Framers in my area would want to platform frame it...stop the studs with top plates at the ceiling height, and build a knee wall on top of the ceiling joists.
For sure. I work a lot in SDC D so the IRC backs us up on that front fortunately.
But, the way I see it going in SDC A,B,C, is that a contractor ignores the blocking in our drawings, and when we push for it they could be savvy enough to be in the owners ear citing a specific code section...
I share your frustration in this area. R602.10.8.2 goes as far as saying that heel heights of less than 9.25" in SDC A,B,C specifically do not require blocking.
I've also seen a lot of these rationalized using the hold down hardware to resist overturning but I am not a fan. If a shear wall is...
'...must be considered in the column design' does not mean 'must apply a moment at the top of the column'. Rationalizing whether the column actually sees and needs to be designed for moment is 'considering the eccentricity in the design'
It looks like lexpatries article references the AISC...
I don't think I've ever had someone reach out deliberately with the question either but I occasionally get truss shops where it was obviously not understood, and have had to review already constructed stick framing occasionally that was also installed by someone that did not understand.
I...
The span direction is obvious in the OP due to the layout, but if it were a square bay with the two arrow types I honestly wouldn't be 100% confident in which direction is intended, even with the legend. I would probably have to dig through the plan to find an obvious location like pictured to...
Its not really relevant but the unpictured joists are in the kitchen with granite countertops all over the place, so they have a tighter spacing.
I like the jog to differentiate between the 'joist' line which is always straight, and its location arrows...I feel like 2 straight lines could have...
I'm in SC and I do it like this, and include this legend on framing plans.
I've seen different arrows mean different things on so many plans. Some with just your 'harpoon' and no 'extents' arrow, and I'll have no clue which way they're supposed to be going, so I get why contractors would get...
If there is a US version of this bulletin, I can't find it, so here you go, you may find this more helpful than the roof structure bulletin : https://www.weyerhaeuser.com/woodproducts/document-library/document_library_detail/tb-155/#download
I think the shear transfer you're looking at is the...
I think you could add blocking etc to be reasonably confident in the TJI's transferring load to the diaphragm, then you just have to make sure the load has somewhere to go from the diaphragm.
I'll insist that the wall be raised up flush with the t/joists, and the joists attached to a ledger. I...
All of the above, we're very small with 2 principals functioning as PM's and a handful of EITs, everybody is $250/hr. We've talked about breaking it up but haven't gotten around to it.
Is that working well?
The older guy in our office says decades back, they would price everything on 0.5% (.005) of estimated construction cost with a ballpark $/sf figure.
I know material costs have come back down but that rule of thumb would still have us almost doubling our fees on most...
We were at $200/hr for a long time (at least 5 years) and bumped it up to $250 maybe 2 years ago
Our workflow is set up well so that our lump sum projects will usually put us over our hourly rate
Like jerseyshore we don't often do hourly work, it mostly comes into play with anything...
We are at $250/hr in SC doing mostly residential work
I worked at a big firm ~6 years ago where principals were billing at $300/hr
Site visits + reports are $600, more if its an issue that requires drawings or more in depth investigation. Most of our projects range from $1200-$8000
It is...
You would have to do a shear flow check based on how many nails you have between the sheathing and the studs, if you wanted to check the stress levels...and then you have to account for breaks in the plywood. For deflection it would help but good luck putting a number to it with any real confidence
In the 15th edition, page 10-95 'The design procedure for extended single plate shear connections permits the column to be designed for an axial force without eccentricity'
Edit: sorry I realize this is for W-shapes. I take the discussion at the top of 10-155 to mean that the same thing applies...
Table 1610.1 has presumptive active/at rest pressure values, ranging from 30 to 60 pcf
Ive seen other firms work where they assume a reasonable (to them) friction angle, and calculate an active pressure coefficient, giving them values quite a bit less than that table. I usually assume one of...
I agree with you, I will however point out that the truss design industry as a whole designs their uplift connectors for MWFRS loads instead of C&C loads. They hang their hat on the phrasing of Chorasdens code snip referring to the 'more than one surface'...
