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I don't mean to be obtuse, but why wouldn't a frame composed of (2) W27x84's, on springs, w/ (3) perpendicular W14x43's (pinned conx's at ends to W27x84's) be expected to rack? Welded plates at the ends of the W27x84's aren't going to do much. The guys loading the heavy units onto the frame...

I'm with KootK now. Most heavy dunnage frames I've encountered (for AC/EAHU units & other MEP) have had a LOT more small stabilizing members.

I've attached a basic flowchart for transverse stiffener design. You might be able to size the stiffener for strength only considering the contribution from one side. However, your situation seems to be more of a serviceability/deformation issue that's affecting performance. Stiffening on the...

The way the wind is blowing...... SE exam/licensure as the min requirement in all states is literally what the "Structural Engineering Licensure Coalition" lists as a goal... Middle fingers to them...

Your strategy could work out just fine. Depending on the governing limit-states and field-conditions, you might have alternate solutions available. For example: strengthening the conx by applying a pair of C-shaped field welds at the angle legs to the girder and abandoning the bolts in place.

A lot of companies might start hiring young test-taking phenoms to be SE stampers, and engineers in name only.... I'm a steel specialist and I know I can't pass the SE exam, let alone find the time to study, afford to update my study materials, and then pay the exam fees.

Depends on the workplace. Music should probably not be played anywhere there are safety hazards, like a construction site, inside a fab shop, etc. But in an office environment, I'm fine with anyone listening to whatever they want, via headphones/buds, in the privacy of their own...

Maybe something like this. Slot the connection plate around the flange(s) and weld the full depth of the shear connection plate. Add another plate as required.

Not sure if it's applicable, but becoming financially independent from my job (aka paid-off mortgage and vehicle) made a world of difference in my willingness to negotiate and stand up for myself. Things like that add a lot of background stress, leading to burnout.

If you're using a 2 or 4 bolt unstiffened flush end plate, pg 37 of AISC design guide 39 says "In the design of bolts for shear forces, it is commonly assumed that all the shear force is resisted by the bolts at the compression flange. This is a convenient assumption that allows the tension and...

Thanks for the response. I'm entering into this type of work for the first time and am grateful for your overview.

Does anyone have any experiences/tips for running a successful operation w/ Secure Worker Access Consortium (SWAC) and data confidentiality requirements? I work for a steel company, which is going to have to set up secure document processes/procedures in a remote setting. Meaning, we will be...

It's not going to be possible to get a gun on the head/nut that's next to the W8 web. But hey, maybe this isn't even technically a structural application and you don't have to pretension. Another red flag that I see is the edge distance. A W8x10 has a 4" wide flange, so the edge distance =...

I can't exactly tell, but those look like some REALLY low-quality welds.... From a practical standpoint, it will probably satisfy serviceability requirements, but from an engineering standpoint, there is a lot to pick apart. 1) By welding directly to the beam above, the load path was changed...

Could you extend the HSS column up to the top elevation and create a gusset plate "node" at the location where the bracing members come together? Something like this, where the HSS is broken, the gusset is welded, then the HSS quarters are re-attached: For calc presentations, maybe provide...

With small square & rectangle HSS members, you'll have to use engineering judgement or market knowledge to estimate a reasonable effective weld length/workable-flat (or google the shape and give a conservative guess). There are a few quick and dirty approaches to welding HSS like this. 1) CJP...

My response is a cop-out. This is one of those situations that rarely comes up in practice. If the HSS wall is so thin that the b/t or h/t ratio > 30, it's probably not a good idea to run the connection load path through the HSS face. Options to handle the out-of-plane loads would be 1) Upsize...

1) The example on DG29, pg 108, uses the additional moment as an "internal force" within the connection. It's probably OK to maintain your current global moment diagram, and only consider additional V & M effects within the connection design. 2) Standard practice under AISC is to ignore the...

DG29 authors decouple the moment into a normal force, applied at 1/4 points along the gusset edge. Rearranging the moment equation (M=r*L/2), the resultant is r=2M/L. DG 29 states "The authors base the calculations on the largest resultant normal stress, though obviously the moment will add...

It's an obviously exaggeration describing the poor return-on-effort/time for verifying complex, unfamiliar, Excel sheets/code. AKA "The results are verifiable, but I have no idea wtf this code is doing and I don't have time to dig into it."