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why not use concrete pit walls instead of running cmu all the way down? seems like it might be easier to bring the mason in after pit, pit wall, and sog are poured..

If it makes you feel any better, I can’t figure out why they’re rejecting it (with my limited couple years of design experience). I don’t think the block selection shown would violate any code requirements. Does the block have ASTM certification per the drawings? Block height is typically per...

What I have done before is increase the plan size of the footing by pouring concrete around the footing on 2 or 4 sides, and doweling bottom footing bars into the existing footing that then get 90deg hooked to the rebar in the new portion of the footing.

I would compare your calc with the flexure calcs in this textbook https://whymasonry.org/2015dorms/?

Are you sure you’re not supposed to be using 32,000psi instead of 60,000psi?

I often see the Ev added to the dead load, with the factor for the dead load being modified. So if your Ev is .15D, this gets added to the 1.2 to make the dead load factor 1.35D. If the column is not responsible for resisting any horizontal seismic load (aka not a part of your LFRS), you do not...

My firm uses a bearing plate detail more similar to the one dhengr proposed. We provide nelson studs welded to bottom of the plate, A325 bolts through normal size hole in plate and long slotted holes parallel to beam. These bolts are tack welded to the bottom of the plate for installation...

In 13.2.7.2, it references 7.4.3 which says to take the critical section for shear as "d" away from the critical section for Mu. Wouldn't this be a less Vu than in the Bowles book?

hoshang - You would take it at a 45 degree angle from the location indicated in Table 13.2.7.1 of ACI318-14.

What code are you using? This is directly addressed in ACI

dold - they have a diaphragm design manual but you may need to contact them for it, not sure how to post that here either

Check out the epic metals catalog, I know this is a thing they have been focusing on in their product line.

drift - why cope the ends of the angles? why not install the angle into the bed joint so then it is a bearing connection to the masonry?

Thanks Dave, that is the answer I was looking for! EZBuilding - yes that is correct. Here is the sketch I promised.

I am in the process of the lateral design of a single story, rectangular, masonry shear wall and wood diaphragm building. The shear load is being transferred to the shear walls from the diaphragm through a continuous wood ledger, and anchors into the face of the masonry wall every so often...

Seems like the footing size could be reasonable, considering how high the Case C load values can get. It does seems like averaging the values of 0-s and s-2s could lead to an undersized footing at the end of the wall, where the highest load occurs. One thing that I have done on a recent...

masonrygeek - I was using TMS 402 to design the anchors but I think I came across a condition that TMS does not provide guidance for. I have posed this question to the committee and they admitted that they have not thought about this particular condition. See my attached sketch. The question...

dik/winelandv - I'm only seeing options for Hilti's post installed anchors. What other software have you seen that designs anchor bolts per TMS 402?

Thanks Dik. Was doing these calcs by hand. And specifically referencing TMS 402 for my masonry failure modes and equations. I didn’t think Hilti did normal anchor bolts for masonry in their program but I could be mistaken.

I found info regarding shear breakout in ACI 318-14 Figure 17.5.2.1b. I think these ideas can also apply to masonry and specifically the masonry crushing failure mode.