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I don't understand what their argument would be for neglecting it. It clearly adds to the clockwise overturning moment about point B.

Typical comment from a builder with 30 years experience, I'll guess. Not that they would even know if there was an issue. Their involvement typically ends when they pack up their stuff and get in the truck. Also unlikely that their buildings have experienced a design load event. I think...

Yeah, I wish we could! But for most projects it seems the design is completed before a contractor is selected and before a lumber supplier and in this case truss supplier is chosen. Most truss designers aren't interested in doing consulting work without there being a guaranteed job. Plenty of...

I just finished structural plans for a small garage last week with trusses at 24" o.c. and wall studs also at 24" o.c. directly aligned below. I still use a double top plate, though, despite the alignment (assuming it's constructed correctly). I didn't read all the comments above, but I...

I use quickbooks. I don't send recurring invoices but I believe it can do that. Overall, despite the annoying popups (advertising additional paid features), it works well.

So far the T210 has worked well, a little better than expected. I've printed 50 sheets with minimal issues, which at the cost of the local print shop means that it's paid for itself about 1/3rd already. I generally only print plans to check them internally. I like to see it at the actual...

Well, it was easy to write the comment, but thinking about it now, it does seem rather difficult. I think to get a meaningful result, you would need to construct 3 or 4 of the gusseted frames and then sheath them with plywood. I was originally thinking to just construct one, but it would...

Absolutely not. That's the whole point of this site. Feel free to tear the detail apart. Concerning points 1) and 2), I'm not sure either. Will it make a difference? That I also don't know. I'll need to think about this more. Thanks for the insights, btw.

Agreed. I was only mentioning that for completeness. I didn't consider that, but I think it makes sense. The beam would get clamped between the angles and transfer shear through friction at the interface. (I suppose the same would happen at the bolt regardless if it's sufficiently...

It wouldn't be directly applicable to your situation, but the Timber Construction Manual has a chapter title "Moment Transfer" which briefly discusses moment connections between glulam pieces. It seems to be based on using steel plates and bolts (rather than plywood and nails). Could you test...

Fair points above. I didn't look that closely at the deflection of the angles or deformation due to wood crushing in the quick calcs. I ran. If this is found to be an issue, then some combination of thicker angles, angles with a taller vertical leg, and longer angles (into the page) would...

I mostly agree with the comments above. I would stress (no pun intended) that the value Fb' is for the entire beam (all 3 plies). The adjustment fact, Cr, in particular will give a slight increase for a repetitive member, which a 3-ply beam is considered to be. Had you only calculated Fb' for...

For some reason I found this more interesting than I should have. Here's what I would probably do: Per some quick calcs. I think all loads/stresses should check out. I like that this detail doesn't rely on a bunch of extra blocking. Basically, just get a shitload of angles fabricated with...

struct_eeyore, the bolts will be resisting shear, but the bottom of the beam would be considered an unloaded edge unless I've misunderstood the problem. The shear load on the bolt would be transferred to the wood by the bolt bearing on the wood above it. If the loading direction was reversed...

I would do something similar to what KootK suggested above. I might just use a single bolt though. I don't see the need for two unless it's necessary for the load. Per NDS code, for perpendicular to grain loading, the minimum edge distance for the unloaded edge is 1.5D, or 3/4" for a 1/2"...

Definitely not surprising. My perspective is only based on my own experience. I have a small but decent network which has grown mostly by word of mouth, some of my competitors have been doing a terrible job as of late which makes the bar real low, and I've perhaps had some good luck on my side...

I think that's generally accurate. For a one-person show, I'm somewhat limited to smaller projects, mainly residential and small to medium commercial/industrial, but still, there's a lot of residential work out there. (There's also plenty of crap residential inspection work I try to avoid, but...

Same here. Also structural. Been at it about 6 months now. I’m sure things are different between mechanical and structural, different geographic locations, etc. etc. but I’ve had no issue getting work with almost no marketing. In my area, there have been a lot of recent acquisitions of...

I'm a structural engineer (not mechanical), so perhaps my world is a little different, but there are definitely clients who want high quality work and are willing to pay for it.

My understanding is this equation is meant only as an adjustment for a section with holes. Basically you would take the gross width, deduct any holes and then add the quantity s^2/4g. It's meant to adjust for the overly conservative hole deduction when you have a staggered hole layout. See...