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...
