Do you like this detail and why or why not?

[TRAK.Structural]

I see this a lot in my area but have never understood why from a structural standpoint this is allowed without much thought. There is the argument that it has been done for years and years without issue, which is valid in a sense, but I would like to be able to rationalize the acceptance. Tell me why this works, or doesn't.

1. Net uplift seems like it could be an issue with this load path, would you prohibit the use of this in this case?
2. Is getting solid/full bearing of the plate on both the brick and CMU a concern with residential construction quality?
3. Shear load (in-plane) gets transferred to the plate at the outside edge by the sheathing and then has to get to the anchor bolt, seems less than ideal.
4. What about edge distance concerns for the anchor bolt in the plate?

 

[phamENG]

Common detail, also a bad detail.

1) This has no reliable uplift resistance. Does it have some? Yes. But there's no way to put a number to it using the NDS, IBC, or IRC.
2) Is that a brick veneer? If the answer is yes, then it's a problem. Brick veneer isn't allowed to support loads other than self weight. If it's designed and built as a composite structural wall, then it can work.
3) Agreed. You're outside of the tested assemblies used to create the SDPWS tables.
4) What about it? It either works or it doesn't.

 

[ANE91]

Table 7 of the attached paper addresses your question about uplift in detail.

 

[JAE]

While not a large vertical distance on the face brick, the clay brick will expand with moisture (and the CMU will shrink) somewhat which could cause a problem with the wood plate remaining level.

 

[dik]

the clay brick will expand with moisture

...and generally with time (as it picks up moisture).

 

[Tomfh]

Is the block reinforced?

 

[XR250]

When this comes across my desk, I change it to 2x6 studs. Also, break out the face of the CMU so the anchor bolt can be closer to the brick.
Better, but still not great.

 

[TRAK.Structural]

Common detail, also a bad detail.

1) This has no reliable uplift resistance. Does it have some? Yes. But there's no way to put a number to it using the NDS, IBC, or IRC.
2) Is that a brick veneer? If the answer is yes, then it's a problem. Brick veneer isn't allowed to support loads other than self weight. If it's designed and built as a composite structural wall, then it can work.
3) Agreed. You're outside of the tested assemblies used to create the SDPWS tables.
4) What about it? It either works or it doesn't.

grouted solid cavity with wire tie reinforcing from block to brick, maybe that's composite but unlikely that a grouted cavity ever happens.

Table 7 of the attached paper addresses your question about uplift in detail.

thanks for the reference

@JAE and @dik - yes, but with such small amounts of these materials I think this is probably not an issue

Is the block reinforced?

no way.

When this comes across my desk, I change it to 2x6 studs. Also, break out the face of the CMU so the anchor bolt can be closer to the brick.
Better, but still not great.

definitely on 2x6. not sure about breaking out the face shell, top course probably gets filled with mortar and that seems like the anchor would just break out easier.

 

[XR250]

definitely on 2x6. not sure about breaking out the face shell, top course probably gets filled with mortar and that seems like the anchor would just break out easier.

I assume the brick acts as the left form for the grout cavity. We don't have much uplift or shear in my area so I don't lose sleep over it. Maybe go to a 2x8 stud?

 

[jerseyshore]

I never see this detail around here so interested to see what others say. Brick veneer is so rare for residential these days, but when it is used (usually in tract style neighborhoods), it's the whole house. Anyone that does a short veneer like this does stone.

 

[GaStruct]

Brick veneer can't be used in bearing but brick walls are absolutely a thing. A little pencil sharpening and more detailing and I bet this could work.

 

[phamENG]

no way [the block is reinforced].

Keep in mind that direct tension in unreinforced masonry is explicitly not allowed by the code. There's no "unless an engineer says it's okay." It's a though shalt not design it to have direct tension. So if you need to pick up more than a block or two to resist uplift, you need to reinforce the wall. Getting the tension there is still questionable, of course.

 

[XR250]

Keep in mind that direct tension in unreinforced masonry is explicitly not allowed by the code. There's no "unless an engineer says it's okay." It's a though shalt not design it to have direct tension. So if you need to pick up more than a block or two to resist uplift, you need to reinforce the wall. Getting the tension there is still questionable, of course.

True but it is pretty common - such as all the garages with 4" CMU/4" Brick stemwalls around here.