LATERAL RESTRAINT

Reference the calculations. It appears that the intent is to try and restrain the partition by developing a couple through two bolts into a beam flange. Please clarify how this is done. Based on the system the top of the wall will just translate, and not allow any type of rotation in the beam which would be required to develop the tension/compression couple shown. The loading in the rods would include a tension a compression component, but also a bending component. The tension and compression component would be from the rods resisting the beam rotation. The bending component would be from the lateral translation of the bottom of the rods as compared to the ones at the top. It also doesn't appear as if the loads consider include the shear from the lateral load. It is also not clear how the plate length was determined when determining the capacity of the web of the beam. Why is this value 6*12? The effective web length would not be based on the spacing between the rods. Please clarify. Reference IBC section 1604.4.