Experimental and numerical analysis of beam to column joints in steel structures

doi:10.1007/s11709-017-0457-z

Frontiers of Structural and Civil Engineering

2018, Vol. 12

Issue (4): 642-661 https://doi.org/10.1007/s11709-017-0457-z

本期目录

Experimental and numerical analysis of beam to column joints in steel structures

Gholamreza ABDOLLAHZADEH(

), Seyed Mostafa SHABANIAN

Faculty of Civil Engineering, Babol Noshirvani University of Technology, Babol, Iran

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Abstract：

The behaviors such as extreme non-elastic response, constant changes in roughness and resistance, as well as formability under extreme loads such as earthquakes are the primary challenges in the modeling of beam-to-column connections. In this research, two modeling methods including mechanical and neural network methods have been presented in order to model the complex hysteresis behavior of beam-to-column connections with flange plate. First, the component-based mechanical model will be introduced in which every source of transformation has been shown only with geometrical and material properties. This is followed by the investigation of a neural network method for direct extraction of information out of experimental data. For the validation of behavioral curves as well as training of the neural network, the experiments were carried out on samples with real dimensions of beam-to-column connections with flange plate in the laboratory. At the end, the combinational modeling framework is presented. The comparisons reveal that the combinational modeling is able to display the complex narrowed hysteresis behavior of the beam-to-column connections with flange plate. This model has also been successfully employed for the prediction of the behavior of a newly designed connection.

Key words： beam to column connections experiments component method neural network model combinational modeling

收稿日期: 2017-05-07 出版日期: 2018-11-20

Corresponding Author(s): Gholamreza ABDOLLAHZADEH

引用本文:

. [J]. Frontiers of Structural and Civil Engineering, 2018, 12(4): 642-661.
Gholamreza ABDOLLAHZADEH, Seyed Mostafa SHABANIAN. Experimental and numerical analysis of beam to column joints in steel structures. Front. Struct. Civ. Eng., 2018, 12(4): 642-661.

链接本文:

https://academic.hep.com.cn/fsce/CN/10.1007/s11709-017-0457-z
https://academic.hep.com.cn/fsce/CN/Y2018/V12/I4/642

Fig.1

Fig.2

Tab.1

Fig.3

Fig.4

Fig.5

Fig.6

Section	Dimensions (mm)
Beam	IPE180	1250
Column	IPB160	1300
Upper sheet	A	45
	B	30
	C	45
	D	40
	$E$	35
Lower sheet	F	45
	G	40
	H	45
	I	40
	K	35
column web hardener	One at each side of the column	PL1701358
Continuity sheet	Two at each side of the column	PL140708
Beam web hardener	Two at each side of the beam	PL160424
Bolts	6 strong bolts	M16

Tab.2

Tab.3

Fig.7

Fig.8

Fig.9

Fig.10

Fig.11

Fig.12

The loading step	Rotation angle $θ$	The number of cycles	Displacement of the control
1	0.00375	6	0.251
2	0.005	6	0.335
3	0.0075	6	0.502
4	0.01	4	0.670
5	0.015	2	1.005
6	0.02	2	1.340
7	0.03	2	2.010

Tab.4

Fig.13

Fig.14

Fig.15

Tab.5

Fig.16

$N o C y c l e$	$6$	$N o E p o c h C y c l e$	$80$
$N o S t e p$	$340$	$N o E p o c h P a s s$	$2200$
$N o P a s s$	$10$	$S t i f f M a x$	$900000$
$N o A G D$	$356.2$	$S t i f f M i n$	$100000$
The Neural Network Structure	$f n = F N N [{d n, d n − 1, f n − 1, ξ n, Δ η n, E n − 1} : {6 − 30 − 30 − 1}]$

Tab.6

Fig.17

Fig.18

Section	Dimensions (mm)
Beam	IPE200	1255
Column	IPB180	1310
Upper sheet	A	50
	B	35
	C	50
	D	40
	$E$	40
Lower sheet	F	50
	G	45
	H	48
	I	42
	K	38
column web hardener	One at each side of the column	PL19015010
Continuity sheet	Two at each side of the column	PL150808
Beam web hardener	Two at each side of the beam	PL165455
Bolts	6 strong bolts	M18

Tab.7

Fig.19

Fig.20

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