headed stud shear capacity in masonry bond beams

huangyhg

headed stud shear capacity in masonry bond beams
if you use a steel plate with multiple headed studs embedded in the top of a bond beam how do you determine the shear capacity perpendicular to the wall. aci 530 gives a formula that appears to be intended for a single anchor. surely if more studs are added then the capacity would go up.
yes if spacing of studs and edge distance are accounted for.
see publication by nelson studs. obviously your capacity in a group reduces significantly if studs are spaced closer.
but i am referring to the top of a masonry bond beam with capacity limited by aci 530. the method in that code is so limited that it is difficult to determine what the intent of the code is.
aci 530 appears to address tension cone overlap and reductions but not shear cone overlap. i would make the minimum spacing of studs be greater than the shear overlap areas since the equations are based on a single anchor shear capacity. usually, i limit one anchor per cell spacing anyway.