Check the design of the panel wall shown in Fig. 5.4, for a wind load w of 20 lb/ft2, using PCL mortar, Type N, and units with a nominal thickness of 8 in.
The panel wall will be designed as unreinforced masonry. The design follows the following steps, using a nominal thickness of 8 in. The panel could be designed as a two-way panel. Nevertheless, because of its aspect ratio, the vertical strips will carry practically all the load. Therefore, design it as a one-way panel, consisting of a series of vertically spanning, simply supported strips. Calculate the maximum factored design bending moment and corresponding factored design flexural tensile stress in a strip 1-ft wide, with a nominal thickness of 8 in.:
The factored flexural tensile stress, 26.4 lb/in.2, is less than the modulus of rupture normal to bed joints for solid units and Type N PCL mortar (75 lb/in.2), reduced by a strength-reduction factor of 0.6, or 45.0 lb/in.2.
The design is therefore satisfactory. We should also check one-way (beam) shear. An example of this is given in Sec. 5.1.8.