Seismic Analysis and Design of Composite Shear Wall with Stiffened Steel Plate and Infilled Concrete
Abstract
:1. Introduction
2. Experimental Work
2.1. Sample Design
2.2. Loading Programme and Test Setup
3. FE Modelling
3.1. Model Overview
3.1.1. Part and Element of the FE Model
3.1.2. Contact of FE Model
3.1.3. Boundary Conditions
3.2. Steel Constitutive Model
3.3. Concrete Constitutive Model
- ξc = Restrained coefficient factor.
- ε0 = Peak strain of the concrete under uniaxial compression.
- σp = Peak stress of the concrete under uniaxial tension.
- = Cylinder compressive strength of the concrete.
- As = Section area of the steel tube.
- Ac = Section area of the infilled concrete.
3.4. Meshing
3.5. Simplification of the Finite Element Model
4. Validation of FE Models and Analysis of Results
4.1. Force-Displacement Curve
4.2. Characteristic Parameters
4.3. Failure Damage
4.4. Mechanical Mechanism and Stress-Strain Analysis
4.4.1. Distribution of the Lateral Force
4.4.2. Mechanical Mechanism of the Wall
5. Parametric Analysis
5.1. Influence Rules of the Parameters
5.1.1. Influence on the Wall Thickness
5.1.2. Influence on the Steel Ratio
5.1.3. Influence on the Shear Span Ratio
5.1.4. Influence on the Axial Compression Ratio
5.1.5. Influence on the Axial Compressive Strength of Concrete
5.1.6. Influence on the Yield Strength of Steel
5.1.7. Influence on the Length-to-Width Ratio of the Channel
5.2. Formulation for Bearing Capacity and Stiffness Prediction
5.2.1. Prediction of the Ultimate Strength
- fcc = Axial compressive strength of the constrained concrete [40].
- fc = Axial compressive strength of concrete.
- fy = Yield strength of steel.
- ξsc = Constraint coefficient of the concrete in the CWSC sample.
- As1 = Area of the constrained steel plate.
- Ac1 = Area of the infilled concrete.
- Acc = Area of the concrete under uniaxial compression.
- Asc = Area of the steel plate under uniaxial compression.
- Ast = Area of the tension steel plate.
- Nsi = Vertical force on the stiffened plate.
- lsi = Distance from the stiffened plate to the neutral axis.
- lc = Distance from the constrained concrete to the neutral axis.
- lyc = Distance from the compression steel plate to the neutral axis.
- lyt = Distance from the tension steel plate to the neutral axis.
- N = Axial force applied at the shear wall.
- M = Bending moment applied at the shear wall.
- V = Horizontal shear force applied at the shear wall.
- Nu = Axial bearing capacity of the shear wall, determined by Equation (17).
- Mu = Flexural bearing capacity of the shear wall, determined by Equation (15).
- Vu = Ultimate strength capacity of the shear wall, determined by Equation (18) [42].
- ξ = Ratio of the channel width to wall width.
- = Compressive strength of the cylinder concrete.
- Asw = Steel plate area parallel to the horizontal force.
5.2.2. Prediction of the Yielding Bearing Capacity
5.2.3. Prediction of the Elastic Stiffness
- p = End constraint coefficient of the sample, where p = 3 in the FE model.
- k = Section influence coefficient, where k = 1.2.
- h = Height of the wall.
- EscIsc = Flexural stiffness of the shear wall, where EscIsc = EsIs + EcIc.
- GscAsc = Shear stiffness of the shear wall, where GscAsc = qe(GsAs + GcAc).
- qe represents the shear stiffness reduction coefficient, as proposed by Equation (23).
5.2.4. Prediction of the Secant Stiffness of the Yield Point
- qm = Flexural stiffness reduction coefficient.
- qv = Shear stiffness reduction coefficient.
- ξ = Length-to-width ratio of the channel.
- λ = Shear span ratio of the shear wall.
5.3. Comparison to Other Test Results
6. Conclusions
- The web plate and concrete are the main components that resisted the lateral force. The web plate is found to contribute to between 55% and 85% of the total shearing resistance of the wall.
- The corner of wall mainly resisted the vertical force and the rest of wall resisted the shear force. The concrete is separated into several columns by the stiffened plates, each of which is independent and resisted by vertical force.
- The elastic stiffness and ultimate strength capacity are enhanced with increasing wall thickness, steel ratio, axial compression ratio, and channel length-to-width ratio. The elastic stiffness and ultimate strength capacity are weakened with increasing shear span ratio.
