I have a situation where there is a wide flange column that is part of a moment frame that is deflecting too much and needs to be braced to an existing lower wall. The wall is cmu with a 16" deep concrete tie beam (FBC) along the top and the column will load the wall in-plane as a shear wall. I need to tansfer about 27 kips and I can't get enough epoxy anchors into the 16" deep x 7.625" thick concrete beam. There is one case from Appendix D that no matte how many anchors I put going along the length of the tie beam it will not work.
If I use, for example, 7 columns of 2 rows of bolts in a long plate the case checks breakout of all the load being resisted by only 2 anchors.
My only other idea is to say the 5" embed anchors are transferring the force along the length of the long plate at each column of bolts into the rebar located in the top and bottom of the tie beam. Therefore preventing a cone breakout.
Any thoughts?
If I use, for example, 7 columns of 2 rows of bolts in a long plate the case checks breakout of all the load being resisted by only 2 anchors.
My only other idea is to say the 5" embed anchors are transferring the force along the length of the long plate at each column of bolts into the rebar located in the top and bottom of the tie beam. Therefore preventing a cone breakout.
Any thoughts?
