Great questions, and thanks for your insight.
I will follow up with the architect to see whether there is actually "wall openings" for this glass, or whether the glass is just for looks, and actually just behind it is the CMU for the MWFRS.
If it's CMU, I'm in great shape for the design. If...
Hello all,
I am working on a new commercial retail project. Attached is the intended schematic elevation.
When I was first coordinating with the architect (prior to elevations), they mentioned the build would be CMU wall systems.
However, looking at the elevation provided, it seems that I’d...
Thank you all for your great feedback.
I apologize for not providing information upfront, but there are two additional caveats for your consideration. The structure needs to be missile-impact rated per ICC 500. Based on the NIST study, I understand that typically concrete walls, or...
phamEng, sorry I wasn't clear on the scope before. I agree with you on the phased construction.
I know we can sawcut the exterior face shell of CMU to inject grout in open cells, but would they be able to also slide in and position rebar? Would they be able to sawcut the wall at the base from...
Thanks, phamENG. The building is the central control station for a Lock and Dam, so closures would essentially render the lock inoperable, and boats would not be able to cross throughout the duration of construction, which would be a huge issue.
I agree that the temporary structure is the best...
Thank you all for your responses and support.
To give a little more context, the building is only 13' tall. Not big by any means, but based on what phamENG was saying, it's still a huge significant effort if Operations is to continue during the work. This work is for a Government facility...
Hello,
I am working on the structural/architectural rehabilitation of an 80 year old 30'x60' building. CMU walls, and steel joists (from the 1930s) with some type of built-up roofing system that bears on the joists.
The roof is intended to be replaced. So, a full demo of the built-up roof, the...
Jerseyshore, yes, I meant contraction/control joints. Thanks for the advice.
Couldn’t short term temperature/shrinkage cracking still occur, though, up through the slab curing process, and then through the construction process?
Hi, I’m asking because typically the main slabs on grade do not have construction joints - only the garage and patio do.
I guess both make sense, since the garage sees higher vehicular point loads, and the back patio is supporting the facade.
But why not the slab on grade for most of the...
JAE, thanks for your feedback.
I understand resolving the concentric load to the Y Position and then including a torsional moment about the Z axis. Yes, the beam spans from point A to point B along the Z axis.
What I don’t understand is the moment about the X axis. Do I calculate that based on...
Hello. I am trying to analyze an existing beam for the following load conditions. The beam section is an "L shape".
So for the cantilever, I can simply use the basic moment and shear formulas, and reinforce the tension side accordingly.
- Another option I am considering is to consider the...
Hello,
I am working on a minor structural rehabilitation project, that will utilize some structural steel. I am not concerned with the capacity of the steel...I am spec-ing stainless simply to prevent corrosion. I am editing 05 50 13 (Misc. Metal Fabrications), and 05 50 14 (Structural Metal...
Is there a reason why Figure 30.5-1 does not provide positive GCp factors for h > 60'? They do for h < 60'...just wondering what the justification is? Do we typically not design for any "downward" C&C pressures then, only uplift?
...Load - lbs. per square foot of width at midspan.
Not sure which one to use, and how to interpret this. I would assume my load would be 16 kips/(2*10"x20") = 5.75 ksf
Is that my Concentrated Load? Or do I try to calculate the C load...not sure how to interpret the C load.
Thanks for your time.
...longitudinal force from the crane. I don't think the plate needs to be 8" tall, but as of now, if I perform the following check per AISC F11:
(Lb)*(d)/(t^2) <= 0.08*(E)/Fy?
Lb = 2*8" (cantilever) = 16"
d = 8"
t = 3/4" (I know I said 1/2" in original post, I was mistaken)
E = 29,000 ksi
Fy =...
...theory that can justify it? I have seen some explanations on here talking about the Z/S ratio.
At work, I am being told to just check (phi)Mn = Fy*S, and I also want to know whether it is reasonable to assume that the plate can get to the plastic moment without buckling or other modes of...
...a 50 plf lateral or vertical load (or the 200 lb concentrated equivalent).
I am applying a 0.175 k-ft/ft moment to the channel (based on 50 plf * 3.5' handrail height). The channel support beam for the handrail (also supporting grating above) is laterally braced every 5'.
If I model this...
Thank you very much, azcats - your explanation makes a lot of sense and sounds right.
My issue was that I was using the face width of the tower for the moment arm, not the perpendicular bisector length from one corner to the center of the face width (the 7.8' value that you mentioned).
Hello,
I found a sample "tower material take-off" sheet from TNX Tower - a structural analysis software geared towards telecom towers.
One thing I am always confused about is the base moment - see attached PDF...
HTURKAK - Thanks.
From what I was discussing with Steveh49 above, it seems that I am double dipping - by subtracting 62.4 pcf from submerged concrete and soil, AND also accounting for the trapezoidal uplift resultants when calculating my overturning moment. I am now with the understanding that...
