My state has very specific requirements for "Residential Accessory Post and Beam Structures". This only appears in the residential code and is severely limited in size and height. It is a prescriptive method that will allow you to be code compliant. Beyond that, I tell people if they have a...
We human engineers will always have something that AI won't and can't...Professional Liability Insurance. Until AI can be sued and held liable, we will have a job. That said, AI will be an invaluable tool once the marketplace matures. Right now AI is just a buzzword to most without proven...
P/a & Mc/I of the new brick piers is how I would approach it. I would be OK using URBM to resist wind loads, but I would recommend against using it for seismic resistance. The load reversals will break the wall apart after just a few cycles.
For what it is worth, notifying your insurance will not necessarily result in premium increases. Our insurance wants to be notified and it does not have an effect on our rates until there is a claim. Once we notify the insurance company of a possible claim, they will put the project into loss...
It is not our place to direct or stop construction. That can lead to increase liability based on the way our insurance works. Our work product is our sealed drawings and therefore that is our only means of recourse. In the past I have contacted the AHJ and pulled my stamp from the project in...
I agree with most on here that you have everything to lose and nothing to gain... Maybe I should restate that, your client has everything to gain and nothing to lose. I would insist on the sealed calculations or check every connection yourself. If they will not pay you to check them then insist...
I agree with your assessment if you are looking at this as a pure beam supporting rafters. If you look at the two sloped roofs as plywood beams spanning end to end and leaning on each other at the ridge beam then the splice may work since it is really acting as a tension member and not a true...
This loading is based on someone changing their tire using a bottle jack. Hence the small contact area. I generally use 2 times d (depth to reinforcing steel) plus 4.5" as my effective width, which is a 45 degree shear cone.
Based on what I could see I think you have expansion/contraction issues where the brick band above the slider is continuous and the brick to the right of the slider is a relatively short length of masonry. This causes larger expansion/contraction forces in the upper plane than in the brick to...
I agree with KootK that torsion in CFM header will be a nightmare. At 25' long I would absolutely go to a hot rolled tube spanning between hot rolled columns that I can use to resist the torsion. If there was not a canopy you would have a chance, but with the canopy you are going to work very...
Box headers are typically toe-to-toe unpunched Cee sections with a track top and bottom. I will design the Cee sections to resist the gravity load and the track sections to resist the lateral load.
Pyritic sulfur is extremely susceptible to oxidation and will break down into sulfuric acid and secondary sulfate crystals. As long as it is not exposed and there is no oxygen present it remains stable. However, if allowed to oxidize it will increase in volume and can cause so serious heaving...
I have a structure I designed in RISA Floor 9.0. When we updated to RISA Floor 10.0 the model still ran and solved fine. Now that we have updated to RISA Floor 11 the model will not run. I get a framing error (2049). It says Framing circuit N1-N4 is completely within N40-N45. Nested framing...
