Nowadays, using high-ductility structures in the construction and use of significant buildings is highly appreciated. To use more ductile structures, effort has been made in this research to introduce box-plate beam-to-column connections. They underwent hysteretic loading and it was found from their moment-rotation curves that the bending capacity and ductility of the box-plate connection were more than ordinary rigid connection, and those of the latter were more than those of the normal typical one. It was also shown that stress concentration in box-plate connections disappears over the top and bottom flange plates

A. Shishegaran

H. Darabi

S. Rahimi

English

Vibroengineering PROCEDIA

 200 © JVE INTERNATIONAL LTD. VIBROENGINEERING PROCEDIA. MAY 2017, VOL. 11. ISSN 2345-0533  
Introducing box-plate beam-to-column moment 
connections 
A. Shishegaran1, S. Rahimi2, H. Darabi3 
1Structural Engineering, School of Civil Engineering, Science and Technology of Iran, Tehran, Iran 
2, 3Structural Engineering, School of Civil Engineering, Azad University of Noor, Noor, Iran 
1Corresponding author 
E-mail: 1aydin_shishegaran@civileng.iust.ac.ir, 2sepidehrahimi65@yahoo.com, 3cecp1990@gmail.com 
Received 25 April 2017; accepted 27 April 2017 
DOI https://doi.org/10.21595/vp.2017.18548 
Abstract. Nowadays, using high-ductility structures in the construction and use of significant 
buildings is highly appreciated. To use more ductile structures, effort has been made in this 
research to introduce box-plate beam-to-column connections. They underwent hysteretic loading 
and it was found from their moment-rotation curves that the bending capacity and ductility of the 
box-plate connection were more than ordinary rigid connection, and those of the latter were more 
than those of the normal typical one. It was also shown that stress concentration in box-plate 
connections disappears over the top and bottom flange plates. 
Keywords: top/bottom flange plate rigid connection, box-plate rigid connection, ductility, stress 
concentration, connection energy dissipation. 
1. Introduction 
Before North Ridge Earthquake in 1994, structures that had lateral resisting systems with rigid 
frames were considered as the most ductile and most earthquake resisting compared with other 
similar systems, but the “Earthquake” resulted in much damage in steel rigid structures that had 
welded beam-to-column connections. Numerous studies were done and showed that the reasons 
for the damage were different brittle fractures in the welded connections; such fractures prevent 
the connections’ inelastic behavior and hence reduce the structure ductility [1]. 
Chen et al. (2003) studied the longitudinal toothed connection and its bending capacity through 
laboratory tests and simulation methods and showed that it prevented brittle fractures (in the beam 
penetration part) and reduced stress concentration at the connection end and hence prevented the 
flange failure. They showed in their study that local stress concentration was reduced, plastic hinge 
was formed at a good distance from the column, the system showed appropriate ductility (without 
any brittle fractures) [2]. 
Tehranizadeh et al. (2012) studied the effects of the upper and lower plates on the bending 
rigidity of the restrained joints using three real-size beam-to-column connections all tested under 
hysteretic loading. The results, validated through simulations in the ABAQUS Software, revealed 
that the deformations were nearly similar in all three models. Accordingly, they suggested that it 
would be beneficial if the flange plates had the shortest lengths, welding materials were 
high-strength (resistant), and the upper and lower plates’ thicknesses for welding were the highest 
allowable [3]. 
In the present research, one novel rigid connection is introduced and compared, for their 
ductility and moment capacity, with typical restrained connections through their related 
moment-rotation diagrams drawn under similar regular dimensions, loading, and boundary 
conditions. [4, 5]. 
2. Methodology 
In this research, the typical and novel connections have been studied by the FEM under 
ultimate and hysteretic loading and their performances have been compared through their 
moment-rotation diagrams. This research uses weld and beam-to-column sections and relates them 
together with ties and friction interaction to do modeling in the ABAQUS by virtue of the papers 
INTRODUCING BOX-PLATE BEAM-TO-COLUMN MOMENT CONNECTIONS.  
A. SHISHEGARAN, S. RAHIMI, H. DARABI 
 © JVE INTERNATIONAL LTD. VIBROENGINEERING PROCEDIA. MAY 2017, VOL. 11. ISSN 2345-0533 201 
validated by laboratory methods and the mentioned software [5, 6, 7, and 8].  
For a better study of the finite element model and the modeling verification, first the beam-to-
column connection investigated by Tehranizadeh et al. was modeled in the ABAQUS and then its 
finite element analyses results were compared with those of the laboratory tests. In short, the 
dimensions of the beam-column plates, connections, welds and specifications of the plates 
(Table 1), were used in the ABAQUS finite element software as inputs. The simulation models of 
the ordinary typical and box-plate connections are shown in Figs. 1 and 2 respectively [7]. 
Table 1. Dimensions of the plates used in the FE modeling and specifications  
of the plates used in the finite element model [3] 
Plate Length Width Thickness 
Yield point Ultimate point 
Strain  
(%) ?? 
Stress (MPa) ??  Strain 
(%) ?? 
Stress 
(MPa) ??    
Beam flange 2500 200 12 0.15 300 18 430 
Beam web 2500 380 8 0.155 310 17 400 
Column 3000 400 20 0.145 290 15 390 
Upper 150 50 15 0.155 310 18 450 
Lower 150 80 10 0.145 290 15 390 
Col. Continuity 380 380 10 0.145 290 15 390 
Box-plate num1 2500 300 8 0.145 290 15 390 
Box-plate num2 2500 300 10 0.145 290 15 390 
Box-plate num3 2500 300 15 0.145 290 15 390 
Box-plate num4 2500 300 20 0.145 290 15 390 
Weld material       0.26 525 12 560 
 
