Study on the Influence of Stiffness of Beam–Column Connections on the Seismic Behavior of Composite Moment Resisting Frames

Ahmed KHEMIS; Messaoud TITOUM; Aida MAZOZ; Amar LOUZAI

Open Access

Study on the Influence of Stiffness of Beam–Column Connections on the Seismic Behavior of Composite Moment Resisting Frames

and

| Oct 08, 2021

Architecture, Civil Engineering, Environment

Volume 14 (2021): Issue 3 (September 2021)

About this article

Cite

Page range: 55 - 67

Received: Feb 17, 2021

Accepted: May 16, 2021

DOI: https://doi.org/10.21307/acee-2021-022

Keywords
Composite frames, Rigid joint, Semi-rigid joint, Pushover analyses, Behavior factor R

© 2021 Ahmed Khemis et al., published by Sciendo

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Boundaries for stiffness classification of beam-column joints for non-braced frames

Moment-Rotation Relationship of bolted end plate connection proposed by Eurocode 4

Complete behavior of a column-beam composite joint

EPI idealizations of actual capacity curve [12]

Relationship between seismic behavior factor (R), over-strength factor (Ω), ductility factor (Rµ) and global ductility µ [26]

Plastic hinge behavior of composite beam [21]

Plan view of buildings at 3, 4 and 5 storey levels containing the studied frames

Pushover curves for rigid and semi-rigid composite frames (a) 3 storeys (b) 4 storeys (c) 5 storeys

The effect of degree of connection J and the number of storeys levels on the ductility factor

The distribution of plastic hinges in frames with a J=0.5 at the limit instant of the appearance of inter-storey drift criteria

The effect of the degree of connection on the overstrength factor of the different frames (3, 4 and 5 storeys)

The effect of the degree of connection on the behavior factor of the different frames (3, 4 and 5 storeys)

Comparison between the variation of the behavior factor R as a function of the degree of connection

The Simplification usage of the behavior factor values in the design of semi-rigid composite structures

Moment-Rotation (M-θ) Kela (ion for the composite beam [21]

Hogatng (Liu fît: all. 2011)	sagging
Length ftf plestic hinge L_p=1,75·h_t
Yield curvature $ϕ_{y} = \frac{E_{x y}}{y_{b}}$	Yield curvature $ϕ_{y} = \frac{Z \cdot f_{y} \cdot L}{6 \cdot E \cdot I_{b}}$
Yield moment $M_{y}^{'} = E \cdot I^{'} \cdot ϕ_{y}$	Yield moment $M_{y} = \frac{f_{x y}}{y_{m o}} \cdot Z_{e}$
Ultimate moment $M_{u}^{'} = M_{P}^{'}$	Ultimate moment $M_{u} = \frac{f_{y}}{y_{m o}} \cdot Z_{p}$
Ultimate curvature $ϕ_{u} = \frac{10 \cdot ε_{x y}}{y_{p b^{'}}}$	Ultimato rotaOion θ_U from table 5–6 of FEMA 356:2000 [29]

Geometrical and mechanical characteristics of composite frames

Storey level		Columns	Beams
three-storey frame	1, 2 and 3	HEB 300	Concrete slab: Thickness, h_c=80 mm, Effective widths:b_eff+ = 1050 mm, b_eff- = 750 mm, Compressive strength,f_ck = 25 N/mm², Tensile strength, f_t = 3 N/mm²,E_c = 29000 N/mm². Reinforcing bars: 6Ø12, Yield stress, f_yr = 500 N/mm². E_r = 200000 N/mm². Steel beam: IPE300 (S235), E_a=210000 N/mm². Stud shear connectors: Diameter × length=19 mm × 60 mm, Degree of shearconnection, η=100%.
four-storey frame	1, 2, 3and 4	HEB 400
five-storey frame	1,2 and 3	HEB 550
	4 and 5	HEB 400

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 5 storeys

Degree of connection	Δ_y [cm]	Δ_u [cm]	T[s]	R_μ	V_d [kN]	V_u [kN]	Ω	R
Rigid	18.39	23.29	0.753	1.27	124.37	794.00	6.38	8.09
25.0	18.20	22.70	0.807	1.25		740.04	5.95	7.42
22.5	18.28	22.76	0.812	1.25		739.93	5.95	7.41
20.0	18.22	22.94	0.819	1.25		768,80	5.93	7.42
17.5	17.89	21.90	0.828	1.22		720.53	5.79	7.09
15.0	17.96	21.99	0.837	1.22		716.43	5.76	7.06
12.5	18.22	22.00	0.853	1.21		708.97	5.70	6.88
10.0	18.51	21.99	0.874	1.19		707.28	5.69	6.76
7.5	18.92	22.01	0.906	1.16		701.66	5.64	6.56
5.0	19.45	22.67	0.962	1.17		693.73	5.58	6.50
2.5	21.21	22.08	1.087	1.04		636.27	5.12	5.33
0.5	22.30	22.22	1.441	1.00		418.66	3.37	3.37

The joint stiffnesses correspond to the degrees of connection

J	M_Rd [kN·m]	S_j,ini [kN·m/rad]	θ_u [rad]
0.5	197.81	2540.13	0.053
2.5		12700.63
5		25401.25
7.5		38101.88
10		50802.50
12.5		63503.13
15		76203.75
17.5		88904.38
20		101605.00
22.5		114305.63
25		127006.25

