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Block Shear

Block Shear

Block Shear

(OP)
  I have a double angle veticle brace with one row of bolts connecting to a gusset plate. For block shear I use the formula from AISC 9th 0.3FuAv + 0.5FuAt.

  In the case of 1 line a bolts I usually caclulate the available block shear strenght with At= 0. It has been braught to my attention that this is overly conservative and I need to acount for an At from the bolt to one edge of the gusset plate.

Is this correct, I should account for some At  even though there is only one row of bolts?  In all other calculations my At is the distance between the bolt rows.

 

RE: Block Shear

Yes, At should be considered from bolt line to the nearest free perpendicular edge of the gusset plate.  In the case of a long edge distance, one that could not possibly govern, I have used At = 0, but multiplied Av x 2.  This assumes a "plowing out" of the gusset plate, failing along two lines of shear.

RE: Block Shear

StrPE - that kind of failure is what the bearing and tearout limit states are for.   

RE: Block Shear

(OP)
Connectegr,

For the case of two rows of bolts you are correct, but the condition for a verticle double angle at 45 deg with a single row of bolts connecting to a gusset is the case in question.  

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