Improving the Seismic Performance of Steel Frames under Mainshock–Aftershock Using Post-Tensioned Connections
Abstract
:1. Introduction
2. Methodology
2.1. Seismic Sequences
- First, the 8 records were integrated to obtain their ground acceleration history.
- Then, the Sa(T1) values of each record in terms of the structural period are estimated.
- The target Sa(T1) values from 0.1 to 2.0 g with 0.1 g increments are divided by the real Sa(T1) values of each record in order to obtain 8 scale factors per each scaling level from 0.1 to 2.0 g.
- The ground acceleration histories were multiplied by the corresponding scale factors.
- The ground acceleration histories were derived by each of the corresponding scale factors to obtain the scaled mainshocks.
- The aftershocks are obtained in order to have values of 0.25, 0.5, 0.75, 1.0 and 1.25 peak ground acceleration PGA of the scaled mainshocks.
2.2. Structural Models
2.3. Nonlinear Behavior of the PT Connection Model
2.4. Dynamic Analyses
3. Numerical Results
3.1. Results for Maximum Inter-Story Drifts
3.2. Results for Maximum Residual Inter-Story Drift (MRID)
3.3. Peak and Residual Inter-Story Drifts Distribution along the Height
4. Hysteretic Energy Demands (EH)
Normalized Hysteretic Energy (EHN)
5. Conclusions
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Record | Station | Date | Magnitude | PGA (cm/s2) | Tg (s) |
---|---|---|---|---|---|
1 | Villa del mar | 25/04/1989 | 6.9 | 46.5 | 2.96 |
2 | Villa del mar | 25/04/1989 | 6.9 | 49.4 | 2.96 |
3 | Jamaica | 25/04/1989 | 6.9 | 35.2 | 3.04 |
4 | Rodolfo Menendez | 25/04/1989 | 6.9 | 47.7 | 2.89 |
5 | P.C.C. Superficie | 25/04/1989 | 6.9 | 42.5 | 2.3 |
6 | Córdova | 14/04/1989 | 7.1 | 19.4 | 2.3 |
7 | Liverpool | 15/04/1989 | 6.9 | 40.0 | 2.3 |
8 | Roma-B | 14/04/1989 | 7.1 | 25.0 | 2.3 |
Frames | F6 F6PT | F10 F10PT | F6 F6PT | F10 F10PT | F6 F6PT | F10 F10PT |
---|---|---|---|---|---|---|
Stories | Internal Columns | External Columns | Beams | |||
1 | 30 × 173 | 36 × 280 | 27 × 146 | 36 × 280 | 18 × 71 | 21 × 68 |
2 | 30 × 173 | 36 × 280 | 27 × 146 | 36 × 280 | 18 × 76 | 21 × 93 |
3 | 30 × 148 | 36 × 245 | 27 × 129 | 36 × 245 | 18 × 76 | 21 × 101 |
4 | 30 × 148 | 36 × 245 | 27 × 129 | 36 × 245 | 18 × 67 | 21 × 101 |
5 | 30 × 124 | 36 × 210 | 27 × 114 | 36 × 210 | 18 × 50 | 21 × 101 |
6 | 30 × 124 | 36 × 210 | 27 × 114 | 36 × 210 | 18 × 45 | 21 × 93 |
7 | 36 × 182 | 36 × 182 | 21 × 73 | |||
8 | 36 × 182 | 36 × 182 | 21 × 68 | |||
9 | 36 × 150 | 36 × 150 | 21 × 57 | |||
10 | 36 × 150 | 36 × 150 | 21 × 50 |
Frames | F4 F4PT | F8 F8PT | F4 F4PT | F8 F8PT | F4 F4PT | F8 F8PT |
---|---|---|---|---|---|---|
