Advanced Steel Construction

Vol. 17, No. 2, pp. 136-148 (2021)


 EXPERIMENTAL STUDY ON THE MECHANICAL BEHAVIOUR OF Q345 STEEL

HIGH-STRENGTH BOLT BEARING-TYPE CONNECTIONS

 

Jing-Yao Li 1, 2, Shi-Dong Nie 1, 2, *, Jia Zeng 2, 3 and Bo Yang 1, 2

1 Key Laboratory of New Technology for Construction of Cities in Mountain Area (Chongqing University), Ministry of Education, Chongqing, China.

2 School of Civil Engineering, Chongqing University, Chongqing, China.

3 China Southwest Architectural Design and Research Institute Corp., Ltd., Chengdu, China.

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

Received: 19 April 2020; Revised: 29 December 2020; Accepted: 29 December 2020

 

DOI:10.18057/IJASC.2021.17.2.4

 

View Article   Export Citation: Plain Text | RIS | Endnote

ABSTRACT

Static tensile tests were performed on 45 sets of Q345 steel high-strength bolt bearing-type connections, in which grade 10.9 and 12.9 high-strength bolts were used. In the tests, tearout failure, splitting failure, pure bearing failure, net cross-section failure and bolt shear failure were observed. The effect of the thickness and geometrical dimensions of the test plates, and the property grade, diameter, pretension, layout of the bolts on the load-carrying capacity and deformation of the connections were investigated. Further, the experimental results were compared with the calculated values that employed the design methods in GB 50017-2017, Eurocode 3, and the AISC 360-10. And finally, the applicability of the calculation methods in various specifications to the connections with two bolts arranged parallelly to the load was discussed. It was found that bolt specifications controlled the occurrence of the shear failure mode, and the pretension of bolts improved the load-carrying capacity and peak displacement of the specimens with bolt shear failure. Meanwhile, the calculation methods in GB50017-2017 and Eurocode 3 were conservative for predicting the load-carrying capacity of connections, and the calculated resistance using method 2 in AISC360-10 was the closest to the experimental results. And for the shear connection with two bolts arranged parallelly to the load and with a relatively small end distance, the resistance calculated by the simple summation method in Eurocode 3 or AISC360-10 would be higher than the actual load-carrying capacity.

 

KEYWORDS

Q345, Bolted connection, Shear connection, High-strength bolts, Experimental study


REFERENCES

[1] Fisher J.W., Ramseier P.O. and Beedle L.S., “Strength of a440 steel joints connected with a325 bolts”, Publication IABSE, Vol. 23, Reprint 245 (63-24), 1963.

[2] Fisher J.W. and Rumpf J.L., “Analysis of bolted butt joints”, Journal of the Structural Division, 91, 181-203, 1964.

[3] Sterling G.H., “A440 steel butt join ts connected with high strength bolts or rivets”, LehighUniversity, 1965.

[4] Sterling G.H. and Fisher J.W., “A440 Steel Joints Connected by A490 Bolts”, Journal of the Structural Division, 92, 101-118, 1965.

[5] Može P. and Beg D., “A complete study of bearing stress in single bolt connections”, Journal of Constructional Steel Research, 95, 126-140, 2014.

[6] Wang Y.B., Lyu Y.F., Li G.Q. and Liew J.Y. R., “Behavior of single bolt bearing on high strength steel plate”, Journal of Constructional Steel Research, 137, 19-30, 2017.

[7] Rex C.O. and Easterling W.S., “Behavior and modeling of a bolt bearing on a single plate”, Journal of Structural Engineering, 129(6), 792-800, 2003.

[8] Može P. and Beg D., “High strength steel tension splices with one or two bolts”, Journal of Constructional Steel Research, 66(8-9), 1000-1010, 2010.

[9] Lyu Y.F., Wang Y.B., Li G.Q. and Jiang J., “Numerical analysis on the ultimate bearing resistance of single-bolt connection with high strength steels”, Journal of Constructional Steel Research, 153, 118-129, 2019.

