Advanced Steel Construction

Vol. 14, No. 4, pp. 539-561(2018)


EXPERIMENTAL AND NUMERICAL INVESTIGATIONS ON

SKEWED PLATE-TO-SHS X-JOINTS UNDER COMPRESSION

 

Y. Chen 1, 2, *, K. He 1, W.X. Zhang 3, *, B.C. Chen 1 and J.G. Wei 1

1  College of Civil Engineering, Fuzhou University, Fuzhou, China (350116)

2  School of Urban Construction, Yangtze University, Jingzhou, China (434023)

3  The Key Laboratory of Urban Security and Disaster Engineering, Ministry of Education, Beijing

University of Technology, Beijing 100124, China (100124)

*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.">This email address is being protected from spambots. You need JavaScript enabled to view it.  and This email address is being protected from spambots. You need JavaScript enabled to view it.This email address is being protected from spambots. You need JavaScript enabled to view it."> )

Received: 20 November 2018; Revised: 22 July 2017; Accepted: 22 October 2017

 

DOI:10.18057/IJASC.2018.14.4.2

 

View Article   Export Citation: Plain Text | RIS | Endnote

ABSTRACT

Experimental and numerical investigations were conducted on skewed plate-to-SHS X-joints under compression. In order to research static behavior of skewed plate-to-SHS X-joints under compression, a total of ten specimens including orthogonal and skewed plate-to-SHS X-joints were tested. The failure modes, compression-displacement curves and strain intensity distribution curves of joints were presented in the paper. The effects of τ (The ratio of plate thickness to SHS chord thickness) and θ (skewed angle between plate and SHS chord axis) on the ultimate bearing capacity and ductility of X-joints were also studied. The corresponding finite element analysis (FEA) was also performed and calibrated against the test results. Therefore, an extensive parametric study was carried out to evaluate the effects of main geometric parameters (τ and θ) on the static behavior of skewed plate-to-SHS X-joints under compression. Results of these tests showed that as value of θ increased, ultimate bearing capacity of X-joints increased irregularly. As value of τ increased, the ultimate bearing capacity of X-joints increased significantly. Maximum strain intensity was located in the region of weld seam end between plate and SHS chord. As value of θ increased, ductility of joints with thin plates increased; ductility of joints with thick plates decreased. Except X-joints with θ=90°, coefficient of ductility of joints with thick plates were larger than that of joints with thin plates. In addition, the design equations were proposed for skewed plate-to-SHS X-joints under compression, which were shown to be accurate and reliable.

 

KEYWORDS

Skewed plate-to-SHS X-joints, compression, static behavior, FEA, ultimate bearing capacity, design equation


REFERENCES

[1] Voth, A.P. and Packer, J.A., “Numerical Study and Design of Skewed X-type Branch Plate-to-circular Hollow Section Connections”, Journal of Constructional Steel Research, 2012, Vol. 68, No. 1, pp. 1-10.

[2] Kim, W.B., “Ultimate Strength of Tube-gusset Plate Connections Considering Eccentricity”, Engineering Structures, 2001, Vol. 23, No. 11, pp. 1418-1426.

[3] Saucedo, G.M., Packer, J.A. and Willibald, S., “Parametric Finite Element Study of Slotted End Connections to Circular Hollow Sections”, Engineering Structures, 2006, Vol. 28, No. 14, pp. 1956-1971.

[4] Ling, T.W., Zhao, X.L., Mahaidi, R.A. and Packer, J.A., “Investigation of Block Shear Tear-out Failure in Gusset-plate Welded Connections in Structural Steel Hollow Sections and Very High Strength Tubes”, Engineering Structures, 2007, Vol. 29, No. 4, pp. 469-482.

[5] Ling, T.W., Zhao, X.L., Mahaidi, R.A. and Packer, J.A., “Investigation of Shear Lag Failure in Gusset-plate Welded Structural Steel Hollow Section Connections”, Journal of Constructional Steel Research, 2007, Vol. 63, No. 3, pp. 293-304.

[6] Zhao, R.G., Huang, R.F., Khoo, H.A. and Cheng, J.J.R., “Parametric Finite Element Study on Slotted Rectangular and Square HSS Tension Connections”, Journal of Constructional Steel Research, 2009, Vol. 65, No. 3, pp. 611-621.

