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Can I ask your guys' current age? What is your specialty or field of work? Thanks guys for the awesome feedback!

I think about breaking out on my own full time, often. I started my side engineering business in 2018, mainly servicing the residential market and some commercial. It's grown at a steady clip each year with 2024 being my best year yet. Here's my conflict. I'm 35 with two kids. I have a...

Two 10ft tall 2x4 walls with double top plate, non-continuous stud framing adjacent to staircase. Wall span is 8ft wide. I recognize this framing is a big no no, per the code and it was called out by the city inspector. Should have probably gone with continuous 2x6 studs. Is there a retrofit...

For that size, deflection is no longer controlling. It's the stress in the beam.

Would you believe me if I said the beams need to go from 7"x16" to 10.5"x22" ? Because this is where my calculations are leading me. 6-Ply 1.75" LVL 22" tall.

So this brings me to my next question. Are these beams considered floor members, or roof members?

Interior floor beams that will be receiving load as a result of Live Roof loads and Wind loads, as they support a portion of the roof structure.

The code deflection limit charts for Floor Members simply states: Live load = l/360 Nothing for Wind D+L = l/240. So am I only checking the Live Load deflection and the Load combination (D+L) deflection? Does my Load combination of D+0.75L+0.75(0.6W)+0.75Lr not need to meet l/240? Or is...

Thank you everyone for your input. The solution that we have reached will be to shore the ceiling, and install a new, properly sized LVL beam in its place, more than likely 24" in depth. The Contractor agreed it will be the easiest option to construct, because he can install it one ply at a...

Yes. This was half way done and the beams were installed when I was called. I was asked to verify the beam size after the fact. The permit was approved for the original design, unfortunately the permit was approved without any engineering of the beams. Then once the building was built, the...

The problem is these beams were never designed to begin with, and are undersized even without the additional live load or “change of use.”

If a column were added, the foundation would need to be modified/analyzed for sure.

So now you would effectively have a 40” deep LVL beam?

Is there any potential retrofits to the existing Timber beam that would work? Maybe building up the section to have the 21” depth?

Fantastic. And you're absolutely right. The deflections would not meet IBC or ASCE limits. So now comes the fun part. What is the solution here? Is it simply to not occupy the attic? If they are dead-set on utilizing the attic, I immediately think of 2 options: 1. drop another 5x5x0.25...

I think they are definitely supporting vertical Load. I actually made a truss model of one rafter system with both vertical members and the lateral 2x6 brace. They are using this space for a single office. Is a LL of 80 psf required, or could it be lowered to 50?

I was contacted by a building owner that wanted to build out his attic space into offices, and needed to ensure that 2 installed beams (Beam were never previously Engineered) are adequate to handle the additional live and dead loads. There are two beams in question, each comprised of Four 2x16...