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Hello All, For Canada, is there an upper limit on how much load you can use for snow drift load? In other words, if the Snowdrift load from neighboring roofs was calculated to be 10 kPa would you design for the 10 kPa roof load or use a certain set maximum by the NBC? If so what is that maximum?

Hello, For a steel building, what determines the outside-to-outside dimension of the foundation, in other words in the picture shown? How do you determine the appropriate dimensions for the distance labeled in "?" Is there a code requirement regarding this (US/CA)...

Hello All, Is there a Canadian equivalent for the American D1.3/D1.3M:2008 STRUCTURAL WELDING CODE SHEET STEEL? I usually use the CSA W59 - Welded steel construction. However, I wanted to know if a closer equivalent exists for sheet steel welding in Canadian codes/standards. Thanks!

@ThomasH, I am not saying that code checks are not going to be used! I am saying that all the load combinations will be checked for your typical DL, LL, WL, etc... However, when it comes to checking blast loading since the loading time is very short we need to pass code checks for that instant...

Hello All, For blast-resistant structures in petrochemical facilities, are the structural members still required to pass code checks (shear, moment, interactions, etc...) on blast load combinations or are they only supposed to meet the deformation limits for the response range/level (low...

Hello All, I have a question that I was wondering about for a while. Many steel column base plates are designed to sit on a pedestal that connects to any foundation type below. These pedestals are usually tight and slightly bigger than the base plate (maybe 2" in every direction). I was always...

Yea sorry about that, the problem remains the excessive uplift forces in this frame. Thanks!

Hello All, I am having a problem with designing portal frames, I am realizing that I am getting excessively big uplift forces, so I made a simplified model in Risa to show what I mean to you guys. As it can be seen the uplift force is nearly 250 kN while running some load combinations with an...

The channel is coped such that all W-sections and channels have the same top of steel elevation. Thanks!

Hello All, In the case of the platform sketch below (platform is 3' wide and 18' long. I seem to see 2 different ways engineers tend to indicate grating span direction on their drawings. Some engineers tend to use smaller peices grating spanning between the W-sections and others span a very...

Hello All, I recieved a set of rebar shop drawings to review, I realized that there is additional bars on the side (which are not indicated on the provided engineering drawing). Thess rebars are labelled "HOOK CARRY BAR", I am not sure what are those? Are those to facilitate installation in...

Thanks Aesur. Thanks KootK for the comprehensive explanation, being an Alberta engineer I get what you mean yes haha!

Hello All, I am considering getting my PE license for potential future projects in the states, I currently do not have any direction of where the work could potentially be. Therefore, I am looking into getting it in a state which have the least requirements and then in the future I could...

Hello All, I was just wondering if someone has a ready-made calculation sheet or Excel file, showing how the capacity of a steel column changes after a cut out in the flange and if they have a repair or stiffening plate calculation. Thanks!

Thanks @joshplumSE , @KootK and @dik. I always see your replies to other threads and learned a lot from you all! I will go with the proposed haunch idea and add web stiffeners for peace of mind. I agree that it should have been designed with hydro testing in mind and that it surprised me it did not.

Thanks @kKootK

@DrZoidberWoop, I think I might have misexplained something here, this is a complete structure already built years ago. It just happened that it got loaded with the hydro testing of the pipe (by someone who is not aware that it should not) which lead to this damage. I wanted a fix for that...

@DrZoidberWoop, Thanks for your reply, This is a pipe rack structure the girder beam connected to the column was subjected to excess load due to hydro testing of the pipe which was not accounted for leading to the damage, the column itself is a major column carrying multiple levels of pipe rack...

Hello All, This beam has been excessively loaded in an industrial plant and the column flange seems to have locally buckled, I would like suggestions on how to cost-effectively reinforce this column...

FEM with plate elements is a good idea and try to model the bulging of the HSS as accurately as possible and compare the von Misses stress to the phi*Fy value of your steel.