The change in shaft dimensions is OK, However...
1 - the top of any setback greater than 2" needs to be beveled at 75 degrees
2 - the elevator contractor should be informed as they will need to adjust their bracket dimensions - the contractor should have a maximum bracket length. IME the ~8"...
Take this with a grain of salt as I have very little knowledge of pipe stresses, and I havent looked at ASCE 7 before writing...
I think it would be prudent to design for the higher loads. If the column doesnt need to be reinforced for the higher loads, great. If it needs to be reinforced for...
@WARose - if the issue is from cantilever bending of the web plate as opposed to torsion - adding stiffeners solves this, correct?
It seems the web plates need to be added if I am to propose the x brace, so I may just have them add the stiffeners first and if there's still any movement, then add...
I was able to submit a NY criminal background check and it worked just fine, but it may be that PA was the second state I was applying for, so I only needed the check from the state I already had a license. It may be that you need one from each state you have a license, in which case the FBI one...
@centondollar - Im not sure I agree with your assessment that stiffeners + bearing plate wont solve this issue. Its not quite a torsion problem, but cantilever bending of the web plate
There are 2 beams, 41.5" center to center.
X-brace seems like overkill, and it seems like I would need to...
has anyone successfully figured out what registrations are needed for PA?
I have a PLLC (NY) and plan to do business in PA. Is it as simple as filing the fictitious name registration form? Am i missing something else?
@xr250 - this is an interesting idea. I realize now that I left out any dimensions - this is a W18 with top flange ~12" above the slab. If this was larger, I think knee braces would work better but I'm not sure the added complexity is economical
@jayrod12 - I approximated deflecting force with delta = PL^3/3EI, as I am assuming the deflection is coming more from rotation of the web& top flange about the "fixed" end embedded in the slab. I came up with ~2250LB, but I really cant figure out where this is truly being generated as the...
I have a job where a piece of rotating equipment is sitting on top of steel beams. Rotation is in plane with the length of the beam, so theoretically there is no (or very little) lateral force on the top flange. The beams were supposed to be set such that the slab was poured flush with the top...
In addition to the SWL, the tag would have the shape designation and beam length for that particular beam to be sold.
Putting the incorrect tag on a beam would, IMO, be 100% their liability. I understand I would inevitably get dragged into any lawsuit - but this seems like a situation with an...
How do you guys adjust your pricing for designs that will be used multiple times?
For example: I have been asked by a machine shop to provide SWL ratings for aluminum beams they sell to contractors for rigging equipment (~5000 lbs max load). I have been doing rigging plans and choosing beam...
@dvd I'm not sure this applies to the design of these beams specifically, but this is certainly useful information regarding load testing requirements by the end user - thank you for the reference
@RenHen - in my analysis I have provisions for the local flange buckling and load impact factor. Ill refer back to CMAA to see if I missed anything else on FOS.
Beam is definitely not braced against LTB - thank you for confirming the prior analysis doesn't make much sense - really just needed...
@phamENG - thanks for the quick reply. Maybe I did a poor job of explaining the situation (specifically the mention of A-Frame legs) - consider this a simply supported beam with a point load either from a rigging strap or beam trolley. This is an above the hook beam.
I have used CMAA 74 for beam...
First project I'm taking on myself and totally having imposter syndrome. Project is to provide load ratings for some aluminum (6061-T6) beams that will span between A-frame legs to be used for rigging. Beam sizes S6x5.1, S8x8.81, S10x12.1, lengths in 8'-15'.
I have a previous engineer's...
Have any of you used or heard anything about Beazley?
They seem to not only be the cheapest option I have found, but also have good educational/RM resources. The broker I spoke to also seemed knowledgeable.
@Eng16080 - great points about contracts and risk management help. Based on this maybe Ill only use biBERK for GL and get PL from a provider with more resources
@phamENG - totally agree I want the insurance to be there when/if I need it. Im not opposed to paying more for peace of mind. Who do...
Does anyone use biBERK for professional liability and/or general liability insurance?
I'm getting insurance quotes from a few different providers, and biBERK seems to be significantly cheaper, especially for the GL. I asked the agent why that would be and the reply I received was that they tend...
The 2x factor comes from the elevator code (ASME A17.1) which says that the supports must be designed for double the tension in the ropes to account for acceleration/deceleration (2.9.2.1).
Its true that during normal operation it is unlikely to experience the 2x, but this load is possible...
