Development of Numerical Modelling Techniques for a Firefighting Water Tank with an Anti-Wave Plate under Seismic Loads
Abstract
:1. Introduction
2. Literature Review
3. Numerical Modelling
3.1. Target Structure
3.2. Material Model
3.3. Loading and Boundary Conditions
3.3.1. Loading
3.3.2. Boundary Conditions
3.4. Mesh Model
3.4.1. Finite Element Method
3.4.2. Finite Volume Method
4. Numerical Results
4.1. Quasi-Static Structural Analysis
4.2. Transient Structural Analysis
4.3. One-Way FSI Analysis
4.3.1. Sloshing Analysis
4.3.2. Transient Structural Analysis
5. Conclusions
- (1)
- There was no significant difference in the level of structural responses between the quasi-static (CASE I-3) and transient (CASE II) structural analysis. However, the one-way FSI (CASE III-1) analysis, which took fluid interactions into account, exhibited a significantly larger maximum total deformation and von Mises stress than the CASE I-3 and CASE II analyses. It was found that the amount of the total deformation and von Mises stress for the PDF panel at CASE III-1 increased by 85.8% and 87.2% against CASE I-3 and 85.1% and 84.3% against CASE II. This indicates that fluid interactions must be considered to obtain high-accuracy estimates of structural responses of water tanks under seismic loads.
- (2)
- The anti-wave plate affected both the free surface behaviour and the force generated by the sloshing in the tank wall, as demonstrated by the CASE III-1 and CASE III-2 analyses. However, the effect of the anti-wave plate height was not significantly appeared between CASE III-2 and CASE III-3. This demonstrates that the anti-wave plate is capable of mitigating both the free surface motions and the forces, but a higher anti-wave plate does not guarantee a more significant effect. Therefore, the optimal height of an anti-wave plate must be systematically assessed.
- (3)
- The anti-wave plate clearly decreased the structural responses in the PDF panel, as was shown by comparing the CASE III-1, III-2, and III-3 analyses. However, the maximum von Mises stress occurred near the connection between the bottom of the PDF panel and the anti-wave plate. Therefore, while the anti-wave plate effectively mitigated structural responses, a systematic design process should be employed when using an anti-wave plate, such that a significant increase in stress at the connection is prevented.
Author Contributions
Funding
Conflicts of Interest
References
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Case | Structure | Fluid | Anti-Wave Plate | |||
---|---|---|---|---|---|---|
Static | Transient | No Plate | 50%H | 70%H | ||
CASE I-1,2,3 | ■ | ■ | ||||
CASE II | ■ | ■ | ||||
CASE III-1 | ■ | ■ | ■ | |||
CASE III-2 | ■ | ■ | ■ | |||
CASE III-3 | ■ | ■ | ■ |
Material | Density (kg/m3) | Modulus of Elasticity (MPa) | Poisson’s Ratio (−) | Yield Strength(MPa) | Ultimate Strength (MPa) |
---|---|---|---|---|---|
Concrete | 2300 | 30,000 | 0.18 | - | 24 |
PDF Panel | 980 | 1100 | 0.42 | 25 | 33 |
Carbon Steel | 7850 | 200,000 | 0.30 | 250 | 460 |
Load Case | Factor (-) | (deg) | Load (g) | |
---|---|---|---|---|
CASE I-1 | x-axis | 1.5 | 0.0 | 0.3540 |
y-axis | 1.5 | 0.0000 | ||
z-axis | 0.8 | 0.1888 | ||
CASE I-2 | x-axis | 1.5 | 45.0 | 0.2440 |
y-axis | 1.5 | 0.2440 | ||
z-axis | 0.8 | 0.1888 | ||
CASE I-3 | x-axis | 1.5 | 90.0 | 0.0000 |
y-axis | 1.5 | 0.3540 | ||
z-axis | 0.8 | 0.1888 |
Case | Item | Concrete Foundation | PDF Panel | Steel Beam Frame | |
---|---|---|---|---|---|
CASE I-1 (No Plate) | Total Deformation (mm) | 0.028 | 8.056 | 6.595 | |
von Mises Stress (MPa) | 8.883 | 4.761 | 110.970 | ||
Shear Stress (MPa) | XY-Plane | 0.594 | 0.785 | 25.228 | |
YZ-Plane | 1.695 | 1.466 | 40.429 | ||
ZX-Plane | 1.469 | 0.311 | 35.760 | ||
CASE I-2 (No Plate) | Total Deformation (mm) | 0.028 | 8.057 | 6.631 | |
von Mises Stress (MPa) | 8.731 | 4.745 | 112.100 | ||
Shear Stress (MPa) | XY-Plane | 0.586 | 0.774 | 23.922 | |
YZ-Plane | 1.694 | 1.466 | 37.589 | ||
ZX-Plane | 1.469 | 0.312 | 36.599 | ||
CASE I-3 (No Plate) | Total Deformation (mm) | 0.027 | 8.058 | 6.668 | |
von Mises Stress (MPa) | 8.397 | 4.707 | 117.420 | ||
Shear Stress (MPa) | XY-Plane | 0.567 | 0.779 | 23.227 | |
YZ-Plane | 1.693 | 1.466 | 35.695 | ||
ZX-Plane | 1.469 | 0.313 | 38.363 |
Case | Item | PDF Panel | Steel Beam Frame | |
---|---|---|---|---|
CASE II (Transient, No Plate) | Total Deformation (mm) | 8.090 | 6.146 | |
von Mises Stress (MPa) | 4.779 | 119.080 | ||
Shear Stress (MPa) | XY-Plane | - | 24.089 | |
YZ-Plane | - | 40.425 | ||
ZX-Plane | - | 38.739 |
Case | Item | PDF Panel | Steel Beam Frame | |
---|---|---|---|---|
CASE III-1 (1-way FSI, No Plate) | Total Deformation (mm) | 14.971 | 7.268 | |
von Mises Stress (MPa) | 8.810 | 228.780 | ||
Shear Stress (MPa) | XY-Plane | - | 50.049 | |
YZ-Plane | - | 83.310 | ||
ZX-Plane | - | 76.143 | ||
CASE III-2 (1-way FSI, 50%H) | Total Deformation (mm) | 12.481 | 5.622 | |
von Mises Stress (MPa) | 7.556 | 183.040 | ||
Shear Stress (MPa) | XY-Plane | - | 36.514 | |
YZ-Plane | - | 62.819 | ||
ZX-Plane | - | 61.154 | ||
CASE III-3 (1-way FSI, 70%H) | Total Deformation (mm) | 12.479 | 5.367 | |
von Mises Stress (MPa) | 9.462 | 179.140 | ||
Shear Stress (MPa) | XY-Plane | - | 38.640 | |
YZ-Plane | - | 67.177 | ||
ZX-Plane | - | 59.614 |
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Lee, S.-E.; Lee, D.-M. Development of Numerical Modelling Techniques for a Firefighting Water Tank with an Anti-Wave Plate under Seismic Loads. Appl. Sci. 2023, 13, 11689. https://doi.org/10.3390/app132111689
Lee S-E, Lee D-M. Development of Numerical Modelling Techniques for a Firefighting Water Tank with an Anti-Wave Plate under Seismic Loads. Applied Sciences. 2023; 13(21):11689. https://doi.org/10.3390/app132111689
Chicago/Turabian StyleLee, Sang-Eui, and Dong-Myung Lee. 2023. "Development of Numerical Modelling Techniques for a Firefighting Water Tank with an Anti-Wave Plate under Seismic Loads" Applied Sciences 13, no. 21: 11689. https://doi.org/10.3390/app132111689