Typically I will neglect the knee braces when designing the beams for gravity loads as a conservative measure.............but like you, I have a hard time justifying neglecting the DL and Lr component of knee force that gets transferred to the columns/beams. If you are using the knee frames for...
The detail you are describing is another common one I see. It has a different aesthetic, which is why I suppose the detail from my OP gets used, but yours is much better structurally imho.
I've read some of the old threads, seems like many are against the slip connectors that are intended to relieve the thrust, the other option is a horizontally restrained connection (i.e. pin).
What's your concern at the corner? Perpendicular wall stopping the bearing walls from deflecting...
I think what @jayrod12 and @SinStrucEng are saying is to fasten the scissor trusses at each wall with a pinned connection, and checking the walls for additional stresses due to 1/4" of outward deflection from the thrust. This allows you to use the roof structure to brace the top of the walls...
Yes only the top course grouted, and no connection of the cmu to foundation other than bond of the mortar.
The masonry/fndn part of this detail is how the standard prescriptive residential code reads in my area.
Just for clarity, this is not my detail, just something I see often.
grouted solid cavity with wire tie reinforcing from block to brick, maybe that's composite but unlikely that a grouted cavity ever happens.
thanks for the reference
@JAE and @dik - yes, but with such small amounts of these materials I think this is probably not an issue
no way.
definitely on...
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...
SDS screws to the gable end wall or gable end truss. There will have to be some field verification here.
The intent is to transfer minimal gravity load to the existing wall/truss by having the new end truss directly adjacent only a foot or so away.
@driftLimiter is correct. The anchor design software (hilti/simpson/etc) doesn't design the anchor reinforcement (at least not the last time I used them).
Is there enough room to drill new holes and post install anchors?
In my experience it is pretty common to weld the washer to the baseplate for columns that resist lateral loads. I've never really accounted for this extra height in where the load application to the bolts occurs with this...
Can you rely on the semi-circular protrusions on the inside of the aluminum? This looks like where the extrusion would contact and load the steel. Would these little protrusions just deflect/buckle when the load gets too high?
Agreed with Kootk about not wanting to be the guinea pig.
Will there be vertical bars at regular intervals in grouted cells that extend all the way up to the top of the 12" block?
Update on this.
Client is very private and isn't agreeable to test cuts or even coming inside the home (at least not right now) so I've got to decide on a path forward with very little info on the existing structure. I was able to see the exterior and the crawl-space of the home in this area...
