Diagonal Tension Field Inclination Angle in Steel Plate Shear Walls

Abstract

Research was conducted to investigate how the inclination angle of the diagonal tension field action varies in steel plate shear walls (SPSWs) and to determine what optimum constant angle best matches the demands obtained from finite-element (FE) analysis. An FE model was first calibrated against experimental results that surveyed inclination angles across the web plate of an idealized SPSW as a function of drift and that showed significant differences in inclination angles at different locations across the web plate. Then, four real SPSWs with varying aspect ratios and numbers of stories were designed and modeled for FE analyses. The variations in angle in the web plate and along the boundary elements were documented as a function of drift and showed significant variations. Combined moment-axial force demand ratios in the SPSW boundary elements were calculated and compared for all real SPSWs to determine the preferable value of single angle that could be used in design. Overall, using 45°was found to be a reasonable compromise for both horizontal and vertical boundary element (HBE and VBE, respectively) design if a single constant angle is desired. Furthermore, the demand on the web plate is not sensitive to the variation of inclination angle. Consequently, the single angle of 45°is recommended for the design of the entire SPSW.

Theoretical models of key parameters for performance‐based seismic design of new partially connected steel plate shear wall with vertical square tube stiffeners

“…Combining Equation (24) and Equation (30), the plastic moment of local vertical boundary elements consisting of the square tube and partial infill plate (Figure 9A) can be expressed as follow:…”

“…Few surveys to date have investigated the threshold of flexural stiffness of horizontal boundary elements for SPSW connected to primary beam only. The inclination of the tension field, a key design parameter, has been analyzed in detail through theoretical and experimental approaches for a fully connected steel plate shear wall (FCSPSW) 22–24 . Webster et al 23 .…”

“…Webster et al 23 . and Fu et al 24 . investigated the range of inclination angles and discussed the effect of the column stiffness on inclination angles; in addition, the appropriate values of inclination angles for seismic design were presented.…”

“…The inclination of the tension field, a key design parameter, has been analyzed in detail through theoretical and experimental approaches for a fully connected steel plate shear wall (FCSPSW). [22][23][24] Webster et al 23 and Fu et al 24 investigated the range of inclination angles and discussed the effect of the column stiffness on inclination angles; in addition, the appropriate values of inclination angles for seismic design were presented. However, there lacks related work on the inclination angle of BOSPSW and stiffened BOSPSW for design application.…”

Complementary Evaluation of Diagonal Tension Field Inclination Angle in Steel Plate Shear Walls

“…These provisions address SPSW with unstiffened infill plates (i.e., plates functioning as webs) having large widthto-thickness ratios and relying on the development of inelastic diagonal tension field action to resist lateral loads and provide hysteretic energy dissipation during earthquakes. The orientation of the post-buckling principal stresses that develop in the infill plates of SPSW due to this tension-field action varies in a complex manner as a function of drift, location along boundary elements, and stages of inelastic behavior (Fu et al, 2017;Webster, 2013;Webster et al, 2014).…”