What are you trying to calculate and what material is this? I ask because if you're talking about concrete capacity design, this is actually a pretty complicated answer that doesn't necessarily pop up easily. It's the weird 'thing that you'd think is basic but is actually a giant giant pain'...
You can get incredibly complacent on letting things into contracts because they generally don't become a problem. Most clients are reasonable and most projects don't get to the point of disagreement where you're parsing contract terms in detail.
Most of the time our contracts are basically...
NDA's aren't unusual, but don't go signing random liability waivers and things. Cross out the stuff you don't like, initial the cross outs, sign it and send it back to them with your concerns asking them to countersign and provide you a copy. I've never had pushback from reasonable companies...
I don't have any mumbo jumbo. Mine's just a picture of my stamp with my signature on it, with a computer generated date. Basically, it looks like a wet stamped drawing but the date is typed. Everything else is contained in the digitial signature itself that's embedded in the drawing. Check...
Like I had said above, though, you can also design the tank using software with a response spectrum analysis and then do holddown and skid design using simplified numbers from a non-structural component style static analysis.
None of the ASCE-7 sections fully cover this type of design. It's sort of equipment supported by a structure, but it's also sort of one structure with subcomponents, and it's also sort of components on a foundation system. You can draw the box in a variety of valid ways. To some degree you're...
Unless you have a relationship that you need to maintain with the architect, just inform the parties and the city that it's substantially non-compliant and walk away. You don't have to fix things for a client that's going to be hard to work with and isn't going to pay you in line with the...
There's basically two ways to approach this.
(1) Simplify as much as possible and use a large base shear factor for everything. Do very high level static calculations, get yourself a seismic factor as a percent of gravity (or a couple for different categories of equipment) and run with it...
I'm confused by the distinction levels you've got there. The 'document hasn't been tampered with' is inherent to any digital signing. It wouldn't need a third party to validate that. If the signature is still there and there isn't any versioning tagged by the file format then it hasn't been...
I don't generally explicitly check punching shear. I use one of the methods for point loads in ACI 360-R or the US military slab on ground manuals. It's not really a pure punching shear problem because of what XR250 is saying.
I'll also sometimes just assume load goes straight into the...
Realistically, if you're designing it to a reasonable area load this isn't really going to be an issue I don't think. say it's a 4x4 platform at 100psf. You've got 1600lbf and a 1.6 factor. So ultimate capacity is 2560lbf. That's 10 or more times a person's weight. Also, steel equipment...
Foundation stuff isn't really what that section is on about. In Canada at least foundation rocking is specifically dealt with in other ways. If you're going to capacity design, it generally requires you to do it the other way (i.e. design the foundation to the capacity of the lateral system)...
I don't have the code in front of me to figure out the context, but I think this is the clause that allows for fusing in the attachment (i.e. the thing that attaches the anchor bolts to the structure). This might be something like a plate that fails in large deflection bending so that the load...
I think I kind of agree with you here. I'd be worried about slop in parts of the connection and the dynamic stuff related to wind. Getting it back to the original shape to prevent that feels pretty tricky. Obviously some amount of damage is okay, but I'm not sure that I'd be comfortable...
The cost to buy four longer eye bolts so you can put a nut on them is going to be way less than the time spent screwing around threading the holes and potentially troubleshooting them, and the time for the math and planning you'll do related to it.
Ha, I actually deleted a sentence at the end of my last post talking about how now we just have to detail for breakout on the back anchors on the top but deleted it to avoid the sidetrack conversation :D
Yeah, I agree with this. I was reading your reply as being an internal load distribution...
I thought you were originally talking about beams coming in at right angles to the concrete element and embedding with a moment demand, which is also what Koot drew. There is a design method for this in the Canadian Precast and Prestressed Concrete Manual that I've used for heavy equipment...
I had to do shear friction stuff with overlays and short dowels at one point. I ended up using the Palieraki et al method as one of my justifications. It's also what Hilti is leaning on now for short embedment dowel/friction stuff. It's pretty reasonable to use...
