You are correct. The plan to consider loading the LVL for the live and wind loads only. It s to risky, I think, to jack the beam and alleviate the dead load.
It has been a long while since I have been in this forum. Hello everyone.
I want to pick everyone’s brain here.
I have been called, of course after the fact, to evaluate a situation where a contractor has already installed a beam, 9.33’ span made up from SYP number 2. The beam is supporting 5...
My current certificate will expire in few months and they are raising their fees. For cost comparison, before I renew, would you tell me which one they pointed you to? Their website and selections do not have FL board of engineers.
OSHA and now ASCE 7 part 4.6.5 has provisions as the fall protection forces. ASCE 7 requires 3100 pounds live load. Keep in mind, if I recall correctly, when designing for these forces, you can use the ultimate strength.
Florida has strict procedures for digital signing and sealing. We cannot rely on simply using digital signature in Acrobat or Bluebeam.
Hopefully the following link will help you:
https://fbpe.org/legal/signing-and-sealing-engineering-documents/
Lutfi
I am curious as what fellow engineers here consider, to arrive at net C & C uplift pressure, as dead load resisting the gross C &C uplift pressure on roofs?
Regards,
Lutfi
It is settled. A surcharge of 100 psf is what my engineering judgement is telling me. This is based on the project and what I know what will happen.
Thanks for those who chimed in.
Regards,
Lutfi
Regards,
Lutfi
TLHS, the site cannot be accessed by traffic due to existing trees, playground and fencing on two sides. The other tow sides are water/river. Lawn mower is the most that I can envision.
I will use 100 psf. I was looking for a solid reference with surcharge values other than computing based on...
All, I am analyzing a sea wall that is used for a small park. The wall is retaining 4 to 6 feet of earth with the water in the river side is about 3 feet above the mudline. The wall does not appear to be subject to vehicular traffic. I am of the opinion that 40 psf surcharge would suffice. This...
Back in the day when I designed overhead cranes and runways, the channel was assumed to take the full lateral load. I wonder why the owner want the UC to be 0.85? Your approach seems to be viable. However, keep in mind that the DL from stiffening the runway add more more stress.
bones206, I am...
I am late to this post but better late than never.
That 1/2" plate, is it a canopy? Also, as a side note that has nothing to do with the RISA model, did you ever try to bend a 1/2" plate to create the lip at the end? I suggest that you consider changing the plate thickness unless driven by...
Here are some of my comments:
1. The embed plate thickness is overkill for 600 lbs.
2. The number of headed studs at the end of the small cantilevered beam is not good.
3. RC beam reinforcement (top for tension and bottom to simply hold the beam ties in place) should have terminated with ACI...
Very specialized field. My advice is to hire an expert in this field. I have done a few of these designs in the past. The 0.5 psi seems low but it depends on the TNT equivalent weight and its locations form the structure. Dr. Sam Kiger with University of Missouri used to teach a week long class...
It is a terrible idea to place a footing over any water or sewer lines especially if they are pressured. If the line ever breaks and the footing is undermined, the structure will be in deep troubles. My advice, based on over 40 years of experience, is to re-route the water line if you can...
