AISC 360-22 (and earlier versions of the AISC Specification) discusses the potential need for stiffeners in two locations – Section J10, Flanges and Webs with Concentrated Forces, and Section G2, I-Shaped Members and Channels.
Stiffeners are sometimes required per Section G2 because of high...
If I have a column schedule, I identify the column as follows on the framing plan: COL UP 125k
If I don't have a schedule, I identify it like this on the framing plan: W12x40 COL UP 125K
It's a good idea to show the axial load just to give someone looking at the drawings an idea as to how...
Instead of drilling and tapping threads in the bottom flange, how about welding a single row of threaded Nelson studs to the bottom flange and then connecting the eye bolts to the threaded studs with a threaded coupler? The only problem might be matching the threads of the Nelson stud with the...
No.
First of all, that's a really small beam (8" wide x 12" deep). Trying to fit shear reinforcing in such a narrow beam will be nearly impossible. ACI 318 requires 1.5" of cover on all sides to the shear reinforcing.
But to answer your question, the maximum permitted spacing of the shear...
Since most foundations are below grade, what value of delta T are you anticipating? Zero? Is this a mat foundation under a building, or is it a mat exposed to outside air temperatures? Do you think this might be a trick question?! I never heard of a need to consider this?
If you are a junior engineer, there should be someone watching over you. Ask them. (I'm surprised a window manufacturer even makes a window frame like this.) One of the basic rules of concrete is that you should never embed aluminum in concrete, especially if the concrete is exposed to the...
This is going to be expensive. First off, what was the original detail? (beam depths and slab thickness) A formed slab spanning between beams is expensive because of formwork cost. We have always used composite metal deck. I have embedded beams several inches into the underside of slabs and...
It sounds like you want the flange bolts to provide flexural strength and stiffness for resisting the live loads, but not for dead loads. Unfortunately (in my opinion) it will be difficult to ensure that the flange bolts (with standard size holes) will be completely ineffective resisting at...
Any engineer who does not understand that the detail (no top steel at the slab-to-beam connection) is a bad idea is probably suffering from the Dunning-Kruger effect and probably won’t understand why it’s a bad detail. Is the person you are trying to convince a structural engineer?!
Tell them...
If the design is not complete, then all the peer reviewer needs to say is something like, "Drawings incomplete, therefore peer review is incomplete. Resubmit for continuation of review when drawings are complete." Actually the reviewer should ask whoever asked them to do the review if they want...
Will CFS studs spanning 36' @ 16" oc be able to resist 160 mph wind loads? NO
In 40+ years I have never seen or contemplated CFS vert facade stud framing spanning 36' anywhere in the U.S.
Don't do it; regardless of what the computer says. Are 36' long CFS studs even available?
Eliminating the top bars at the exterior support is a bad idea. What you illustrated in your detail (a crack where the slab connects to the beam) is a serious flaw and an ACI 318 code violation. In addition to compromising shear strength, what owner is going be ok with a continuous crack like...
I never thought about adding any additional weld length at start/stops on intermittent welds. If adding additional weld length was necessary, I am certain AWS would have addressed it in the welding code. (That is an extremely comprehensive document!)
Consider hooking the bottom bars or installing headed anchors on the ends of the bars. ACI 318-19 made some significant revisions to the development of headed anchors. Both of these will shorten the development length.
Luceid – I’m not sure what you’re referring to when you say “localized strips”. The way I see it, the mat foundation is an upside down flat plate. If the mat is bearing on rock the moment at the edge of the mat under the columns will be smaller, and the maximum soil pressure will be higher than...
I believe the Steel Deck Institute has a procedure for checking this. Typically transverse steel spreads the load transversely and the moment capacity is checked in the longitudinal (strong) direction.
I agree with canwesteng. It is the unbalanced moment that causes additional punching shear stresses. The unbalanced moment will typically be greatest at columns located at the edges or corners of the mat. All moments at the bases of edge and corner columns are unbalanced moments. You can’t...
It sounds like you are designing a fairly tall building. From my experience if you are trying to engage the steel framing with the shear wall core, you’ll need to do more than just moment-connecting the steel framing to the core at every floor. Depending on how tall the building is, we’ve added...
I don't know the answer to your question, however I am curious as to why are you moment connecting the steel beams to the shear wall, and why are you moment connecting the beams to the columns? Also, are the columns steel or concrete? They appear to be concrete. Perhaps there are regional...