 
Fig. 1. Simulation of an ordinary typical connection  
and boundary conditions in the ABAQUS Software [7] 
 
Fig. 2. Simulation of the box-plate connection  
in the ABAQUS Software [7] 
3. Findings 
Fig. 3 shows Three different typical curves of Moment-rotation for fully restrained (FR), 
partially restrained (PR) and simple (S) connections.  
 
Fig. 3. Three different typical curves of moment-rotation for fully restrained (FR),  
partially restrained (PR) and simple (S) connections [9, 10] 
INTRODUCING BOX-PLATE BEAM-TO-COLUMN MOMENT CONNECTIONS.  
A. SHISHEGARAN, S. RAHIMI, H. DARABI 
202 © JVE INTERNATIONAL LTD. VIBROENGINEERING PROCEDIA. MAY 2017, VOL. 11. ISSN 2345-0533  
Fig. 4 shows Protocol load in this research. Fig. 5 shows their moment-rotation diagrams and 
Fig. 8 shows pushover curves and the bending capacity of model. Fig. 10 shows energy dissipation 
of the ordinary and four box-plate connections under the application of 22 similar loading cycles 
(of the displacement type), and. Also, connections with no brittle failure have rotated more than 4 
radians. It is clears that Tangent of graph shows stiffness for models [7, 9-11]. 
 
Fig. 4. Displacement-time analyses of all the models [7] 
 
Fig. 5. Moment-rotation curves of five models under 22 loading cycles [7] 
Fig. 6 shows the stress at the end of the 22nd loading cycle in the ordinary and box-plate 
models respectively [7]. 
Fig. 7 shows the plastic strain in the 22nd loading cycle in the ordinary and box-plate 
connections respectively. In the first model (ordinary), the plastic strain at the junction of the upper 
and lower plates is 43.33 and 6.6 times those in the third models respectively [7]. 
 
