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I am designing a pedestal over a spread footing to support a cantilevered hss column. The column has fairly large moments and very light axial loads. I believe the pedestal falls into the ACI 318-19; 2.3 definition of a beam, "Member subjected primarily to flexure and shear, with or without...

Dauwerda, Thanks for the response. I got the spec from the steel supplier and the Charpy Test is specifically required by them. This is an A992 rolled W shape with plenty of capacity. The max utilization on the column under strength level loads is 40% so I'm not concerned the structure will...

I've attached a pdf of a substation structure that I designed and is currently being fabricated. The only specifics that I submitted to the fabricator were requiring that the W8x28 beams be ASTM A572 GR 50 or ASTM A992 GR 50. I believe that the fabricator added their own specs prior to sending...

I'm confused by the purpose of Eqn F11-1. Mn = Mp = Fy Z <= 1.6 Fy Sx if Z = (1/4)(width)(thickness2) and Sx = (1/6)(width)(thickness2) and 1.6*(1/6) = 0.267 on the right side of the equation and 1/4 = 0.25 on the left side of the equation then won't the left side of the equation always...

Can't get the attachment to work on my last post for some reason.https://files.engineering.com/getfile.aspx?folder=746f0c45-69a0-4341-b43c-6cbf9d8c6127&file=20200709083737033.pdf

Hey all, The attached sheet is from the AISC section on Pin Connected Members. It looks to me like the clouded check is looking at the shear that CANPRO/retired13 have been discussing. Based on that, I will just set the plate dimensions at column/beam based off of Uniform Force Method and...

retired13, Do you think that the requirement to center the hole in the connector plate width is not critical in this application? I guess I'm just wondering why that requirement is in there and if it could have any negative consequences on the Uniform Force Method producing zero moments at the...

I am designing some braced frames which use rod x bracing. Where the tension rod meets the gusset plate, I plan on using a 3 1/2 clevis with a 1.75" Dia A36 pin. I can size the gusset plate geometry based on the uniform force method but I'm running into issues with the Pin connected member...

Thanks for all the information guys. I found a way to model the direct analysis method with the software I have so I think it will be pretty straight forward setting the k = 1.0.

I don’t have any attachment to using k factors if there are effective others methods that I can learn. Do you guys have suggestions for literature I should read to learn more about how to perform a buckling analysis? From a quick google search I think that ram elements is capable of Eigen value...

Koot K, Thanks for the response! I think that I may be not understanding how people often go about assuming a value for k by classifying joints as fixed/free/etc. The steel code is really straight forward with the k = 1.0 for braced frames but when you start introducing sway uninhibited I...

JoshPlumSE, So, you agree that by setting my k = 2 on the upper portion of the columns and k = 1.0 on the lower x brace portion of the column I am being a little conservative, right? Thanks.

Hello all, I am designing a 45' tall x 20' wide braced frame shown in the attached pdf. It consists of two knee braced frames above a tension only x brace. I'm hoping that someone can either confirm my assumptions for k factors or point me in the right direction for correcting them. My columns...

I have a steel beam loaded in both the strong and weak axis. I was hoping someone could point me in the direction of a part in AISC Steel Construction Manual that addresses this. I've found items discussing combined bending with axial forces but can't seem to find a part that addresses combined...

Does anyone know of a code reference that gives some sort of exemption for designing sill bolts according to appendix d? I feel like at some point I've seen this but cannot remember where now. If not, does anyone have examples of a method to prove the tight edge distances on sill bolts work...

Could you use structural steel to break up your CFS spans in order to get the arrangement to work? For a header, use steel beam/steel channel girt above or below for bracing out of plane. If you have a wall that is too tall, maybe at mid-height you can break your span up with a steel channel...

Kootk, Agreed. With bars at 18" o.c., you could effectively argue that you have 35 or so 1.5' wide rigid diaphragms in that direction.

It's 1.5" form deck with 6" total concrete thickness. We will reinforce with #4's at 18" o.c. each direction.

KootK, Right, this is similar to my previous wood diaphragm question that you helped me out on but with rigid diaphragms. I totally get the logic that the bumpout will just be along for the ride with the main diaphragm. I just know with the line by line review that my calculations will get on...

I am designing a middle school gymnasium storm shelter using 6" total thickness non-composite concrete slab over 1.5" form deck. I've read through the diaphragm sections of ACI 318 and saw the 3:1 aspect ratio requirement for considering the diaphragm rigid. For simplicity sake, I would like to...