Seismic Performance of Precast Double-Skin Composite Shear Wall with Horizontal Connection Region
Abstract
:1. Introduction
2. Test Program
2.1. Specimen Design and Fabrication
- (1)
- Weld the steel plates according to the blueprint.
- (2)
- Install corrugated pipes at the injected holes and exit holes of the precast wall components.
- (3)
- Cast concrete and cure for 28 days. After curing, roughen the surface of the infilled concrete to a minimum depth of 6 mm to enhance the bonding performance between the grouting materials and the infilled concrete of the precast wall component.
- (4)
- Hoist the upper precast wall components above the lower precast wall components, and weld them together after alignment.
- (5)
- Inject grouting materials into the corrugated pipes of the lower precast wall components until it flows out from the grouting exit holes of the upper precast wall component. Seal the injected holes and exit holes with wire and execute pressure grouting on boundary columns individually.
- (6)
- After the curing of the grouting materials, cut off the corrugated pipes protruding from the surface of the precast DSC shear wall.
- (7)
- End the process with grinding and painting.
2.2. Material Properties
2.3. Test Setup and Loading Protocol
3. Results and Discussions
3.1. Failure Modes
3.2. Hysteretic Behavior
3.3. Skeleton Curves and Ductility
3.4. Bearing Capacity Degradation
3.5. Stiffness Degradation
3.6. Energy Consumption
3.7. Analysis of Lateral Deformation
4. Finite Element Analysis
4.1. Description of the FE Model
4.1.1. Material Constitutive
4.1.2. Establishment of FE Model
4.2. Verification of the FE Model
4.2.1. Comparison of Hysteretic Behavior
4.2.2. Comparison of Failure Modes
4.3. Stress Maps of Concrete and Steel
4.3.1. SWC-0.4 Specimen
4.3.2. SWP-0.4 Specimen
4.4. Parametric Analysis
4.4.1. Parameter Settings
4.4.2. Influence of Shear Wall Parameters
4.4.3. The Effect of Exterior Steel Plates
4.4.4. The Effect of the Infilled Concrete
5. Conclusions
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Position | Yield Strength (MPa) | Ultimate Tensile Strength (MPa) | Elasticity Modulus (GPa) |
---|---|---|---|
Shear wall | 287.5 | 422.5 | 211 |
column | 305.2 | 420.3 | 213 |
Specimens | Direction | Py (kN) | ∆y (mm) | θy | Pm (kN) | ∆m (mm) | θm | Pu (kN) | ∆u (mm) | θu | μ |
---|---|---|---|---|---|---|---|---|---|---|---|
SWC-0.4 | + | 250.8 | 7.649 | 1/161 | 334.4 | 22.53 | 1/61 | 284.2 | 35.04 | 1/40 | 4.58 |
− | −232.4 | −10.88 | −309.9 | −26.74 | −263.4 | −39.15 | 3.60 | ||||
SWP-0.4 | + | 261.7 | 7.787 | 1/182 | 348.9 | 18.93 | 1/76 | 296.6 | 30.07 | 1/52 | 3.86 |
− | −252.0 | −8.610 | −252.0 | −20.74 | −285.6 | −27.32 | 3.17 | ||||
SWP-0.2 | + | 249.0 | 7.852 | 1/154 | 332.0 | 25.91 | 1/50 | 282.2 | 42.94 | 1/35 | 5.58 |
− | −230.2 | −11.70 | −306.9 | −34.45 | −260.9 | −42.45 | 3.63 |
Number | L (mm) | H (mm) | T (mm) | t(mm) | Concrete | Grouting Material | Steel |
---|---|---|---|---|---|---|---|
SWP-Base (SWP-0.4) | 400 | 1500 | 100 | 3 | C40 | C50 | Q355 |
SWP-1 | 600 | 1500 | 100 | 3 | C40 | C50 | Q355 |
SWP-2 | 800 | 1500 | 100 | 3 | C40 | C50 | Q355 |
SWP-3 | 400 | 1000 | 100 | 3 | C40 | C50 | Q355 |
SWP-4 | 400 | 2000 | 100 | 3 | C40 | C50 | Q355 |
SWP-5 | 400 | 1500 | 70 | 3 | C40 | C50 | Q355 |
SWP-6 | 400 | 1500 | 130 | 3 | C40 | C50 | Q355 |
SWP-7 | 400 | 1500 | 100 | 6 | C40 | C50 | Q355 |
SWP-8 | 400 | 1500 | 100 | 8 | C40 | C50 | Q355 |
SWP-9 | 400 | 1500 | 100 | 3 | C30 | C50 | Q355 |
SWP-10 | 400 | 1500 | 100 | 3 | C50 | C50 | Q355 |
SWP-11 | 400 | 1500 | 100 | 3 | C40 | C60 | Q355 |
SWP-12 | 400 | 1500 | 100 | 3 | C40 | C80 | Q355 |
SWP-13 | 400 | 1500 | 100 | 3 | C40 | C50 | Q235 |
SWP-14 | 400 | 1500 | 100 | 3 | C40 | C50 | Q390 |
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Liu, H.; Shi, N.; Fu, X.; Zhang, J. Seismic Performance of Precast Double-Skin Composite Shear Wall with Horizontal Connection Region. Buildings 2024, 14, 1617. https://doi.org/10.3390/buildings14061617
Liu H, Shi N, Fu X, Zhang J. Seismic Performance of Precast Double-Skin Composite Shear Wall with Horizontal Connection Region. Buildings. 2024; 14(6):1617. https://doi.org/10.3390/buildings14061617
Chicago/Turabian StyleLiu, Huanqin, Nuoqi Shi, Xu Fu, and Jingjing Zhang. 2024. "Seismic Performance of Precast Double-Skin Composite Shear Wall with Horizontal Connection Region" Buildings 14, no. 6: 1617. https://doi.org/10.3390/buildings14061617