The coordinates of the points in Figure 4

	Moment(KN-m)	Rotation(rad)
Point A	$\pm \frac{2}{3}$ M_Rd	$\pm \frac{M_{R d}}{S_{j, i n i}}$
Point B	±M_Rd	$\pm \frac{{2 M}_{R d}}{S_{j, i n i}}$
Point C	±M_Rd	±θ_u

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 4 storeys

Degree of connection	Δ_y [cm]	Δ_u [cm]	T[s]	R_μ	V_d [kN]	V_u [kN]	Ω	R
Rigid	14,48	19,23	0.666	1.33	112.45	688.37	6.12	8.13
25.0	14,01	19,23	0.714	1.37		675.21	6.00	8.24
22.5	15,06	19,16	0.719	1.27		672.84	5.98	7.61
20.0	15,33	19,52	0.725	1.27		676.89	6.02	7.66
17.5	15,64	19,94	0.733	1.27		681.44	6.06	7.73
15.0	15,67	19,54	0.743	1.25		672.08	5.98	7.46
12.5	15,72	19,46	0.756	1.24		667.07	5.93	7.34
10.0	16,08	19,65	0.775	1.22		665.16	5.92	7.23
7.5	16,25	19,32	0.805	1.19		649.68	5.78	6.87
5.0	16,94	19,51	0.858	1.15		635.24	5.65	6.51
2.5	17,86	19,26	0.981	1.08		575.63	5.12	5.52
0.5	19,19	19,14	1.370	1.00		348.27	3.10	3.10

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 3 storeys

Degree of connection	Δ_y [cm]	Δ_u [cm]	T[s]	R_μ	V_d [kN]	V_u [kN]	Ω	R
rigid	10.61	14.98	0.571	1.41	91.26	615.31	6.74	9.52
25.0	11.19	14.98	0.606	1.34		604.59	6.62	8.87
22.5	11.24	14.98	0.610	1.33		603.47	6.61	8.81
20.0	11.31	14.98	0.614	1.32		602.13	6.60	8.74
17.5	11.40	14.98	0.620	1.31		600.42	6.58	8.65
15.0	11.51	14.98	0.628	1.30		598.16	6.55	8.53
12.5	11.65	14.98	0.638	1.29		594.94	6.52	8.38
10.0	11.83	14.98	0.653	1.27		589.76	6.46	8.18
7.5	12.13	14.98	0.676	1.24		581.79	6.38	7.87
5.0	12.65	14.99	0.718	1.18		566.50	6.21	7.35
2.5	13.71	15.00	0.817	1.09		523.21	5.73	6.27
0.5	18.66	15.01	1.164	1.00		306.29	3.36	3.36

eISSN:: 1899-0142
Language:: English

Publication timeframe:: 4 times per year
Journal Subjects:: Architecture and Design, Architecture, Architects, Buildings

Journal RSS Feed

Study on the Influence of Stiffness of Beam–Column Connections on the Seismic Behavior of Composite Moment Resisting Frames

Published Online: Oct 08, 2021

Page range: 55 - 67

Received: Feb 17, 2021

Accepted: May 16, 2021

DOI: https://doi.org/10.21307/acee-2021-022

Keywords
Composite frames, Rigid joint, Semi-rigid joint, Pushover analyses, Behavior factor R

© 2021 Ahmed Khemis et al., published by Sciendo

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Figure 2

Figure 3

Figure 4.

Figure 5.

Figure 6.

Figure 7.

Figure 8.

Figure 9.

Figure 10.

Figure 11.

Fig. 12.

Fig. 13.

Figure 14.

Figure 15.

Figure 16.

Fig 17.

Fig 18.

Fig 19.

Moment-Rotation (M-θ) Kela (ion for the composite beam [21]

Geometrical and mechanical characteristics of composite frames

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 5 storeys

The joint stiffnesses correspond to the degrees of connection

The coordinates of the points in Figure 4

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 4 storeys

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 3 storeys

Study on the Influence of Stiffness of Beam–Column Connections on the Seismic Behavior of Composite Moment Resisting Frames

Published Online: Oct 08, 2021

Page range: 55 - 67

Received: Feb 17, 2021

Accepted: May 16, 2021

DOI: https://doi.org/10.21307/acee-2021-022

KeywordsComposite frames, Rigid joint, Semi-rigid joint, Pushover analyses, Behavior factor R

© 2021 Ahmed Khemis et al., published by Sciendo

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Figure 2

Figure 3

Figure 4.

Figure 5.

Figure 6.

Figure 7.

Figure 8.

Figure 9.

Figure 10.

Figure 11.

Fig. 12.

Fig. 13.

Figure 14.

Figure 15.

Figure 16.

Fig 17.

Fig 18.

Fig 19.

Moment-Rotation (M-θ) Kela (ion for the composite beam [21]

Geometrical and mechanical characteristics of composite frames

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 5 storeys

The joint stiffnesses correspond to the degrees of connection

The coordinates of the points in Figure 4

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 4 storeys

Yield displacement Δy, limit displacement Δu, Fundamental Period T, ductility factor Rμ, design shear force Vd, ultimate shear force Vu, overstrength factor Ω and the behavior factor R of frames with 3 storeys

Keywords
Composite frames, Rigid joint, Semi-rigid joint, Pushover analyses, Behavior factor R