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This adjustment was needed to show maximum shear wall behavior of more than 2.5% in cases of shear wall behavior.
An average seismic performance grade for each model was generated based on the predicted maximum shear wall drifts.
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In addition, the precision of certain analytical expressions reported in the literature to predict the maximum shear strength of walls was examined and contrasted with the experimental results obtained.
In Figure 3 we show how, in a viscous fluid, the maximum shear stress at the wall changes with fluid viscosity.
However, the figure shows that it is sufficient for a thin layer of aqueous to be present to make the maximum shear stress at the wall drop significantly.
The results reported in Figure 3 show that the maximum shear stress at the wall increases nonlinearly with the viscosity and attains an asymptotic value for very viscous fluids.
The maximum shear force distributed near the wall of 24- and 48-deep MTPs and 500-mL shake flask, while the maximum shear force mainly distributed at the bottom of the 96-deep MTPs.
As given in (Frumento et al. 2009) the hysteretic envelope of wall 16_2 exhibits sudden strength degradation after reaching the maximum shear strength, but after that the wall exhibits further deformation capacity before the collapse.
The effects of headed stud diameter, infill steel plate thickness, concrete panel thickness, number of headed studs as well as aspect ratio of shear wall on the maximum stud shear force are analyzed.
They reported that the maximum initial stiffness was related to the X-braced frame specimen, while the maximum ductility was provided by steel plate shear wall.
The results indicate that the wall/frame stiffness ratio has an important effect on the cracking strength of the walls and the maximum shear strength of the system.
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