Eurocode splits load for both stability and strength. EN1990 6.4.3.1(4)
(4)P Where the results of a verification are very sensitive to variations of the magnitude of
a permanent action from place to place in the structure, the unfavourable and the favourable
parts of this action shall be...
Stability limit state you increase destabilising part of load and decrease stabilising part.
Strength limit state you use the single source principle. Either factor it all up or all down.
65% deaign that gets 1.5-2 external reviews must be critical stuff. How critical are we talking? I said 1.5-2 because you said the other engineer reviewed your review so not clear if he looked at whole design or just checked your comments were ok. If just checking your comments it sounds like...
@human909 Not a sole trader but small. We always need contracts or insurance walks away. They need insurance coverage and limit of liability agreed. Other things added in our std contract is still just one page and doesn't really look like a contract more like a summary table but they tell me...
Selling projects with approval is common. More valuable with approval in place. First developer might be short of cash or not actually a builder. Agree with others. You might not have a contract anymore so no protections if you work for new owner. Notation is a risky contract term. Most people...
How to apply loads in structural analysis depends on analysis model. I have used all your types except #3. And another type where you spread the contact pressure from #2 at 45 degrees to slab centroid so it will look a bit like #3 but not quite. Pavements always use actual contact pressure and...
Will be smoother if you and them both agree way forward. Maybe rougher ride if you go the bldg dept on your own. Sounds like you had a contract and then a written variation to do extra work. You say program is a problem but contract might have something to say about that along the lines that you...
Don't know your industry so can't help there. Not even in same country. But 30 years old, had a few different jobs, finding time for ASME with young family sounds like you've got capability for this. Business plan sounds like it needs some work. Any chance first client is current employer? Quite...
Interesting one. You said you want AHJ opinion anyway so is this to prep for argument with them? Couple of things first on where I come from. First this would be a question for BCA consultant or certifier and not for engineer here. Sounds like that job doesn't exist where you are. Second your...
I will prob bow out after this because don't do enough shells to know codes fully. But some thoughts.
These are submittals. Make designer provide reference for acceptance criteria?
Don't think you can come up with acceptable buckling factor from scratch and it won'tbe just one number. Will...
Still not clear to me exactly what you've done which makes commenting and helping hard. Some examples are 1.08 vs 1.02 buckling factor so you reanalysed without saying what you changed. Also you say you reduced E by 20% but your screenshot show 210,000 which is the full value. Did you reduce in...
Not sure I've understood your analysis. Can you redo it without the notional load and provide both sets of results. Also is 1000x30 the cross section or is 1000 the column height? (What is the kl/r value?). It would be good if you provided numbers for all parameters in your analysis. In any case...
@IRstuff Disagree. Your case was regulatory not competence. Even licensed PEs have obligation to realise when they are going outside comfort zone and step away or get supervision. License won't save them from a competence accusation or standard of care problem if they stray so there's no blanket...
I also don't get the makes a decision that affects the EOR business while somehow being an internal matter. Not going to get a definitive answer. But my view is unlicensed isn't the same as outside competence. Outside competence triggers public safety or at least consumer protection concerns...
@Metalchair Pretty sure you've got the analysis concept right based on how you've described the process. The main concerns have been mentioned already. My hit list would be
Bracing top of column and beam bottom flange.
Pattern loading.
Specifying shims so no gap and no unknown force jacked...
Agree that channels have a lot going for them. Plating one flange can give disappointing capacity increase in section properties as well and sometimes double whammy from losing little code capacity bonuses that apply to symmetric sections.
FEMA gives two cases for breaking wave force. One is for dry behind the wall and the other is for standing water behind the wall. You pick the one that matches your situation. The difference between them is beneficial water pressure so be sure it will be there if you take advantage of it.
Your...
Agree with Human909. I would do a software buckling analysis. That will be much easier than any hand method. But if need to do it by hand I'd try this way.
1) Take L=1m.
2) Take rotational stiffness at the 1m point equal to stiffness of the 10m column with concentrated torque at the 1m point...
@cec17 ACI 350 gives 0.375% with 2/3 in top and 1/3 at bottom. This comes from 0.5% base requirement but half of the bottom discounted for slab on ground.
@human909 You can go below minimum for footings if brittle failure doesn't cause collapse. You'll have to judge if your case falls under...
