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Designing columns not in AISC tables

Designing columns not in AISC tables

Designing columns not in AISC tables

(OP)
I'm designing a structure where I don't have large loads. I want to use W8 columns but I don't even need the lightest section shown in the AISC manual (a W8x31). I'd like to use a W8x18 to save on steel costs. I know I can calculate the capacity by hand using the spec which I did and it's fine. I also put it into a 3D model. It's a large platform with bracing and lateral loading. My question is regarding the use of sections lighter than those shown in the AISC compression tables. Is it recommended to use the lightest section in the table or can one just calculate the required section? What are the considerations?

RE: Designing columns not in AISC tables

You could always use Table 6-1. Read the front matter to chapter 6. It is very straight forward.

It doesn't have W6's though.

RE: Designing columns not in AISC tables

Why not consider HSS?

RE: Designing columns not in AISC tables

Some columns not in the table are not compact for their flanges or webs. So make sure you check that.

RE: Designing columns not in AISC tables

Little tiny columns don't detail well if you want to bolt anything directly to them. Try a double or even single angle connection - not enough room for bolts and clearance and such and still keep things aligned with the column centerline. You can weld on brackets but watch out for large eccentricities from them. And the field erection crew will eventually find out who you are and you will be the "pine branch" on they're next topping out ceremony.

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