a) 
 
b) 
Fig. 6. Triaxial stress in five models: a) ordinary model, b) box plate connection thickness = 20 mm [7] 
 
a) b) 
Fig. 7. Plastic strain in five models: a) ordinary model, b) box plate connection thickness = 20 mm [7] 
INTRODUCING BOX-PLATE BEAM-TO-COLUMN MOMENT CONNECTIONS.  
A. SHISHEGARAN, S. RAHIMI, H. DARABI 
 © JVE INTERNATIONAL LTD. VIBROENGINEERING PROCEDIA. MAY 2017, VOL. 11. ISSN 2345-0533 203 
Fig. 8 shows pushover curves of five models under 22 loading cycles. The integral of this 
graph is cumulative energy dissipation. It is clears that Tangent of graph pushover curve is 
stiffness for model. Fig. 9 shows limits of stiffness for simple connection and rigid connection. 
Energy Dissipations for models is calculated as integral of graph Fig. 8. The results this calculation 
shows in Fig. 10. [7, 9 and 10] 
 
Fig. 8. Pushover curves of five models under 22 loading cycles 
 
Fig. 9. Two different typical curves of moment-rotation for fully restrained (FR),  
partially restrained (PR) and simple (S) connections [9, 10] 
 
Fig. 10. Cumulative energy dissipation of five models under 22 loading cycles 
4. Conclusions 
The modeling of the ordinary and box-plate connections under hysteretic loading showed that: 
1) They all rotated more than 4 radians in the 22nd loading cycle meaning that according to 
the AISC Seismic Code they can be used in the Special Moment Frame systems. 
2) The bending moment capacity of the box-plate model is 10.6 % more than that of the 
Ordinary model. 
3) Energy dissipation in the box-plate model is 65 % more than that in the ordinary model. 
4) In the box-plate model, the stress concentration in the upper and lower plates is less than 
those of the ordinary model and its value at the web center is 1.35 times that in the upper and 
lower plates. 
5) Tangent Box plate connection shows that this model is semi-rigid connection.  
INTRODUCING BOX-PLATE BEAM-TO-COLUMN MOMENT CONNECTIONS.  
A. SHISHEGARAN, S. RAHIMI, H. DARABI 
204 © JVE INTERNATIONAL LTD. VIBROENGINEERING PROCEDIA. MAY 2017, VOL. 11. ISSN 2345-0533  
References 
[1] Mirghaderi S. R., Dehghani R. Continuous beam-to-column rigid seismic connection. Journal of 
Constructional Steel Research, 2008, p. 1516-1529. 
[2] Chen Cheng-Chi, Lee Jen-Ming, Lin Ming-Chi Behavior of Steel Moment Connections with a 
Single Flange Rib. Department of Civil Engineering, National Chiao Tung University, Taiwan, 2003, 
p. 1419-1428. 
[3] Gholami M., Deylami A., Tehranizadeh M. Seismic performance of flange plate connections 
between steel beams and box columns. Journal of Constructional Steel Research, 2012, p. 38-48. 
[4] Wang Wei, Zhang Yanyan, Chen Yiyi, Lu Zhihao Enhancement of ductility of steel moment 
connections with non-compact beam web. Journal of Constructional Steel Research, 2012, p. 114-123. 
[5] Azhari M., Mirghaderi R. Design of Steel Structures. Based on the AISC Code, First Editing, Vol. 1, 
2005. 
[6] Azhari M., Mirghaderi R. Design of Steel Structures. Based on the AISC Code, First Editing, Vol. 3, 
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[7] ABAQUS Ver13.4. 
[8] Kaufmann E. J. Dynamic Tension Tests of Simulated Moment Resisting Frame Weld Joints, Steel 
Tips, Structural Steel Education Council, AISC, Chicago, 1997. 
[9] Specification for Structural Steel Buildings. AISC 360, American Institute of Steel Construction, 
Chicago, Illinois, 2005. 
[10] State of the Art Repot on Connection Performance. Prepared by the SAC Joint Venture for the Federal 
Emergency Management Agency, FEMA-355D, Washington, DC, 2000. 
[11] ABAQUS Theory Manual. Version 6.3, Hibbitt Karlson and Sorensen, Inc., 2002. 


Introducing box-plate beam-to-column moment connections

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