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

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

Figure 1.

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

Figure 2

Full strength assembly
Full strength assembly

Figure 3

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

Figure 4.

Complete behavior of a column-beam composite joint
Complete behavior of a column-beam composite joint

Figure 5.

EPI idealizations of actual capacity curve [12]
EPI idealizations of actual capacity curve [12]

Figure 6.

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

Figure 7.

Four overall instability cases [27]
Four overall instability cases [27]

Figure 8.

Plastic hinge behavior of composite beam [21]
Plastic hinge behavior of composite beam [21]

Figure 9.

The equivalent section of the beam
The equivalent section of the beam

Figure 10.

Modelling of elements in SAP 2000 [21]
Modelling of elements in SAP 2000 [21]

Figure 11.

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

Fig. 12.

Studied frames
Studied frames

Fig. 13.

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

Figure 14.

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

Figure 15.

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

Figure 16.

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 overstrength factor of the different frames (3, 4 and 5 storeys)

Fig 17.

The effect of the degree of connection on the behavior 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)

Fig 18.

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

Fig 19.

The Simplification usage of the behavior factor values in the design of semi-rigid composite structures
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 Lp=1,75·ht
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 θU from table 5–6 of FEMA 356:2000 [29]

Geometrical and mechanical characteristics of composite frames

Storey levelColumnsBeams
three-storey frame1, 2 and 3HEB 300 Concrete slab: Thickness, hc=80 mm, Effective widths:beff+ = 1050 mm, beff- = 750 mm, Compressive strength,fck = 25 N/mm2, Tensile strength, ft = 3 N/mm2,Ec = 29000 N/mm2. Reinforcing bars: 6Ø12, Yield stress, fyr = 500 N/mm2. Er = 200000 N/mm2. Steel beam: IPE300 (S235), Ea=210000 N/mm2. Stud shear connectors: Diameter × length=19 mm × 60 mm, Degree of shearconnection, η=100%.
four-storey frame1, 2, 3and 4HEB 400
five-storey frame1,2 and 3HEB 550
4 and 5HEB 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 connectionΔy [cm]Δu [cm]T[s]RμVd [kN]Vu [kN]ΩR
Rigid18.3923.290.7531.27124.37794.006.388.09
25.018.2022.700.8071.25740.045.957.42
22.518.2822.760.8121.25739.935.957.41
20.018.2222.940.8191.25768,805.937.42
17.517.8921.900.8281.22720.535.797.09
15.017.9621.990.8371.22716.435.767.06
12.518.2222.000.8531.21708.975.706.88
10.018.5121.990.8741.19707.285.696.76
7.518.9222.010.9061.16701.665.646.56
5.019.4522.670.9621.17693.735.586.50
2.521.2122.081.0871.04636.275.125.33
0.522.3022.221.4411.00418.663.373.37

The joint stiffnesses correspond to the degrees of connection

JMRd [kN·m]Sj,ini [kN·m/rad]θu [rad]
0.5197.812540.130.053
2.512700.63
525401.25
7.538101.88
1050802.50
12.563503.13
1576203.75
17.588904.38
20101605.00
22.5114305.63
25127006.25

The coordinates of the points in Figure 4

Moment(KN-m)Rotation(rad)
Point A ± 2 3 MRd ± M R d S j , i n i
Point B±MRd ± 2 M R d S j , i n i
Point C±MRd±θu

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 connectionΔy [cm]Δu [cm]T[s]RμVd [kN]Vu [kN]ΩR
Rigid14,4819,230.6661.33112.45688.376.128.13
25.014,0119,230.7141.37 675.216.008.24
22.515,0619,160.7191.27 672.845.987.61
20.015,3319,520.7251.27 676.896.027.66
17.515,6419,940.7331.27 681.446.067.73
15.015,6719,540.7431.25 672.085.987.46
12.515,7219,460.7561.24 667.075.937.34
10.016,0819,650.7751.22 665.165.927.23
7.516,2519,320.8051.19 649.685.786.87
5.016,9419,510.8581.15 635.245.656.51
2.517,8619,260.9811.08 575.635.125.52
0.519,1919,141.3701.00 348.273.103.10

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 connectionΔy [cm]Δu [cm]T[s]RμVd [kN]Vu [kN]ΩR
rigid10.6114.980.5711.4191.26615.316.749.52
25.011.1914.980.6061.34604.596.628.87
22.511.2414.980.6101.33603.476.618.81
20.011.3114.980.6141.32602.136.608.74
17.511.4014.980.6201.31600.426.588.65
15.011.5114.980.6281.30598.166.558.53
12.511.6514.980.6381.29594.946.528.38
10.011.8314.980.6531.27589.766.468.18
7.512.1314.980.6761.24581.796.387.87
5.012.6514.990.7181.18566.506.217.35
2.513.7115.000.8171.09523.215.736.27
0.518.6615.011.1641.00306.293.363.36
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
Accepted on: May 16, 2021
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,
Rigid joint,
Semi-rigid joint,
Pushover analyses,
Behavior factor R
Related subjects:
Architecture and design,
Architecture,
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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