Two parts:
1) Curious how others define slab on grade edges with regard to concentrated wheel loads. For discussion purposes, assume a slab on grade with fiber for crack control only and provisions of ACI. Would you consider loads adjacent to interior control joints as an “edge”? How about at a...
I picked up the pdf back in 2017 from IHS marketplace. Not sure if it's still available, but here's the live load table.https://files.engineering.com/getfile.aspx?folder=b487e14b-7771-4cb7-8747-fe4001e0fdc2&file=Document1.pdf
Attached is a photo from a site visit before the holiday. I have a roof deck that appears to be fluted concrete. One of the flutes was embossed with "InLand". Anyone familiar with what type of product this would be?
I'm looking through SlideRuleEra's Featherweight Concrete Insulating which...
Step away from the last reply and was curious the number of additional comments this thread received. Climate in question would be Michigan, so 2x6 framing, which prompted the question.
Enable, are you able to provide the ASHRAE paper? I'm curious to know.
Good points phamENG, appreciate the response. Yes, I don't like relying on the gyp, but from the photo, showing it inside, that where my thoughts followed. I'm familiar with the Zip boards and have used them on previous projects.
I was provided the attached figure considering for single story, lightly loaded (SDC A, 115mph wind) wood frame office building. My initial concern is uneven bearing stiffness between the concrete and insulation would lead to cantilever or cross grain bending in the sill?
This is similar to...
4-story wood frame structure in upper Midwest (no seismic) with interior CMU shaft walls 8’x10’(away from exterior walls) for small MRL elevator. CMU shaft wall is not being relied on for lateral resistance. Shaft wall is at the intersection of perpendicular corridors 6’ wide framed with 2x...
Reading through the rafter with fly brace thread, I'm still hemming and hawwing on a condition in the attached. I may have dove too deep and the lack of oxygen is turning off my brain. Please see attached and share your thoughts on the unbraced length for flexure of rigid frame member where...
Try redvector.com which is what I use (I don't work for them, or have any ties to them outside of getting my pdhs). Full disclosure: I'm still in my first registration period for OH, so I haven't really got into it. And I typically do at least one live 8- or 16-hr seminar a year anyway.
Here's...
You can try AISC’s paper on wind loads on pipe racks? It’s an engineering journal article so it’s free with a membership.
https://www.aisc.org/products/engineering-journal/design-of-structural-steel-pipe-racks/#.XVthxSQpCEc
Working through design of a 48' span assembly loaded (100 psf) non-composite mezzanine beam with 1-1/2" metal deck and 3" nw concrete slab. Contractor has a W30x148 in a yard with a 3/4" camber (W30x99 works). Based on analysis using the W30x148, there is 0.6" of dead load deflection for the...
Interesting comment I received from a local reviewer for a small single-story wood frame building:
"MBC(2015 Michigan Building Code)2304.8.2 [IBC2012 2304.8.2]. Structural roof sheeting(sp). Glue top chord to underside of sheeting(sp)." Has anyone seen this enforced, done, etc?
Conversely...
Check NAAMM Pipe Railing Systems Manual: https://www.naamm.org/content/uploads/products/amp_521-12.pdf
There's reductions in moment demand based on railing configurations. It may help as well.
Ajh1, that’s my concern regarding the liability. Curious to see how others approached this? Anyone want to share a case study?
At this point I feel you notify the client/owner (taller building), advising them to inform their neighbor (shorter building) about the increased loads and advise them...
OldBldgGuy, exactly. But in this instance it would be me and my neighbor started at the same height, so assuming “same” design. Now you come back and add two stories. So it falls to me to maybe reinforce my roof (and at my expense?) because you want to build taller?
Who has the liability here?