- The parameters affecting the ductility of CWSC are the steel ratio, shear span ratio, axial compression ratio and the length-to-width ratio of the channel. The influence of steel ratio and shear span ratio on ductility is positively correlated, while the axial compression ratio and the length-to-width ratio of the channel are negatively correlated.
- Formulas are proposed to evaluate the ultimate strength capacity, yielding bearing capacity, elastic stiffness, and secant stiffness of the yield point of the composite shear wall. The formulas in this paper could predict the ultimate strength capacity more accurately than the formulas in specifications. Meanwhile, the formulas could predict the ultimate strength capacity in other tests from the literature well. The formulas can provide a basis for engineering design.
Author Contributions
Funding
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Sample | Height of Wall (H/mm) | Cross Section of Wall (B × T/mm × mm) | Cross Section of Channel (b × T/mm × mm) |
---|---|---|---|
CWSC-1 | 1050 | 700 × 120 | 175 × 120 |
CWSC-2 | 1050 | 700 × 120 | 233 × 120 |
CWSC-3 | 1050 | 700 × 120 | 140 × 120 |
CWSC-4 | 1050 | 700 × 105 | 175 × 105 |
CWSC-5 | 1050 | 700 × 135 | 175 × 135 |
Sample | Ultimate Strength Capacity | Yielding Strength Capacity | |||||
---|---|---|---|---|---|---|---|
Test Value (kN) | Calculated Value (kN) | Error of Fitting | Test Value (kN) | Calculated Value (kN) | Error of Fitting | ||
J.G. Nie [4] | CFSCW-2 | 2539 | 2150 | −15% | 2153 | 1775 | −18% |
CFSCW-4 | 2198 | 2005 | −9% | 1914 | 2005 | 5% | |
CFSCW-5 | 2120 | 1906 | −10% | 1827 | 1906 | 4% | |
CFSCW-6 | 2357 | 2098 | −11% | 1984 | 2098 | 6% | |
CFSCW-10 | 1117 | 1052 | −6% | 954 | 874 | −8% | |
CFSCW-11 | 1365 | 1359 | 0% | 1157 | 1142 | −1% | |
CFSCW-12 | 2018 | 1892 | −6% | 1748 | 1628 | −7% | |
X.D. Ji [40] | SW-1 | 814 | 865 | 6% | 669 | 712 | 7% |
SW-2 | 809 | 856 | 6% | 614 | 704 | 15% | |
SW-3 | 669 | 700 | 5% | 509 | 575 | 13% | |
SW-4 | 799 | 774 | −3% | 597 | 636 | 7% | |
L.H. Chen [45] | DSCW-L1 | 777 | 653 | −16% | 515 | 523 | 2% |
DSCW-L2 | 785 | 674 | −14% | 465 | 542 | 17% | |
DSCW-L3 | 801 | 694 | −13% | 553 | 560 | 1% | |
DSCW-C1 | 791 | 694 | −12% | 521 | 560 | 8% | |
L.H. Guo [17] | CSW-8 | 457 | 448 | −2% | 392 | 373 | −5% |
X. Zhang [11] | YZQ-1 | 999 | 932 | −7% | 776 | 755 | −3% |
YZQ-2 | 947 | 1064 | 12% | 758 | 873 | 15% | |
YZQ-3 | 1288 | 1132 | −12% | 934 | 922 | −1% | |
YZQ-5 | 1209 | 1231 | 2% | 953 | 1011 | 6% | |
YZQ-7 | 2209 | 2075 | −6% | 1643 | 1710 | 4% |
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Wang, K.; Zhang, W.; Chen, Y.; Ding, Y. Seismic Analysis and Design of Composite Shear Wall with Stiffened Steel Plate and Infilled Concrete. Materials 2022, 15, 182. https://doi.org/10.3390/ma15010182
Wang K, Zhang W, Chen Y, Ding Y. Seismic Analysis and Design of Composite Shear Wall with Stiffened Steel Plate and Infilled Concrete. Materials. 2022; 15(1):182. https://doi.org/10.3390/ma15010182
Chicago/Turabian StyleWang, Ke, Wenyuan Zhang, Yong Chen, and Yukun Ding. 2022. "Seismic Analysis and Design of Composite Shear Wall with Stiffened Steel Plate and Infilled Concrete" Materials 15, no. 1: 182. https://doi.org/10.3390/ma15010182