This is less of a question about physics, and more of a question about life safety. That's why importance factors, risk factors, and building classifications exist. There are many exemptions for utility buildings, so I was wondering if I had missed it.
I agree 100%. The numbers just don't...
I'd design the pier as a column with the thrust load at the top and a fixed based where the hairpin will be. As long as the pier is solid enough to handle the moment at the base, the thrust will get translated into tension in the hairpin.
I have a client that builds portable shed buildings, and I'm wondering the necessity of rafter ties in high snow load areas (50-70 psf). I understand the building code is pretty straightforward on the need for rafter ties and/or a ridge beam, but I was wondering if there are alternative...
Really just boils down to construction. That would likely be too difficult to build while shoring the wall.
I think we are set on an HSS beam and HSS columns. My question is the connection. I cannot find any details of a bearing connection between an HSS beam and column. All of the details and...
Okay so after hearing back from a couple different attorneys, the consensus is that you are NOT required as a foreign LLC to file for COA with the secretary of state in a state if you do not have a physical office there, and you are not physically performing the work there. You would just get...
Just to follow up, heard back from FL, TN, and NC Sec of State. They all said, "We cannot advise if you do or don't have to register a business. You will need to contact a legal advisor."
So much for that. It's odd that they can't comment on their own requirements.
I reached out to both and hope to get some clarity.
I believe the confusion stems from "Does your firm offer services IN the state?" vs. "Does your firm offer services TO the state?". I.E. are you physically located in the state and providing services, or are you states away selling your...
The question that is unclear to me is if that pertains to ALL firms or only domestic firms. They fail to make a distinction between foreign and domestic. I have reached out to several SoS and boards for clarification. I agree with you though, I am looking at a ridiculous amount of SoS filings...
I reached out to NC to see if I fall under the interstate commerce exclusion, as I believe you would, too. I would ask your attorney to review Article 7 of the state statute, more specifically 57D-7-01 subsection (b)(8). I will return to this thread with what NC says.
Would you agree that...
It won't be centered under the load. See my response to jerseyshore. I believe I can attain the required strength with angles and a Wshape. Just need to ensure no rotation about the web. Two beams may be the way to go.
That is the mindset I have as well. I have not consulted an attorney, but it seems to me that the "interstate commerce" exclusion is pretty self-explanatory. I just wasn't sure if anyone had actually been providing services in other states without a COA. Now that I know it's possible, I can dig...
I am going to check this with a W shape and with an HSS member, for the sake of torsion. We will see how big of a member I end up with and if which the contractor wants to weld.
This is a great point to consider. I had the thought of making the plates intermediate to allow for easier...
Yes. The 8" supports 38' span steel beams going to the "left" and the 6" supports 20' span LVL beams going to the "right". Both interior. Not entirely sure how they ended up with that configuration but here we are.
I have a client that does work in multiple states, but I only work from my home office. I have been getting individual licensure, firm licensure, and registering my LLC with every state, but they are wanting to expand into a LOT more. I will still have to get individual and firm licensure, but...
I believe I attached it correctly. This will be the cross section.
I typically use angle/plate and bear on the CMU wall for shorter spans, but I believe these circumstances will require a steel column support.
That is a very good point. Do you use angles to provide something for the wall to sit in or do you leave it exposed?
That isn't out of the realm of possibilities. Only issue I can currently see with this would be to make sure to get the deflections pretty close to protect the finishes. I...
My concern is I've never done it [lol] I'm not sure what complications arise with flange buckling due to load eccentricities. I can check torsion easily. I suppose it's no different than a plate analysis.
Agreed, but that can be checked pretty easily. Flange yielding is my primary concern.
I am going to have to add something to the flanges either way to give the CMU wall something to "sit in". I had thought to continue the plates on the outside face of the flange up a few inches to achieve this, but I suppose I could just use angles and stiffen up the flanges that way. I plan on...
In either event, there would be some shape combinations as I'll have to use an angle on an HSS to give the CMU wall something to "sit in". I do think that would be cheaper though.
I have a client that is wanting to open up a CMU wall for as long of a span as I'll allow. Typically, I would just use angles for a lintel for the opening, but this wall is a combination of one 8" block wall and a 6" block wall, leading to an overall wall thickness of 14-15". I know I can find W...
