I am contracted to design a connection for a W14x283 beam to an HSS10x10x3/8 with a reaction of 135 kips factored load (AISC 360-10). There is not enough depth in the W14 to make an adequate connection for this amount of load so I had planned to add on to the bottom of the member with a T-section to allow for additional bolts and to lengthen the weld of the shear tab to the column. If I don't strip the flanges on the beam, I will end up with two shear tabs (one for the beam web and one on the tee). Would I be correct in assuming the center of the connection will be somewhere between the shear tabs? Is it worth the effort to look into this type of connection or would it be better to strip the flanges to use a continuous shear tab? I appreciate your input.
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