Nonlinear Finite Element Analysis of Anchored Blind-Bolted Joints to Concrete-Filled Steel Tubular Columns

doi:10.23940/ijpe.19.02.p32.676687

Abstract

Abstract:

A nonlinear finite element analysis (FEA) on rectangular concrete-infilled tubular (CFT) column connections was conducted using the FEA software ABAQUS. In this analysis, loading path and stress distribution of the anchored blind-bolted (ABB) connections to CFT columns were clearly defined; influences of strength grade of bolts, thickness of endplates, vertical interval between bolts, diameter of bolts, and pretension on bolts on the studied connections were determined. The results of FEA indicate that the flush endplate connections of ABB CFT columns are typical semi-rigid connections. The established finite element (FE) model was verified by test results of six anchored blind-bolted flush endplate connections to CFT columns. The test results show that the model can accurately simulate mechanical performance of the ABB connections and is suitable for different forms of ABB connections to CFT columns.

Key words: finite element analysis, anchored blind bolt, Hollo-Bolt, concrete-infilled steel tubular column connections, parameter analysis

Yihuan Wang, Zhan Wang, Jianrong Pan, and Peng Wang. Nonlinear Finite Element Analysis of Anchored Blind-Bolted Joints to Concrete-Filled Steel Tubular Columns [J]. Int J Performability Eng, 2019, 15(2): 676-687.

Add to citation manager EndNote|Reference Manager|ProCite|BibTeX|RefWorks

Figures/Tables 16

Figure 1

Figure 2

Figure 3

Figure 4

Table 1

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Figure 10

Figure 11

Figure 12

Figure 13

Figure 14

Figure 15

References 16

[1]	L. H. Han, W. Li, R. Bjorhovde , “Developments and Advanced Applications of Concrete-Filled Steel Tubular (CFST) Structures: Members,”Journal of Constructional Steel Research, Vol. 100, pp. 211-228, 2014 doi: 10.1016/j.jcsr.2014.04.016
[2]	S. Ellison and W. Tizanj, “Behaviour of Blind Bolted Connections to Concrete Filled Hollow Sections,” Structural Engineer, Vol. 82, No. 22, pp. 16-17, 2004
[3]	A. Y. Elghazouli, C. Málaga-Chuquitaype, J. M. Castro , et al., “Experimental Monotonic and Cyclic Behaviour of Blind-Bolted Angle Connections,” Engineering Structures, Vol. 31, No. 11, pp. 2540-2553, 2016 doi: 10.1016/j.engstruct.2009.05.021
[4]	J. Wang, L. Zhang, B. F. S. Jr , “Seismic Response of Extended End Plate Joints to Concrete-Filled Steel Tubular Columns,” Engineering Structures, Vol. 49, No. 2, pp. 876-892, 2013 doi: 10.1016/j.engstruct.2013.01.001
[5]	J. F. Wang, L. H. Han, B. Uy , “Behaviour of Flush End Plate Joints to Concrete-Filled Steel Tubular Columns,” Journal of Constructional Steel Research, Vol. 65, No. 4, pp. 925-939, 2009 doi: 10.1016/j.jcsr.2008.10.010
[6]	J. Wang and L. Chen, “Experimental Investigation of Extended End Plate Joints to Concrete-Filled Steel Tubular Columns,” Journal of Constructional Steel Research, Vol. 79, No. 12, pp. 56-70, 2012 doi: 10.1016/j.jcsr.2012.07.016
[7]	W. Tizani and D. J. Ridley-Ellis, “The Performance of a New Blind-Bolt for Moment-Resisting Connections, ” Taylor & Francis, 2003
[8]	T. Pitrakkos and W. Tizani, “Experimental Behaviour of a Novel Anchored Blind-Bolt in Tension,” Engineering Structures, Vol. 49, No. 2, pp. 905-919, 2013 doi: 10.1016/j.engstruct.2012.12.023
[9]	W. Tizani, A. Al-Mughairi, J. S. Owen , et al., “Rotational Stiffness of a Blind-Bolted Connection to Concrete-Filled Tubes using Modified Hollo-Bolt,” Journal of Constructional Steel Research, Vol. 80, No. 1, pp. 317-331, 2013 doi: 10.1016/j.jcsr.2012.09.024
[10]	W. Tizani, Z. Y. Wang, I. Hajirasouliha , “Hysteretic Performance of a New Blind Bolted Connection to Concrete Filled Columns under Cyclic Loading: An Experimental Investigation,” Engineering Structures, Vol. 46, No. 1, pp. 535-546, 2013
[11]	W. Tizani and T. Pitrakkos, “Performance of T-Stub to CFT Joints using Blind Bolts with Headed Anchors,” Journal of Structural Engineering, 2015
[12]	M. R . Bahaari and A. N. Sherbourne, “Behavior of Eight-Bolt Large Capacity End PlateConnections,” Computers & Structures, Vol. 77, No. 3, pp. 315-325, 2000 doi: 10.1016/S0045-7949(99)00218-7
[13]	L. H. Han, G. H. Yao, X. L. Zhao , “Tests and Calculations for Hollow Structural Steel (HSS) Stub Columns Filled with Self-Consolidating Concrete (SCC),” Journal of Constructional Steel Research, Vol. 61,No. 9, pp. 1241-1269, 2005
[14]	SACJointVenture (SAC), ProtocolforFabrication, Inspection, Testing, and Documentation ofBeam-column ConnectionTestsandOtherExperimental Specimens, Rep. No. SAC/BD-97/02, SACJointVenture, Sacramento, California, USA, 1997
[15]	GB 50017-2003, ChineseDesignCodeofSteelStructure, Ministry of Housing and Urban-Rural Development of the People’s Republic of China, Beijing, China, 2003
[16]	CEN, Eurocode 3: Design of steel structures-Part 1-8: Design of joints. ENV1993-1-8, Eurocode 3: Design of steel structures-Part 1-8: Design of joints. ENV1993-1-8, Brussels: CEN; 2005

Specimen	Column section	Column length	Beam section	Beam length	Endplate thickness	Local reinforcement	Anchorage method
ST-1	250×5	1736	HN350×175×7×11	1400	12	None	Nut
ST-2	250×5	1736	HN350×175×7×11	1400	24	None	Nut
ST-3	250×5	1736	HN350×175×7×11	1400	12	With	Nut
ST-4	250×5	1736	HN350×175×7×11	1400	24	With	Nut
ST-5	250×5	1736	HN350×175×7×11	1400	24	With	No
ST-6	250×5	1736	HN300×150×6×9	1400	24	With	Nut