Recent content by Lutfi

ASCE clearly defines the "span" from support to support. For further reading consult Guide to the Wind Load Provisions of ASCE 7-10 by Kishor C. Mehta, Ph.D., P.E. and William L. Coulbourne, P.E.. See Answer to frequently asked questions number 18 (quoted below): "18. Metal decking consisting...

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.

Thanks for the response. Your thinking and approach lines up 100% with mine. Cheers!

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...

If what you are saying is 100% correct, then run Forest, run away from this job, as fast as you can.

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.

I have been using Entrust. Her is a link to their web site: https://www.entrust.com/

Follow the threshold inspection plan that must be generated by SEOR.

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.

That is right. Florida has strict procedures, as it should be.

Are you serious? What state is that?

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...