Comparison of Strengthening Solutions with Optimized Passive Energy Dissipation Systems in Symmetric Buildings
Abstract
:1. Introduction
2. Description of Benchmark Investigated Buildings
3. Building’s Modeling
4. Optimal Design of Passive Energy Dissipation Systems
4.1. Tuned Mass Damper
4.2. Viscous Dampers (VDs)
4.3. Friction Dampers (FDs)
- Force independent of the apparent contact surface
- Force proportional to the total normal force acting through the interface
- Force independent of speed even with a slip at low speed
5. Results and Discussion
5.1. Displacement at the Top of the Structures
5.2. Base Shear Load
5.3. Interstory Drift
5.4. Hysteretic Loops
5.5. General Remarks
- It is well known that the structural response reduction increases as the mass of TMD increases, but this mass has a limit in practice, due to geometrical and economical constraints. That is the reason why the mass ratio is not considered as an important value to optimize, and therefore, it is hard to achieve high reduction values practically. The results show that TMD systems are not effective for low and mid-rise buildings, because both the displacement and base shear values are barely affected, unlike high-rise building values. In fact, TMD are motion-based systems that demonstrate how their effectiveness is very limited for rigid buildings. As for the high-rise building, even though damped case with PTMD provides less reduction compared to the two other damped cases, it is considered acceptable and more suitable for this kind of structure.
- Structural strengthening with viscous damper systems is defined by the desired additional damping fixed in the preliminary design. From the results obtained, it has been observed that the structural response with the viscus dampers decreases well, showing better performance in terms of the displacement and base shear. In addition, viscous dampers are velocity-dependent systems, where its effectiveness increases with high velocities, usually for flexible buildings. Even though these systems are considered effective for the three studied buildings, they are considered more suitable for mid-rise buildings.
- Friction dampers’ incorporation into the structures reduces considerably the building’s response after optimizing dampers slip forces, their numbers, and locations under all earthquakes and types of buildings considered. It can be seen from the results obtained that the friction dampers are effective for both rigid and flexible buildings.
6. Conclusions
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Building Type | Low-Rise | Mid-Rise | High-Rise |
---|---|---|---|
Number of stories | G + 03 | G + 08 | G + 15 |
Story height | 3.5 m | ||
Total height including roof level | 14 m | 31.5 m | 56 m |
Columns cross section | 30 × 50 cm | 30 × 80 cm | 30 × 80 cm |
Beams cross section | 30 × 30 cm | ||
Walls thickness | 30 cm | ||
Slab thickness | 20 cm |
Expressions | ||
---|---|---|
Optimal tuning parameters of TMD given in [38] | (2) | |
(3) | ||
Optimized absorber parameter | (4) | |
(5) |
Building Type | Structure | TMD | |||
---|---|---|---|---|---|
Parameter | Value | Parameter | Values | ||
Low-rise | [s] | 0.216 | |||
[t] | 1572.29 | ||||
Mid-rise | [s] | 0.985 | 14.90% | ||
[t] | 4626.92 | ||||
High-rise | [s] | 2.202 | |||
[t] | 8560.39 |
Building Type | md [t] | kd [kN/m] | cd [kN·s/m] | |
---|---|---|---|---|
Low-rise | 0.50% | 7.86 | 6561.47 | 54.63 |
1% | 15.72 | 12,955.58 | 134.49 | |
Mid-rise | 1% | 46.27 | 1829.10 | 86.70 |
3% | 138.8 | 5238.61 | 373.86 | |
High-rise | 2% | 171.2 | 1321.15 | 179.82 |
3% | 256.8 | 1937.40 | 309.24 |
Building Type | Case | Direction | Fundamental Period | Top Roof Displacement | Base Shear | |||
---|---|---|---|---|---|---|---|---|
Value [s] | Margin | Value [cm] | Margin | Value [kN] | Margin | |||
Low-rise | Undamped | Longitudinal | 0.156 | 0.8556 | 9536.64 | |||
Transversal | 0.216 | 0.4248 | 2772.68 | |||||
Damped with | Longitudinal | 0.158 | −1.28% | 0.8243 | 3.66% | 9530.28 | 0.07% | |
Transversal | 0.218 | −0.93% | 0.4183 | 1.53% | 2751.67 | 0.76% | ||
Damped with | Longitudinal | 0.157 | −0.64% | 0.8237 | 3.73% | 9287.71 | 2.61% | |
