Optimization of Structural Steel Used in Concrete-Encased Steel Composite Columns via Topology Optimization
Abstract
:1. Introduction
2. Materials and Methods
2.1. Optimum Design of the Steel Profile via Topology Optimization
Topology Optimization of the Steel Profile Used in the Composite Column
2.2. Nonlinear Modeling of Concrete-Encased Steel Composite Columns
2.2.1. Verification of Nonlinear Modeling
2.2.2. Element Types Used in Composite Column Modeling
2.2.3. Material Properties
2.2.4. Loading and Boundary Condition
2.2.5. Section Properties
3. Results and Discussions
4. Conclusions
- To determine the optimal opening shape within the steel profile body, topology optimization was conducted, resulting in shapes resembling sinusoidal curves. The resulting shape was then adapted for production.
- SOLID65 elements for modeling concrete, SOLID185 for steel profile, and LINK180 for reinforcement were employed in modeling the experiment. The behavior of confined concrete was considered using the Mander model. Additionally, the William Warnke crack model was utilized to describe the nonlinear behavior of concrete, with coefficients of 0.15 for open crack shear load transmission and 0.90 for closed crack shear force transmission. The numerical analyses were validated with experimental results, demonstrating a very close match between the two. As a result, these design parameters can be confidently used for modeling concrete-encased steel composite columns.
- As a result of the nonlinear analysis, it was observed that using the optimally designed steel profile in the composite column, instead of the standard steel profile, increased the load-carrying capacity of the composite column by approximately 19%.
- It was observed that using the optimally designed steel profile in the composite column, instead of the standard steel profile, increased the ductility of the composite column and improved its energy absorption capacity by approximately 24%. Energy absorption capacity was obtained considering the area under load–displacement curves.
- The failure of both composite columns was attributed to the rupture of longitudinal reinforcement. The standard steel profile reached a stress of 272 MPa before failure, while the optimally designed steel profile reached 288 MPa before failure. This indicates that the optimally designed steel profile performs more effectively.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
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Composite Column Properties | Experiment Data |
---|---|
Column height (m) | 2.0 |
Concrete compressive strength (MPa) | 25.40 |
Yield strength of steel profile (MPa) | 302 |
Yield strength of reinforcement (MPa) | 560 |
Composite Column with Standard HEB200 | Composite Column with Optimally Designed Steel Profile | Increase Amount (%) | |
---|---|---|---|
Lateral load capacity (kN) | 491 | 586 | 19 |
Maximum lateral displacement (mm) | 67 | 71 | 6 |
Maximum stress in steel profile (MPa) | 272 | 288 | 6 |
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İnce, E.G.; Özkal, F.M. Optimization of Structural Steel Used in Concrete-Encased Steel Composite Columns via Topology Optimization. Appl. Sci. 2024, 14, 1170. https://doi.org/10.3390/app14031170
İnce EG, Özkal FM. Optimization of Structural Steel Used in Concrete-Encased Steel Composite Columns via Topology Optimization. Applied Sciences. 2024; 14(3):1170. https://doi.org/10.3390/app14031170
Chicago/Turabian Styleİnce, Elif Gökçe, and Fatih Mehmet Özkal. 2024. "Optimization of Structural Steel Used in Concrete-Encased Steel Composite Columns via Topology Optimization" Applied Sciences 14, no. 3: 1170. https://doi.org/10.3390/app14031170