Search results for query: *

I was looking at enercalc but didn't see an option to add openings. Am I missing it or does it just not show in the demo version?

What's the best software for concrete tilt walls? Or cast-in-place walls for that matter. Must be able to add openings to the analysis. JP

I am analyzing a side bottom rail beam on an intermodal shipping container. Does anyone know the "S" value on this in in3? Or have a software to quickly calculate? I know I had do by hand but don't really want to unless no resource is out there lol.. Attached is the section view.

How do you calculate Iyc? I am looking for Iyc of a W10x45 or similar. Would be nice if they had a table for this value for all standard sections. Want to make sure I can use formulas H1-1a by meeting Iyc/Iy guidelines.

I decided to just use a W16x77 with lugs welded on top and bottom flanges in line with the webs. Kl/r for weak axis is 196. However this is a lot of determining factors in BTH manual that I still have to check. I did check welds earlier today and they are good being 8” long on both sides of lug...

Thanks. Let me throw this out there... thinking about changing the section to the following so the compression will, without a doubt, be transferred to a wide flange:

ldeem, what did you use for "K" and "A" in your calculations? Are you suggesting that getting kl/r < 200 will fix the buckling issue?

With that being said, what do you suggest to make the beam fully-braced?

I am wondering if introducing 1/2” horizontal stiffeners will effectively brace the “top flange) which is the flat plate. Also wondering if I could solve a lot of my problems by moving the plate down to be flush with the top flanges of the channels therefore I have a good compression flange...

USA. Yes they induce 12.5k max in axial compression. I checked this incorporating area of section and it yielded a KSI below the allowed (computed from the formula provided by BTH)

Canpro, I’m not and I don’t know how to tackle that. Do you know how?

I am going to put a horizontally-orientated plate (between holes) on either side of the flat plate that protrudes above the channels. It doesn’t seem as if one person on this thread can answer the needed questions tbh.

Can someone break down how you convert a moment to longitudinal shear?

How would the section ever see twisting action?

ldeem, The channels are C15x50 and the plate is considered continuously braced because the weld will be continuous and the flanges of the channels (turned around) will be resisting any out of plane bending that may occur due to the low axial load induced from the top two corner attachment...

I think it will work with 5/8” fillet on both channels, but I want to be super confident. These conflicting statements are concerning.

I’m now a little confused. It seems 3+ have differing opinions on how the load is transferred. The plate itself is fine to take the entire bending moment (1.25”x36” plate) so I’m not too worried about the bending moment in the steel. I specifically want to know what the welds are going to...

And I take my “y” as the distance from centroid to top (or bottom) of channel? K/in/inch of weld: Ok say we have 10 k/in/inch of weld. I’m having a hard time correlating that. Because that’s what I was trying to do Friday and it didn’t seem right. Can you explain further please?

I understand computing the shear flow at top channels that results from the max shear (V) resulting from the shear-moment diagram. Got that, we’re good. However, I don’t understand how to apply the moment to the weld in terms of k/in. Do I take max moment and divide by the distance from the...

Ideem, Yes we have the channels and plate readily available (on site). So, I'll need to use this configuration.