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if the cantilever wall is only required to be designed for the 0.5kpa (factored load) as per my attachment from the NBCC commentaries. Then I believe a 8" wall cantilevered is still sufficient (although it might not stay plumb), as my seismic load does not exceed the 0.5kpa (low seismic area)...

Hi BA, my understanding is that if you laterally support your firewall on both sides of the structure, and if one side of the structure collapses due to the fire then the remaining undamaged side of the building is providing lateral support to the firewall, and also some lateral load due to the...

1.4.5.1 Masonry and concrete wall provisionshttps://files.engineering.com/getfile.aspx?folder=9371de13-6798-40d9-b065-05b0c534b076&file=Firewall_3.JPG

1.4.5.1 Masonry and concrete wall provisionshttps://files.engineering.com/getfile.aspx?folder=8a977f1b-a1ce-4c74-8d86-7c7959f53f96&file=firewall_2.JPG

Hello all, I have been requested by the architect to provide a detail for a concrete fire wall that spans about 37' ft above slab on grade (43' to top of footing) This will be a non-load bearing wall in terms of gravity loading and will not be connected to adjacent structure on either side...

thanks all i appreciate the input!

IRstuff, I agree I would have preferred to do the drawings myself and get paid a larger fee, these are my one-off projects with this specific architect, I wouldn't do this on a consistent basis.

thats good to know Brent, I did reach out to our regulator and they said it is OK, provided you are clear what your scope is.

thanks Pham, I will have to look closer at all the regulations here

Hello, I've been asked to review and stamp the structural drawings portion of an architectural drawing package, it was requested from a architectural design firm for custom homes, in our jurisdiction architects are allowed to design structural elements provided they have the expertise, and...

det3https://files.engineering.com/getfile.aspx?folder=758e98ed-afcd-42d4-ad96-6521d535f6cf&file=det3.PNG

det 2https://files.engineering.com/getfile.aspx?folder=112fbc68-6fcf-4b71-addf-7f9c16f9c450&file=det2.PNG

thanks all for all your comments I've drawn out hte details before I read some of your comments, I like your idea kootk (as always.... you know what to do..[bigsmile]) I'll post my details for you guys if your curious but I might incorporate kootk's detail into mine after I think about it some...

thanks, it is existing trusses, owner wants super high doors. I have to estimate the loading, I've estimated each truss has a vertical reaction factored load of 1.2kips, and it is offset from the web by about the width of the hanger, I guess I need to size the width of the hanger requirement...

plan view of area added beam spans about 15ft, picking up about 4 trusses that runs above the door.https://files.engineering.com/getfile.aspx?folder=4d5a008b-9994-488a-ac22-0fd63635cc0b&file=plan_view.PNG

another picturehttps://files.engineering.com/getfile.aspx?folder=e32380bb-4ef3-49e7-b518-bc6665ef7bed&file=2_Front_door_-_flush_header.pdf

Hello, client requests that the door be raised up to underside of wall top plate and hence we cannot have a header between the top plate and top of door, the truss is cantilevered quite a big distance past the door, looks to be about 6ft (is this normal?) proposed solution with beam and...

if thats the case I believe our shear friction is more than enough for 21kN of shear load, thanks Kootk

Kootk good to know I can rely on some of that shearfriction thanks

Jstruc, I was thinking more about what you said and it brought me back to my original solution of providing a angle ledger bolted to the wall to provide bearing on the plate, in theory I should be able to extend my plate long enough down the wall until I got my capacity that I need. I can spec...