Transversal | 0.216 | 0.00% | 0.4164 | 1.98% | 2693.44 | 2.86% | ||
Mid-rise | Undamped | Longitudinal | 0.697 | 13.2068 | 24,870.8 | |||
Transversal | 0.985 | 5.4141 | 4652.36 | |||||
Damped with | Longitudinal | 0.71 | −1.87% | 12.6213 | 4.43% | 23,726.16 | 4.60% | |
Transversal | 0.997 | −1.22% | 5.3094 | 1.93% | 4567.02 | 1.83% | ||
Damped with | Longitudinal | 0.733 | −5.16% | 12.5036 | 5.32% | 22,507.32 | 9.50% | |
Transversal | 1.031 | −4.67% | 4.7931 | 11.47% | 4559.55 | 1.99% | ||
High-rise | Undamped | Longitudinal | 1.983 | 38.377 | 19,306.7 | |||
Transversal | 2.202 | 12.5677 | 5222.92 | |||||
Damped with | Longitudinal | 2.058 | −3.78% | 35.9845 | 6.23% | 18,077.8 | 6.37% | |
Transversal | 2.284 | −3.72% | 10.2574 | 18.38% | 5112.19 | 2.12% | ||
Damped with | Longitudinal | 2.091 | −5.45% | 36.3981 | 5.16% | 17,476.06 | 9.48% | |
Transversal | 2.322 | −5.45% | 10.1373 | 19.34% | 5331.14 | −2.07% |
Building Type | [m] | ||
---|---|---|---|
Low-rise | 0.50% | 28.893 | 0.012 |
Mid-rise | 3.00% | 6.143 | 0.259 |
High-rise | 3.00% | 2.747 | 1.300 |
Case | Longitudinal | Transversal | ||||
---|---|---|---|---|---|---|
Undamped | With TMD | With PTMD | Undamped | With TMD | With PTMD | |
Fundamental period [s] | 1.983 | 2.091 | 1.801 | 2.202 | 2.322 | 2.67 |
Top roof displacement [cm] | 38.377 | 36.39 | 25.01 | 12.567 | 10.14 | 9.23 |
Base shear [kN] | 19,306.7 | 17,476.06 | 16,974.11 | 5222.9 | 5331.14 | 4386.71 |
Building Type | Direction | Fundamental Period [s] | Structural Rigidity Description | Suggested Velocity [m/s] | [kN·(s/m)] | |
---|---|---|---|---|---|---|
Low-rise | Longitudinal | 0.156 | Rigid | 0.127 | 30% | 71,537.07 |
Transversal | 0.216 | 0.127 | 30% | 59,405.58 | ||
Mid-rise | Longitudinal | 0.697 | Semi-rigid | 0.254 | 35% | 56,981.16 |
Transversal | 0.985 | 0.254 | 35% | 39,325.16 | ||
High-rise | Longitudinal | 1.983 | Flexible | 0.381 | 40% | 12,658.71 |
Transversal | 2.202 | 0.381 | 40% | 12,095.19 |
Building Type | Direction | Fundamental Period [s] | Top Roof Displacement [cm] | Base Shear [kN] | |||
---|---|---|---|---|---|---|---|
Altern. 1 | Altern. 2 | Altern. 1 | Altern. 2 | Altern. 1 | Altern. 2 | ||
Low-rise | Longitudinal | 0.112 | 0.112 | 0.167 | 0.176 | 1973.2 | 1905.6 |
Transversal | 0.148 | 0.147 | 0.218 | 0.345 | 2308.6 | 2070.0 | |
Mid-rise | Longitudinal | 0.387 | 0.387 | 3.121 | 3.763 | 1888.1 | 7567.0 |
Transversal | 0.775 | 0.775 | 2.997 | 1.760 | 4991.5 | 83.3 | |
High-rise | Longitudinal | 0.543 | 0.543 | 5.812 | 6.821 | 10,828 | 322.5 |
Transversal | 0.989 | 0.989 | 4.604 | 4.803 | 178.6 | 14,737.6 |
Building Type | Direction | Fundamental Period [s] | Top Roof Displacement [cm] | Base Shear [kN] | |||
---|---|---|---|---|---|---|---|
Altern. 1 | Altern. 2 | Altern. 1 | Altern. 2 | Altern. 1 | Altern. 2 | ||
Low-rise | Longitudinal | 0.158 | 0.158 | 0.228 | 0.290 | 6971.2 | 7296.0 |
Transversal | 0.218 | 0.218 | 0.126 | 0.057 | 1525.1 | 2000.0 | |
Mid-rise | Longitudinal | 0.707 | 0.708 | 1.682 | 1.775 | 14,030.2 | 14,639.4 |
Transversal | 0.998 | 0.999 | 1.124 | 0.298 | 3100.0 | 3500.0 | |
High-rise | Longitudinal | 2.016 | 2.016 | 6.915 | 7.787 | 12,373.0 | 13,950.1 |
Transversal | 2.239 | 2.239 | 4.349 | 2.672 | 3494.58 | 4000.0 |
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Mrad, C.; Titirla, M.D.; Larbi, W. Comparison of Strengthening Solutions with Optimized Passive Energy Dissipation Systems in Symmetric Buildings. Appl. Sci. 2021, 11, 10103. https://doi.org/10.3390/app112110103
Mrad C, Titirla MD, Larbi W. Comparison of Strengthening Solutions with Optimized Passive Energy Dissipation Systems in Symmetric Buildings. Applied Sciences. 2021; 11(21):10103. https://doi.org/10.3390/app112110103
Chicago/Turabian StyleMrad, Charbel, Magdalini D. Titirla, and Walid Larbi. 2021. "Comparison of Strengthening Solutions with Optimized Passive Energy Dissipation Systems in Symmetric Buildings" Applied Sciences 11, no. 21: 10103. https://doi.org/10.3390/app112110103
APA StyleMrad, C., Titirla, M. D., & Larbi, W. (2021). Comparison of Strengthening Solutions with Optimized Passive Energy Dissipation Systems in Symmetric Buildings. Applied Sciences, 11(21), 10103. https://doi.org/10.3390/app112110103