EWPAA Structural Plywood and LVL Design Manual - Engineered ...

Assuming the applied racking load to be distributed in proportion to the panel widths as shown in FIGURE 9.15then for the section to the left of the opening:∑ MoC1C1= 1.8 x 2.4 − C1x1.6= 01.8 x 2.4=1.6= 2.7kNFor the section to the right of the opening:∑ MAT1T1= 2.7 x 24 − T1 x 1.62.7 x 2.4=1.6= 4.05kNThe shear flows in the various sections of the shearwall are as shown in FIGURE 9.15.The unit shears vary, the highest being 4.5 kN/m which is significantly larger than the 3 kN/m but uplift at3.6 kN is significantly less than 7.6 kN.NOTE:Should it be considered the section above the opening to be a significant contributor topanel response the analytical difficulties are increased significantly. The situation becomesanalogous to that of the large opening in a diaphragm.9.13 Design Example 2 - ShearwallsFIGURE 9.16 shows a shearwall subjected to a racking load of 12kN applied at top plate level. The resultantunit shear is 0.84 kN/m.It is required to assess the distribution of timber framing forces and panel shears due to the inclusion of thedoor opening in the shearwall.The method of analysis chosen is the Shear Transfer method due to Dean et al.Shearwalls - Worked Example 2ELEVATIONFIGURE 9.16: Loaded shearwall with door opening locationFIGURE 9.17 shows a free body diagram of the sections of shearwall adjacent to the door opening.113