Skip to main content
Have a personal or library account? Click to login
Overstrength and ductility factors of XBF structures with pinned and fixed supports Cover

Overstrength and ductility factors of XBF structures with pinned and fixed supports

Studia Geotechnica et Mechanica
Volume 45 (2023): Issue 1 (March 2023)
By: ,  ,   and    
Open Access
|Jan 2023
Figures & tables

Figures & Tables

Figure 1

Base shear versus roof displacement relationship [5, 22].

Figure 2

Studied frames.

Table 1

XBF steel structures considered in parametric studies.

Storey numberλiColumns: HEB (N° of storey)Braces: TUBO (N° of storey)
Three storiesλ1 = 1.93220 (1–3)127X4 (1) + 108X3.6 (2) + 101.6X3.6 (3)
λ2 = 1.56240 (1–3)152.4X4 (1) + 133X4 (2) + 127X4 (3)
λ3 = 1.30260 (1–3)193.7X4.5 (1) + 159X4 (2) + 139.7X4 (3)
Six storiesλ1 = 1.93240 (1–2) + 220 (3–4) + 200 (5–6)127X4 (1–3) + 108X3.6 (4) + 101.6X3.6 (5) + 82.5X3.2 (6)
λ2 = 1.56260 (1–2) + 240 (3–4) + 220 (5–6)152.4X4 (1–2) + 139.7X4 (3) + 133X4 (4) + 127X4(5) + 101.6X3.6 (6)
λ3 = 1.30280 (1–2) + 260 (3–4) + 240 (5–6)193.7X4.5 (1–2) + 168.3X4 (3) + 159X4 (4) + 139.7X4(5) + 127X4 (6)
Nine storiesλ1 = 1.93260 (1–3) + 240 (4–6) + 220 (7–9)127X4 (1–4) + 108X3.6 (5–6) + 101.6X3.6 (7) + 88.9X3.2 (8) + 76.1X3.2 (9)
λ2 = 1.56280 (1–3) + 260 (4–6) + 240 (7–9)152.4X4 (1–3) + 139.7X4 (4) + 133X4 (5) + 127X4 (6–7) + 108X3.6 (8) + 88.9X3.2 (9)
λ3 = 1.30320 (1–3) + 300 (4–6) + 280 (7–9)193.7X4.5 (1–4) + 159X4 (5) + 152.4X4 (6) + 139.7X4 (7) + 127X4 (8) + 108X3.6 (9)
Table 2

Modal periods and mass ratios of the analyzed XBF steel structures.

Storey numberλiT1 (s)T2 (s)T3 (s)M*1M*2M*3Vd/W
Three storiesλ1 = 1.930.410.140.090.860.110.020.22
λ2 = 1.560.360.130.080.870.100.020.23
λ3 = 1.300.320.110.070.850.120.020.23
Six storiesλ1 = 1.930.830.280.160.780.150.030.13
λ2 = 1.560.750.250.140.790.150.030.14
λ3 = 1.300.680.220.120.770.160.040.16
Nine storiesλ1 = 1.931.370.440.240.750.170.040.08
λ2 = 1.561.240.400.220.760.170.040.09
λ3 = 1.301.100.340.190.750.190.040.10
Figure 3

Plastic hinges of a cross section [32].

Figure 4

Capacity curves of the analyzed six stories steel frame.

Figure 5

Capacity curves of the analyzed frames.

Figure 6

Plastic hinges’ distribution of the studied frames with λ1 = 1.93.

Figure 7

Deformation in time of three-storey frame with λ1 = 1.93 under TD.

Figure 8

Behavior factor of the studied frames.

Figure 9

Behavior factor of the studied frames.

DOI: https://doi.org/10.2478/sgem-2022-0028 | Journal eISSN: 2083-831X (formerly 0137-124X) | Journal ISSN: 0137-6365
Journal RSS Feed
Language: English
Page range: 41 - 54
Submitted on: Nov 8, 2021
Accepted on: Nov 14, 2022
Published on: Jan 25, 2023
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Keywords:
Behavior factor,
Overstrength,
Ductility,
X-braced steel frames,
Eurocode 8
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2023 Djamal Yahmi, Taïeb Branci, Abdelhamid Bouchaïr, Eric Fournely, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution 4.0 License.

Volume 45 (2023): Issue 1 (March 2023)
Previous article
Next article