Abstract
The corrugated steel plate shear wall (CSPSW) system is a lateral force-resisting system, about which many studies have been carried out in recent years. In the present study, the behavior of this system is investigated by pushover analysis. For this purpose, twenty CSPSWs structures are designed with width-to-height ratio (L/H) of 2.5, 2, 1.4, and 0.85, and the number of floors 1, 2, 4, 6, and 10 were designed and analyzed using the ABAQUS finite element software package. The results of this study show that the initial stiffness of CSPSWs is high and reaches its ultimate capacity at a thrust ratio of 0.1%; on the other hand, after the buckling in the infill plate, the stiffness and base shear of the plate shear wall (PSW) significantly decreases. Also, the results show that the infill plate tolerates a higher percentage of shear force before the buckling of the plate, but after buckling, the frame tolerates a higher percentage of the shear force. In multi-story structures, the boundary frame with shear performance in the lower floors has a more effective role in bearing shear force. Moreover, in the present study, an equation is presented for calculating the tension field inclination angle. According to the equation, the tension field inclination angle depends only on the PSW aspect ratio. Finally, a method is presented for estimating the uniform force–displacement curve of the single- and multi-story CSPSW systems. This method is obtained based on the corrugated plate-frame interaction (PFI) and was confirmed with the force–displacement curve of experimental specimens and numerical models.
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Abbreviations
- t w :
-
Plate thickness
- H :
-
Height of story
- L :
-
Width of SPSW
- L/H :
-
Width-to-height ratio
- θ :
-
Angle of the tension field
- F y :
-
Yield stress
- γ :
-
Angle of the tension field of corrugated plates
- ω :
-
Resultant force per unit length apped by infill on HBE
- ω x :
-
Horrizontal component of force per unit length applied by infill on HBE
- ω y :
-
Vertical component of force per unit length applied by infill on HBE
- L p :
-
Beam length affected by the tension field
- M m :
-
Maximum beam moment
- P l :
-
Internal axial loads in left columns
- P r :
-
Internal axial loads in right columns
- V p,A :
-
Interactive force at point A
- V p,B :
-
Interactive force at point B
- θ F :
-
Yield drift ratio
- V f :
-
Yield strength of the frame
- V bs :
-
Base shear force
- A w :
-
Cross-section area
- l p :
-
Length of the corrugated plate
- τ cr :
-
Critical shear stress
- τ cr ,I :
-
Interactive buckling shear stress of the corrugated plate
- τ cr ,L :
-
Interactive local buckling shear stress of the corrugated plate
- τ crG :
-
Interactive global buckling shear stress of the corrugated plate
- G :
-
Shear modulus of the corrugated plate
- E :
-
Modulus of elasticity
- ν :
-
Poisson’s ratio
- a :
-
Flat panel width
- b :
-
Horizontal projection of the inclined panel width
- c :
-
Inclined panel width
- k :
-
Elastic buckling coefficient
- U A :
-
Shear displacement at point A
- U B :
-
Shear displacement at point B
- h p :
-
Height of corrugated plates
- β :
-
Converted aspect ratio of the steel corrugated shear wall
- α i :
-
Rigid rotation of the ith floor
- θ P ,M,i :
-
Flexural drift ratio of the ith floor
- δ c ,i :
-
Change in the axial length of the column in the ith floor
- A c,i :
-
Column section area of the ith floor
- N c,i :
-
Axial force in the column of the ith floor
- M i :
-
Flexural moment of the ith floor
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Vaziri, E., Gholami, M. & Gorji Azandariani, M. The Wall–Frame Interaction Effect in Corrugated Steel Plate Shear Walls Systems. Int J Steel Struct 21, 1680–1697 (2021). https://doi.org/10.1007/s13296-021-00529-3
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DOI: https://doi.org/10.1007/s13296-021-00529-3