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Re Refer back to Celts model, he covered this Not wanting to be rude, but being blunt, if you are a chemical engineer then why are you designing this beam?

This is what all of us have been saying in this thread The bearing point is known as it will sit on the LVL beams at the front The unknown is where the tension restraint is that resolves the cantilever moment further back As the designer, you can specify this: closer together = lower deflection...

Reading your outputs (and forgive me for errors as I don't work in imperial) Moment = 9954 ft-lbs Shear = 15408 lbs or 20771 lbs 9954/15408 = 0.646ft = 7.75" 9954/20771 = 0.479ft = 5.75" So in neither case is it 5.25" - there's a mystery 0.5" being applied once correcting for your 2" dummy gap...

Ah OK. We'd call those purlins supported by rafters typically, or maybe rafters supported on a roof beam depending on the exact roof framing setup Makes sense now and I understand your problem better. Looks like classic misuse of software: rubbish in, rubbish out Back calculating, your first...

Thanks, that helped I think my point 1/ is relevant then - be careful with assuming that loads are equal on the backspan and the cantilever Otherwise you will underestimate the deflection and the hold down forces at the backspan Also, should there be a live load component to this? If you have...

Here's a job I worked on with this case - they neatly cut the blocks and laid a steel layer in the top course Our walls are always fully filled/reinforced though so the detailing wasn't super critical On older buildings that are partially filled I've typically seen it like (a) in Pham's...

I'm struggling to interpret what is going on here as the diagram sucks and I'm not familiar with the analysis software Where are the connections to the top plate defined to resolve the cantilever loads? So, some general thoughts 1/ It looks like you've applied 2 loads on the backspan and 1 on...

The loads are strange, 3.5kPa seems low for a dancing/party area - it's 5kPa in our code

Looking at that picture it is one hell of a site I feel that designing to a soil bearing pressure is almost an academic exercise only: if that cliff decides to go, your house is going with it Your retaining wall at the back is basically just doing its bit to protect the exposed face from...

It's no utopia and there are certainly plenty of people willing to undercut! However, the seismic design requirements adds a lot to our engineering requirements so our fees are higher generally

Ron, higher S1 = bad (number = how slender it is, higher = more slender) I suppose I left out the useful context of the normal equation - basically, reverting to 3*d/b is hugely favourable over how the same beam would calculate out if it didn't have tension edge restraint

I don't really understand the geometry of this thing in all honesty so not sure if what I said applies But the P2542 will be torsionally flexible AF so this thing is either a) unstable or b) resolves elsewhere Depending on how your pipes are connected, they may actually have moment capacity in...

Our code allows tension face restraint to count (compression side would obviously be even better) I've always interpreted 'continuously restrained' to allow sheathing with discrete fasteners at 150-300mm crs max in the context of residential framing

How is the eccentricity arising? Can you resolve the torsion as a major axis moment into the tube instead?

Ha more power to him if he pulls that off Here, you would have invalidated your contract by doing that and the client would then have the opportunity to say "get stuffed" if they're smart enough to realise you're taking the piss

Yes it's Goods and Servies Tax. It's a flat 15% tax applied to basically every single thing - we don't have the double down of state and federal taxes, nor are there variations between items: it's 15% on everything It's the consultant in me to state +GST on all fees - you only want to forget to...

What's the context? In my case we were hanging a few panel heaters off 2 rows of unistrut I got them to stick a vertical member in between the two rows and then hang the panel heater off that which they preferred anyway for maximum flexibility/tolerance on site There is some potential residual...

Obviously this is going to be hugely dependent on the job but here is a ballpark: - Say 500+GST per inspection on average (travel time, mileage, inspection time, memo time, maybe a phone call or two) - If we are doing a full house then there will be an excavation inspection (subgrade - by us or...

Can't you just drop the beam down to the plane of the ceiling joists anyway?

Funnily enough I was dealing with exactly this situation recently - P1000T in torsion It's an open section, they're rubbish I decided to do as much as I could to avoid the torsion, as canwesteng said