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

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

Architecture, Civil Engineering, Environment

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

By: Ahmed KHEMIS, Messaoud TITOUM, Aida MAZOZ and Amar LOUZAI

Open Access

|Oct 2021

Figures & Tables

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

Full strength assembly

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]

Four overall instability cases [27]

Plastic hinge behavior of composite beam [21]

The equivalent section of the beam

Modelling of elements in SAP 2000 [21]

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

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 = E x y y b	Yield curvature ϕ y = Z ⋅ f y ⋅ L 6 ⋅ E ⋅ I b
Yield moment M y ′ = E ⋅ I ′ ⋅ ϕ y	Yield moment M y = f x y y m o ⋅ Z e
Ultimate moment M u ′ = M P ′	Ultimate moment M u = f y y m o ⋅ Z p
Ultimate curvature ϕ u = 10 ⋅ 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	± 2 3 M_Rd	± M R d S j , i n i
Point B	±M_Rd	± 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

DOI: https://doi.org/10.21307/acee-2021-022 | Journal eISSN: 2720-6947 | Journal ISSN: 1899-0142

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Language: English

Page range: 55 - 67

Submitted on: Feb 17, 2021

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Accepted on: May 16, 2021

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Published on: Oct 8, 2021

Published by: Silesian University of Technology

In partnership with: Paradigm Publishing Services

Publication frequency: 4 issues per year

Keywords:

Composite frames,

Semi-rigid joint,

Pushover analyses,

Behavior factor R

Related subjects:

Architecture and design,

Architects, buildings

© 2021 Ahmed KHEMIS, Messaoud TITOUM, Aida MAZOZ, Amar LOUZAI, published by Silesian University of Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

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