Seismic Upgrading of Existing Steel Buildings Built on Soft Soil Using Passive Damping Systems
Abstract
:1. Introduction
2. Research Significance
3. Designing of Prototype Structures
4. Modeling of Prototype Structures
5. Selection of Seismic Records
6. Design Philosophy of the Dampers
6.1. Friction Damper
6.2. Metallic Yielding Damper
7. Validation
8. Seismic Performance Results of the Retrofitted and Original Frame
8.1. Lateral Displacement
8.2. Story Drifts
8.3. Energy Absorption
8.4. Shear Distribution
8.5. Plastic Hinge
9. Discussion
10. Optimum Sliding Force
10.1. Performance Indicators
10.2. Displacement Response Index
10.3. Base Shear Index
10.4. Energy Dissipation Index
10.5. Efficiency Index
11. Parametric Analysis Results and Discussion
11.1. Displacement Index
11.2. Base Shear Index
11.3. Energy Index
11.4. Efficiency Index
12. Concluding Remarks
- The inclusion of dampers, resulted in a significant reduction in residual and maximum roof displacement. Moreover, the maximum story drift ratio indicated that significant damage occurred at higher levels, which could lead to substantial economic losses and potential casualties.
- In the original frames, a major portion of the seismic energy input was absorbed by the nonlinear deformation of beams and columns, while in the retrofitted frames, the dampers dissipated up to 90% of the input energy. The structural elements in the reinforced frames dissipated a comparatively smaller amount of energy.
- The maximum base shear experienced a decrease in all models and under all considered earthquakes with the addition of both types of dampers. The reduction in base shear loads ranged from 11% to 65% when utilizing MYDs, and a decrease of 10% to 60% was observed with the implementation of PFDs.
- The structures without any dampers were capable of withstanding the seismic records through the development of plastic hinges in the structural elements. However, the introduction of dampers transferred the inelastic behavior to these devices rather than the critical structural components.
- The optimal energy, shear, and efficiency indexes were achieved within the range of 10% to 15% of the seismic weight of the structure.
- One limitation of the work is that the analysis focused on a specific set of prototype structures, and the findings may not be directly applicable to other types of buildings. Additionally, the study primarily considered the structural response under seismic loading without considering other potential hazards or multi-hazard scenarios that could affect the performance of the seismic protection systems. Further research is needed to explore the generalizability of the findings and to investigate the behavior of the systems under different loading conditions and in combination with other hazards.
- Recommendations for future work include conducting experimental studies to validate the proposed seismic protection systems, performing a three-dimensional parametric study to optimize damper design parameters, and incorporating dynamic soil-structure interaction (DSSI) effects for a more realistic assessment of structural response.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Prototype Structures | Story Level | Column | Beam |
---|---|---|---|
5-story | 1–2 | C300-8 | IPE180 |
3–4 | C300-8 | IPE160 | |
5 | C300-6 | IPE140 | |
10-story | 1–2 | C400-10 | 2IPE180 |
3–4 | C350-10 | 2IPE180 | |
5–6 | C350-8 | IPE200 | |
7–8 | C300-6 | IPE180 | |
9–10 | C300-6 | IPE160 | |
15-story | 1–3 | C450-10 | 2IPE220 |
4–6 | C450-8 | 2IPE200 | |
7–9 | C400-8 | 2IPE200 | |
10–12 | C350-6 | 2IPE180 | |
13–15 | C300-6 | 2IPE140 |
Name | Event | Station | Date | Magnitude | PGA (g) | Tp (s) | AI (m/s) | SIR (m/s/s) |
---|---|---|---|---|---|---|---|---|
Tabas | Tabas | Dayhook | 1978 | 7.35 | 0.409 | 0.38 | 1.4 | 0.144 |
IV1 | Imperial Valley-06 | ElCentroArray #7 | 1979 | 6.53 | 0.341 | 0.70 | 1.7 | 0.238 |
IV2 | Imperial Valley-06 | El Centro Differential Array | 1979 | 6.53 | 0.353 | 0.16 | 2.1 | 0.34 |
LP1 | Loma Prieta | Foster City–APEEL1 | 1989 | 6.93 | 0.291 | 0.50 | 1.8 | 0.093 |
LP2 | Loma Prieta | Hollister Diff. Array | 1989 | 6.93 | 0.264 | 0.72 | 1.0 | 0.136 |
Erzican | Erzican, Turkey | Erzincan | 1992 | 6.69 | 0.479 | 0.30 | 1.8 | 0.559 |
Northridge | Northridge-01 | Northridge -17645 Saticoy | 1994 | 6.69 | 0.475 | 0.42 | 4.6 | 0.218 |
Kocaeli | Kocaeli, Turkey | Duzce | 1999 | 7.51 | 0.326 | 0.38 | 1.3 | 0.125 |
Chi-Chi | Chi-Chi, Taiwan | CHY036 | 1999 | 7.62 | 0.273 | 0.54 | 1.9 | 0.108 |
Duzce | Duzce, Turkey | Duzce | 1999 | 7.14 | 0.427 | 0.40 | 2.9 | 0.652 |
Story | Weight Percentage (%) | |||||||
---|---|---|---|---|---|---|---|---|
1 | 5 | 10 | 12.5 | 15 | 20 | 25 | 30 | |
5-story | 750 | 3750 | 7500 | 9375 | 11,250 | 15,000 | 18,750 | 22,500 |
10-story | 805 | 4025 | 8050 | 10,062.5 | 12,075 | 16,100 | 20,125 | 24,150 |
15-story | 832.3 | 4161.7 | 8323.3 | 10,404.2 | 12,485 | 16,646.7 | 20,808.3 | 24,970 |
Member | Section (mm) | Shape |
---|---|---|
Column | 40 × 40 × 3 | Square hollow |
Beam | 40 × 40 × 3 | Square hollow |
Brace (xz) | 26.9 × 3.2 | Circular hollow |
Brace (yz) | 25 × 3 | Strip |
Story Level | Column | Beam | Damper |
---|---|---|---|
1 | C400-8 | 110-220-10-8 | UD5 |
2 | C400-8 | 110-220-10-8 | UD4 |
3 | C350-8 | 100-200-10-8 | UD3 |
4 | C350-8 | 100-200-10-8 | UD7 |
Story Level | 1st | 2nd | 3rd | 4th |
---|---|---|---|---|
Experimental model | 0.530 | 0.575 | 0.776 | 0.752 |
FEM model | 0.500 | 0.584 | 0.760 | 0.740 |
Variation (%) | −5.6 | +1.5 | −2.0 | −1.6 |
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Ahmadi, M.; Ebadi-Jamkhaneh, M. Seismic Upgrading of Existing Steel Buildings Built on Soft Soil Using Passive Damping Systems. Buildings 2023, 13, 1587. https://doi.org/10.3390/buildings13071587
Ahmadi M, Ebadi-Jamkhaneh M. Seismic Upgrading of Existing Steel Buildings Built on Soft Soil Using Passive Damping Systems. Buildings. 2023; 13(7):1587. https://doi.org/10.3390/buildings13071587
Chicago/Turabian StyleAhmadi, Masoud, and Mehdi Ebadi-Jamkhaneh. 2023. "Seismic Upgrading of Existing Steel Buildings Built on Soft Soil Using Passive Damping Systems" Buildings 13, no. 7: 1587. https://doi.org/10.3390/buildings13071587