[10] Wang Y.B., Lyu Y.F., Li G.Q. and Liew J.Y. R., “Bearing-strength of high strength steel plates in two-bolt connections”, Journal of Constructional Steel Research, 155, 205-218, 2019.

[11] Lyu Y.F., Li G.Q., Wang Y.B., Li H. and Wang Y.Z., “Bearing behavior of multi-bolt high strength steel connections”, Engineering Structures, 212, 110510, 2020.

[12] Može P., and Beg D., “Investigation of high strength steel connections with several bolts in double shear”, Journal of constructional steel research, 67(3), 333-347, 2011.

[13] Može P., “Bearing strength at bolt holes in connections with large end distance and bolt pitch”, Journal of Constructional Steel Research, 147, 132-144, 2018.

[14] Jiang K., Zhao O. and Tan K.H., “Experimental and numerical study of S700 high strength steel double shear bolted connections in tension”, Engineering Structures, 225: 111175, 2020.

[15] Kim H.J. and Yura J.A. “The effect of ultimate-to-yield ratio on the bearing strength of bolted connections”, Journal of Constructional Steel Research, 49(3), 255-269, 1999.

[16] Li D, Brian Uy., Wang J. and Song Y., “Behaviour and design of high-strength Grade 12.9 bolts under combined tension and shear”, Journal of Constructional Steel Research, 174, 106305, 2020.

[17] Nie S.D., Kang S.B, Shen L. and Yang B., “Experimental and numerical study on global buckling of Q460GJ steel box columns under eccentric compression”, Engineering Structures, 142, 211-222, 2017.

[18] Nie S.D, Wu D., Yu X., Liu P. and Zhang W.F., “Global Buckling Behavior of Welded Thick H-Shaped Axial Compression Columns of Q460GJ Steel”, Journal of Materials in Civil Engineering, 33(1), 04020398, 2021.

[19] Yang B., Kang S.B, Xiong G., Nie S.D., Hu Y., Wang S.B., Bai J.B. and Dai G.X., “Experimental and numerical study on lateral-torsional buckling of singly symmetric Q460GJ steel I-shaped beams”, Thin-Walled Structures, 113, 205-216, 2017.

[20] Zeng B., Dai G.X. and Xia Z.Z., “Reliability evaluation of high strength bolt connections”, Industrial Construction, 27(6), 44-49, 1997. (in Chinese)

[21] Zeng B. and Xia Z.Z., “Pattern Classification Analysis Based on Fuzzy Relation of Uncertain-Influence-Factors in High-Strength-Bolt Connections”, Journal of Civil, Architectural and Environmental Engineering, S1, 52-58, 1992. (in Chinese)

[22] Dai G.X., “Research and evaluation of reliability of building steel structure”, Chongqing university, 2004. (in Chinese)

[23] Hou Z.X. “Study on performance of bearing-type high-strength bolt connection”, Industrial Construction, 9, 24-27, 1992. (in Chinese)

[24] GBJ17-88, Code for design of steel structures., Ministry of metallurgical industry of China, Beijing, China, 1988. (in Chinese)

[25] GB 50017-2017, Standard for design of steel structures., Ministry of Housing and Urban-Rural Development of the People’s Republic of China & General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China, Beijing, China, 2017. (in Chinese)

[26] EN 1993-1-8, Eurocode 3: Design of Steel Structures - Part 1–8: Design of Joints., European Committee for Standardisation, Brussels, Belgium, 2005.

[27] ANSI/AISC 360-10, Specification for Structural Steel Buildings., American Institute of Steel Construction, Chicago, America, 2010.

[28] GB/T 1231-2006, High strength bolts with large hexagon head, large hexagon nuts, plain washers and specification for steel structures., General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China & China National Standardization Administration Committee, Beijing, China, 2006. (in Chinese)

[29] JGJ 82-2011, Technical specification for high strength bolt connection of Steel Structures., Ministry of Housing and Urban-Rural Development of the People’s Republic of China, Beijing, China, 2011. (in Chinese)