Differences between the CISC Code of Standard Practice and the AISC Steel Construction Manual

[RichBogovich]

does anyone know of any resource material that addresses the differences between the CISC Code of Standard Practice2 and the AISC Steel Construction Manual?

 

[JAE]

I've never seen a side-by-side comparative publication.

However, there are a number of members here that I believe have familiarity with both - specifically it seems like over time a lot of the Canadian members seem to know the AISC specs and manual better than the US engineers know the Canadian books.

 

[LOKSTR]

There is not much difference between end results if you design using CISC or AISC.

AISC follows different stability curve ( I think curve 2 or 3 )for columns design while CISC is more inclined to Euro codes in following different curves, so the formulas and results vary slightly.

Also, as far as I know, "Gerber beam systems" is common in Canada while it is not much popular in US. Although there is a Canadian publication for these type of beam system, but is only available thru AISC.

For bracing stability and design you need to refer to AISC for good explanations while for HSS design there is more information available in CISC.

In the end, it all comes down to which code you are allowed to use in a particular job. The end results vary slightly.

The best way to find out is do design using both the codes and see the difference yourself.

 

[RichBogovich]

I apprecaite the input. Thank you.
My challenge is I am providing QA inspectiors to oversee/monitor the fabrication of Steel Beams and components in a Canadian Shop.
The owner is a USA entity. The end location for the installed materials will be in Canada.
The concern is to make sure that variations between the standards are understood by the owner and our inspector during the manufacturing process to be be able to react appropriately as materials and manufacturing methods are used during the fabrication process.

 

[LOKSTR]

RichBogovich,

Be careful about the capacities, if you are dealing with HSS sections.
ASTM A500 grade capacity is less than Canadian class "c" or "H" sections.

With A500 steel design thickness= 0.9t, which is less than design thickness=t for Canadian standard.
So A500 size( e.g. 8"x8"x0.25") is not a direct substitute for Canadian( HSS 203x203x6.4)member.