Stories | Internal Columns | External Columns | Beams | |||
1 | 21 × 122 | 36 × 210 | 18 × 97 | 36 × 194 | 16 × 67 | 21 × 83 |
2 | 21 × 122 | 36 × 210 | 18 × 97 | 36 × 194 | 16 × 57 | 21 × 93 |
3 | 21 × 111 | 36 × 194 | 18 × 86 | 36 × 182 | 16 × 45 | 21 × 93 |
4 | 21 × 111 | 36 × 194 | 18 × 86 | 36 × 182 | 16 × 40 | 21 × 83 |
5 | 36 × 170 | 36 × 160 | 21 × 71 | |||
6 | 36 × 170 | 36 × 160 | 21 × 65 | |||
7 | 36 × 160 | 36 × 135 | 21 × 55 | |||
8 | 36 × 160 | 36 × 135 | 21 × 46 | |||
9 | ||||||
10 |
Aftershock Scale | EDP | F4 | F4PT | F6 | F6PT | F8 | F8PT | F10 | F10PT |
---|---|---|---|---|---|---|---|---|---|
0.75 | Sa(T1)[g] | 0.88 | 0.97 | 1.39 | 1.54 | 0.86 | 1.2 | 0.83 | 1.18 |
γ | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | |
RID | 0.0066 | 0.001 | 0.0055 | 0.0011 | 0.0026 | 0.001 | 0.0029 | 0.001 | |
1.0 | Sa(T1)[g] | 0.88 | 0.95 | 1.32 | 1.535 | 0.832 | 1.19 | 0.79 | 1.12 |
γ | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | |
RID | 0.0066 | 0.00173 | 0.0068 | 0.0017 | 0.004 | 0.0016 | 0.0025 | 0.0011 | |
1.25 | Sa(T1)[g] | 0.75 | 0.8 | 1.075 | 1.33 | 0.715 | 0.97 | 0.7 | 0.965 |
γ | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | 0.03 | |
RID | 0.0061 | 0.001 | 0.001 | 0.0065 | 0.0025 | 0.0013 | 0.0035 | 0.001 |
F4 | F4PT | F6 | F6PT | F8 | F8PT | F10 | F10PT | |
---|---|---|---|---|---|---|---|---|
Cy | 0.23 | 0.39 | 0.26 | 0.4 | 0.27 | 0.34 | 0.3 | 0.34 |
Vy (N) | 78,000 | 134,000 | 132,000 | 200,000 | 181,000 | 230,000 | 250,000 | 275,000 |
Dy (m) | 0.12 | 0.1 | 0.18 | 0.14 | 0.19 | 0.19 | 0.25 | 0.22 |
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Torres, J.R.; Bojórquez, E.; Bojórquez, J.; Leyva, H.; Ruiz, S.E.; Reyes-Salazar, A.; Palemón-Arcos, L.; Rivera, J.L.; Carvajal, J.; Reyes, H.E. Improving the Seismic Performance of Steel Frames under Mainshock–Aftershock Using Post-Tensioned Connections. Buildings 2023, 13, 1676. https://doi.org/10.3390/buildings13071676
Torres JR, Bojórquez E, Bojórquez J, Leyva H, Ruiz SE, Reyes-Salazar A, Palemón-Arcos L, Rivera JL, Carvajal J, Reyes HE. Improving the Seismic Performance of Steel Frames under Mainshock–Aftershock Using Post-Tensioned Connections. Buildings. 2023; 13(7):1676. https://doi.org/10.3390/buildings13071676
Chicago/Turabian StyleTorres, José R., Edén Bojórquez, Juan Bojórquez, Herian Leyva, Sonia E. Ruiz, Alfredo Reyes-Salazar, Leonardo Palemón-Arcos, J. Luz Rivera, Joel Carvajal, and Henry E. Reyes. 2023. "Improving the Seismic Performance of Steel Frames under Mainshock–Aftershock Using Post-Tensioned Connections" Buildings 13, no. 7: 1676. https://doi.org/10.3390/buildings13071676