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Hey everyone, I went down the rabbit hole a bit and want to ask everyone else how they deal with it. We do a lot of projects with big sloped roof overhangs (think big porch roofs over 10' deep) that are not at the roof level. For the components and cladding loads for wind blowing toward the...

Is anyone aware of a detail to put a track section against an existing LGMF stud wall (fire rated) that is rated (has an ICC/equivalent report) for use over 2 layers of gyp board similar to what simpson has for wood ledgers used over a layer or 2 of drywall? Thanks!

Hey folks! Scenario: wood stud wall sits on edge of a slab, that slab edge is thickened to 8" and sits directly on the wall footing. The anchor bolts for the wall go into the slab only. There is no rebar between the wall footings and the slab that the wood wall above is sitting on. The picture...

Hi Everyone, I have what I thought was a simple question, but turns out not as simple as I thought. I own a small engineering firm and I operate in a lot of states. I've been a sole prop for a few years for simplicity. Here's the question: If I register my business as an LLC or S-Corp in my...

Hi Everyone, Here's a question for residential projects. Cantilevered concrete stem walls are popular in my area for lookout basements. The governing residential code says you can use propped cantilever stem walls for wall runs of up to 35' before a perpendicular wall is required to brace the...

Hey everyone, Has anybody seen a garage slab from the 1950's or so with steel beams fully embedded in the slab? See the attached picture. The steel beams are 4' oc and span about 18' with a wood support post in the middle. It looks like there are 2#3 long bars in the slab running parallel to...

Hi everyone, Here's what's going on: -Recently constructed 6" thick SOG in a secondary containment facility (aka water tight concrete) -Reinforced with 0.006Ag (heavy - I know) reinforcing per ACI 360 so that movement joints aren't required (they're expensive to install and maintain - extra...

Hi everybody, I'm used to working in the industrial realm where galvanized steel is regular. I've been asked often about paint systems that can be used in lieu of galvanizing for low-risk applications for non-industrial applications - e.g. a steel beam used for a residential deck. Is anyone...

Hi everybody, We are having an internal debate - what R value is appropriate for a 1-story pinned-base moment frame with several bays? (no seismic detailing - see attached image). Side 1: Moment frame provisions apply, R = 3. Side 2: Column is in single curvature and moment frame provisions...

Hey Everybody! Here is a question we discuss internally frequently and I'm curious what everybody else does. Situation: We have a composite steel podium with several stories of wood on top (+/- 50' tall building). We have a CMU elevator shaft that we're not using as a lateral system. On the...

Hi All, I've got a potential design coming up that might involve a large round column (48" OD w/ +/- 1" thick walls) that will have a series of 12" diameter holes spaced 5' vertically and spirally arranged around the pipe(assembly will be roughly 60' tall). My first thought is to design it...

How do you deal with specifying pretensioned stainless steel bolts? Or do you avoid them and weld those connections that would required stainless steel (i.e. bracing connections)?

Hey folks, I was perusing IBC the other day. How does everyone handle the vertical tie requirements from section 1615.4.2.4? For instance, at a light frame bearing wall where there is sufficient dead load to resist all overturning,would you still provide a continuous tie?

I'm just curious - does anybody out there use Revit for structural analysis and design? I've used RISA, RAM, and a bunch of other programs...does anyone have any experiences using Revit they wouldn't mind sharing? Thanks!

Who uses AIA contract documents for their engineering contracts? Do you modify them? If you don't use AIA, how did you come up with your standard terms and conditions? Did your legal counsel and/or insurance agent help at all? Thanks!

In reference to thread507-90689, I have a follow up question for everyone. It seems that the general consensus is that unbalanced loading causes moments that ought to be considered. That makes sense for loads into the flange of a WF. For beams framing into the web of a WF, does anyone consider...

Hi all, I've been a structural engineer for 4 years now and have worked almost exclusively on industrial structures. Would it be of value to try and learn some about other industries (residential/commercial/mixed use design)? If so, could you point me to any good resources? Thanks!

Hi all, I have a client that wants to use a 4.5" stem wall (non load bearing). Does anyone ever use WWF as reinforcing in a foundation element? Would you ever use WWF in a stem wall? To me, that sounds like it's probably not a good idea for long term use in a thin stem wall. Thanks!

I have been a structural engineer for roughly 4 years now and am about to take the SE exam. I relocated a year ago for family reasons and now and it appears that my professional growth is going to stall if nothing at my work changes in the near future, which I don't anticipate it will. As of...

Hi all, Here is a question I've been trying to find an answer for. I attached a sketch to clarify. ACI 318-11 Section 7.10.5.7 requires you to have ties in the top 5" of a column (or pier) to "improve load transfer from the anchor bolts to the column or pier..." ACI3 318-11 Appendix D.4.2.1...