Check the design of the panel wall of the example of Sec. 5.1.3 for a wind load w of 20 lb/ft2, using PCL mortar, Type N, and assuming hollow units with face shells and cross-webs mortared.
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 bending moment and corresponding flexural tensile stress in a strip 1-ft wide, with a nominal thickness of 8 in. Assume that the head joints are only 1.25-in. thick. All length dimensions are in inches. These dimensions are shown in Fig. 5.5.
The factored flexural tensile stress, 35.0 lb/in.2, exceeds the modulus of rupture normal to bed joints for hollow units and Type N PCL mortar (48 lb/in.2), reduced by the strength-reduction factor of 0.6 (28.8 lb/in.2). If the mortar is changed to Type S (modulus of rupture 63 lb/in.2), the design will be satisfactory.
