Actually, a masonry wall should be analyzed as a structural element and not a collection of various materials. Often, assumptions are not realistic and the loads applied are not included, upsetting the global situation an d stresses.
Depending on the dimensions and aspect ratio, some of the loads can be distributed to adjacent members (columns, floors and intersecting walls.
Partition walls are usually quite thin and it is like a flat plate. Once you get into a 6" wall, there is considerable stiffness and strength that can affect a structure. That is why there is considerable use of 6" CMUs in loadbearing construction.
Dick
Engineer and international traveler interested in construction techniques, problems and proper design.
i actually have a 6m width slab laying on edge beams. i noticed deflection on the middle of the slab and the only solution i can admit is to construct a partition wall (non bearing masonry wall)under the mid of the slab.
Will that wall be considered as a support for the slab and transmit the load?
If it limits the deflection of the slab above, it's a bearing wall. Whether that is the appropriate solution to your problem is not determinable based on the information you have given.
If the slab bears on the wall then either 1. If unreinforced the load will be transferred to the slab below and both slabs will share the load depending on the stiffness of each slab or 2. If reinforced,the system will start to act as one unit with slabs and wall transferring load.
A movement joint is sometimes provided at the top of the wall to prevent the wall from becoming load bearing. Also facilitates construction to avoid having too many trade workers in the one place.
I always reinforce masonry as is the norm (for now) in my local industry. I try to avoid using loadbearing wall becausd it will attract lateral forces in the event of wind or earthquake and unless sufficient horizontal reo is provided, may not have the shear capacity. And I wouldn't want to lose a vertical support element in this event.
If you install a bearing wall at midspan of your slab, you will invoke reverse bending in the slab, for which it probably wasn't designed. Further, you will introduce a shear component that might not be accommodated either. Consider a method of "bending" mitigation, not "bearing" mitigation. There are several ways to accomplish this.