[7] Lee, H.D., Lee, J.M., Lee, S.H. and Shin, K.J., “Investigation of the Tube-gusset Connection in 600MPA Circular Hollow Section”, Procedia Engineering, 2011, Vol. 14, No. 12, pp. 2124-2132.

[8] Voth, A.P. and Packer, J.A., “Branch Plate-to-Circular Hollow Structural Section Connections. I: Experimental Investigation and Finite-element Modeling”, Journal of Structural Engineering, 2012, Vol. 138, No. 8, pp. 995-1006.

[9] Voth, A.P. and Packer, J.A., “Branch Plate-to-Circular Hollow Structural Section Connections. II: X-Type Parametric Numerical Study and Design”, Journal of Structural Engineering, 2012, Vol. 138, No. 8, pp. 1007-1018.

[10] Jiao, H., Mashiri, F. and Zhao, X.L., “Fatigue Behavior of Very High Strength (VHS) Circular Steel Tube to Plate T-joints under in-plane Bending”, Thin-Walled Structures, 2013, Vol. 68, No. 10, pp. 106-112.

[11] Hochanadel, Wayne P., “Static Design Procedure for Welded Hollow Section Joints: Recommendations”, Proceedings of International Institute of Welding (IIW) Overview, Singapore, 2009, Vol. 3, pp. 126-140.

[12] American Welding Society (AWS)., “Structural Welding Code-steel. AWS D1.1/ 1.1M”, Miami, USA, 2004.

[13] Packer, J.A., Wardenier, J., Zhao, X.L. and Kurobane, Y., “Design Guide for Rectangular Hollow Section (RHS) Joints under Predominantly Static Loading”, 2nd ed”, CIDECT, 2009.

[14] European Committee for Standardization., “Eurocode3 (EC3). Design of Steel Structures-Part 1-8: Design of Joints”, Brussels, Belgium, 2005.

[15] Packer, J.A., Sherman, D.R. and Lecce, M., “Steel Design Guide No. 24: Hollow Structural Section Connections”, American Institute of Steel Construction (AISC), 2010.

[16] Tong, L.W., Xu, G.W., Yan, D.Q. and Zhao, X.L., “Fatigue Tests and Design of Diamond Bird-beak SHS T-joints under Axial Loading in Brace”, Journal of Constructional Steel Research, 2016, Vol. 118, No. 3, pp. 49-59.

[17] Wang, W., Gu, Q., Ma, X.X. and Wang, J.J., “Axial Tensile Behavior and Strength of Welds for CHS Branches to SHS Chord Joints”, Journal of Constructional Steel Research, 2015, Vol. 115, No. 12, pp. 303-315.

[18] Chen, Y. and Chen, D.F., “Ultimate Capacities Formulae of Collar and Doubler Plates Reinforced SHS X-joints under in-plane Bending”, Thin-Walled Structures, 2016, Vol. 99, No. 2, pp. 21-34.

[19] Mashiri, F.R. and Zhao, X.L., “Square Hollow Section (SHS) T-joints with Concrete-filled Chords Subjected to in-plane Fatigue Loading in the Brace”, Thin-Walled Structures, 2010, Vol. 48, No. 2, pp. 150-158.

[20] Cheng, B., Qian, Q. and Zhao, X.L., “Stress Concentration Factors and Fatigue Behavior of Square Bird-beak SHS T-joints under Out-of-plane Bending”, Engineering Structures, 2015, Vol. 99, No. 9, pp. 677-684.

[21] Lie, S.T. and Yang, Z.M., “Fracture Assessment of Damaged Square Hollow Section (SHS) K-joint using BS7910:2005”, Engineering Fracture Mechanics, 2009, Vol. 76, No. 9, pp. 1303-1319.

[22] Shao, Y.B., “Static Strength of Collar-plate Reinforced Tubular T-joints under Axial Loading”, Steel and Composite Structures, 2016, Vol. 21, No. 2, pp. 323-342.

[23] Standardization Administration of The People’s Republic of China., “Metallic Materials-Tensile Testing at Ambient Temperature”, China Standards Press, 2002.