Search results for query: *

You could consider password-protecting the editing of any formula based cells to cut down on misuse.

I think your fees should be substantially higher (like... 20-30k at least) And as you identified, property line foundation design will be critical. If the adjacent buildings have inadequately buried footings (as is often the case) excavation needs to be done very carefully with recommendations...

NDS SDPWS 4.3.5.5.1 Exception 1 applies to both wind and seismic shearwall capacities

#1-5: They are asking for basic architectural code analysis. Several of these items are defined in the IBC (occupancy, building type). #7: Sounds like they are asking to define/explain the load path to the ground #11: I believe those minimum ceiling heights only apply to 'habitable space'...

I've spec'd something similar with a thick steel plate welded to the top flange, but with tapped holes to receive the WSWH anchor rods

Here's a similar post from a while back, may help to visualize things.

why not just use the upper right wall as both a bearing & shear wall?

Often a secondary line that states your job title (e.g. "Project Engineer - Structural Department") or something similar

what makes you think it's an off the shelf piece? Looks like a custom plate to me.

In my area, a lot of elevated garages were constructed in the 80's fully out of wood. Perimeters are 2x8 stud walls, 12" o/c + robust joist framing, 1-1/8" thk sheathing, then a topping slab that gets sloped to the front or to internal drains. They seem to have held up well over the years.

Pretty often yes. Some things to keep in mind are that the T/C loads should be amplified by the overstrength factor for the beam design; and the beam should have connections on either end to handle uplift.

Agreed... Simpson Strongwalls are the way. Or steel cantilever columns at the corners if you can get em to calc out.

If the wood option doesn't work out, can reduce the amount of steel used with a bent steel flitch plate thru-bolted into some LVL rafters

Could do periodically-spaced bent steel frames within the roof cavity

I'll offer a differing opinion and just say that I love this style of interview exam- way more fun than the standard fare. I think if I were to receive something like this I'd be simultaneously bewildered, yet grinning during the entire thing.

Why not make it a flush beam with hangers?

There was a recent thread on a similar topic Link

Where in CA? Might be subject to WUI requirements (which I think considers anything 4x or thicker as 'heavy timber')