Composite Wood Column Fails Horizontal Shear 2

[SteveGregory]

I have a continuous timber frame column with knee braces at 2 levels. At the lower level, the bending in the column results in a horizontal shear stress overload. I have maxed out the wood sizes available to me. So I came up with an idea to reinforce the column for shear by adding steel bolts across the neutral axis of the column to take the excess shear. Am I crazy? Do my calculations make sense?

I have attached 1 sheet of hand calcs with moment and shear diagrams and the column section used. The wood is Select Structural Doug Fir. The 2nd Floor Beam has a high tensile load on the column and the knee brace below has a high compressive load on the column. I will be slipping a 1/4" plate between the outer plies of the column and the heavy timber and using a number of 3/4" bolts to attach the beam and brace to the column.

 

[SteveGregory]

Thanks everyone for the input. I did check out the link KootK sent concerning the inclined screws. When I contacted them, they indicated my application was new and they mentioned a research paper but no accepted body of experience to follow. So I ended up with adding 2 steel plates on the side with 3 rows of 3/4" bolts at 4" for about 48". One row is one side of the neutral axis and two on the other.

I attached a drawing.