I had a supplier propose this once. Their explanation was that their tooling couldn't accommodate lumber on its edge on their press table. I'll admit I didn't quite understand why that would be the case, but just went with another supplier who could fabricate the trusses as-normal.
Keep in mind that I am a small one-person shop and keep my software lean as a result:
Frame Analysis & FEM
SAFI GSE. I sometimes feel like I am the only one using this, but it works well for me.
Building Climatic Loads
Jabacus. Buddy started charging and he should considering how quickly...
A little over a year ago, I came across a 4-storey residential building composed of concrete hollow-core plank on light wood framed walls. Many things about the building struck me as odd. It is a combination of materials that I feel is fundamentally flawed.
In my case, the building had...
Can you hang the ridge onto the wall-truss using a hanger? Perhaps a simlar to a Simpson CBH or the euro originals that it is a copy of?
Regarding the frame and its connections, mortise & tenon connections can often work well. Below example was buried in the wall and is therefore PSL. I was...
Wow. I can't say that I've ever engaged in the engineering discipline of "remove it, observe deflection, then add a support based upon that".
I'm genuinely curious, how do you plan to size the new support columns without knowing the magnitude of load applied to them?
I see a half-lap joint in the ridge beam directly above one of the 8x8s you plan on removing. I wouldn't be taking it out.
Having designed these types of fire places, there are definitely cheaper ways to laterally brace the wood stud framing than by adding 8x8 columns. Your justification for...
How much concrete is above your ledger? In the past, I've had the contractor cut out the foam at the interval of the ledger anchors, and form the face with plywood. Plywood can easily be made from scraps and screwed to the plastic webs in the ICF blocks. This left exposed concrete with...
Definitely a niche and very complicated. I've had the privilege of designing a few log buildings. General tips:
[ol 1]
I collaborated with the log craftsman. It's truly a craft and the craftsperson's style is likely to drive the truss form.
I'm in Canada and my wood code (CSA O86) has...
I seem to remember asking the same question a while back. Recommended solution was to sheath the vertical webs and provide blocking at the web-to-top-chord joint. See this: https://www.eng-tips.com/viewthread.cfm?qid=475689, and KootK's excellent diagram copied below for convenience:
I think that it's relatively safe to guess that this transfer slab is loaded to a UC of more than 1.04 (or whatever number you want to argue the semantics of). The regulator is using "serious deficiencies" in its statements, and I doubt that term is being swung around carelessly.
Service level...
If this is a multi-ply LVL that you are fastening to, could you not have a knife plate between the plies with dowels through the LVL? Knife gets stabbed into the column above. Not much fabrication apart from cutting a plate and drilling a few holes. That's about as concealed as you can get...
Interesting find with the Kingspan K-roc. As it's filled with mineral wool, I'd be confident saying that's non-combustible.
While it may be possible to argue that an insulated metal panel (with flammable foam inside) is non-combustible because of the steel wrap, I don't see it as following the...
We generally look at R-value per inch of wall thickness. In this case, I would imagine that one can consider the walls to also insulate in the vertical direction. Perhaps insulating the walls for the bottom portion would provide enough insulative value of the total assembly that your framing...
That's my own calculation of a relatively small room size (walls 10' apart), intended to be slightly conservative so as to produce a floor pressure that I am confident won't be exceeded.
For typical residential construction I use a partition dead weight of 0.3 kPa (studs, 1/2" drywall two sides), and assume that they are 8' tall and at 10' on center resulting in a floor pressure of 0.25 kPa which I spread over the entire floor area. That way the architect can rejig their floor...
I'm still surprised that these are allowed. Not sure about in the US of A, but in Canada there are clear requirements about guards not being "climbable" (the intent being that children should not be able to easily climb up the guard). If the cables are tensioned enough to resist the 4" sphere...
I also use BricsCAD and quite like it. I purchased standalone licenses for our office and I do pay for maintenance (upgrades and support). Their support is quite good and I find it worthwhile. The costs are quite reasonable. I have not tried their BIM product but am very curious how it would...
Most interesting to me was that the failure precipitated a progressive collapse. Perhaps it makes sense if all the steel was hanging on its erection-only connections and hadn't been fully bolted up, and none of the lower stories had been grouted. Progressive type collapse is supposed to be...
