Structural Modelling Software 1

[CBEngi]

I currently work for a Canadian Structural Engineering Consultant. We are looking at expanding our modelling software and I'm looking for some opinions with respect to how each program preforms overall and if it uses the Canadian Codes.

We currently use SFrame and are looking at purchasing the SConcrete/SFoundation and SSteel.

I have done some research online and found some other programs that seem to offer the same package (i.e. a full program to offer general analysis, Steel design and Concrete)

The other programs I have noted that may include the Canadian codes are:
STAAD Pro
Robot Structural analysis (AutoCAD Plugin)

I also found these programs along the way
RISA 3D
ISEWEB

I am wondering what other people use, what they thought about the learning curb and how it performs overall. Throughout school we used SFrame and I'm fairly comfortable using the basic program. But we have completed a trial with SFoundation and I didn't find it that competent.

Our office completes a lot of one off projects, but we also do foundation design, concrete buildings and steel buildings for an idea of what we typically do, along with a lot of marine work.

Any comments would be greatly appreciated.

 

[ajk1]

Does RISA do a true P-Delta analysis? I think not.

 

[JoshPlumSE]

It depends on how you define a "true P-Delta" analysis. You have to add joints along the height of the column (like with most programs). But, if you do that, RISA closely matches the Benchmark problems in the back of the AISC manual.

 

[canwesteng]

STAAD does P big and little delta, without nodes throughout the columns. It won't do snap through buckling, and I've had problems with the converge option yielding results that don't match AISC benchmark problems.

 

[JAE]

With added joints on columns I have found RISA matches the AISC benchmark problems.

Check out Eng-Tips Forum's Policies here:
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[850R]

Hey Guys,

What is the latest version of Commentary for Canadian Code?
The one I have is from 1995, S136.1-95
Where can I obtain the latest one if available?
Thanks.

 

[jayrod12]

If you are looking for just the CSA portion of the coding it is available at CSA's website here

If you are looking for a steel design manual (structural steel not light gauge) it is available at cisc's website. Here

Yours is very out of date. The most recent one is 2012

 

[850R]

I'd like to see the channel section classification in the commentary like TLHS has mentioned (Figure 2-8), I think that would be in the CISC's website but there is only one commentary available that is for fire conditions.

 

[JoshPlumSE]

canwesteng -

I'm not an expert in STAAD analysis by any stretch of the imagination. But, during my previous life as a design engineer designing heavy-industrial structures, I learned to treat programs (especially STAAD) with some skepticism.

I would encourage you to run through the AISC benchmark problems with STAAD just to see how good their P-little delta calculation w/o additional nodes really is. And, create the model the way you would for a real building... Where your geometric stiffness adjustment might be based on an LC that only includes the gravity loads.

 

[850R]

TLHS,

Is this table you are referring to classify a channel section in CSA S136-12?

 

[TLHS]

It's in the commentary to CSA S16. If you have the CISC Handbook of Steel Construction, which you should if you're trying to do any Canadian steel design, it's section 2 of the book and immediately follows the code. I'm not sure if the commentary is included if you just get a bare copy of the S16 code, since I've never bought it without the handbook.

S136 is for the design of cold form sections and would not be applicable for hot rolled channels.

 

[850R]

Thanks THLS,

Is the 10th edition the latest edition?
I am going to order it but want to make sure I am getting the latest edition.

This is what I found.

http://www.cisc-icca.ca/solutions-c...teel-construction-–-10th-edition#.VFJPdvnF_3U

 

[canwesteng]

That's the latest edition of the manual but S16-14 just came out and that manual has S16-09. There aren't any huge changes from 2009 to 2014 though.

 

[850R]

Got it, thank you. They will prob release the 11th Ed soon then with S16-14.

 

[850R]

Another question about clause 13.6
Mu has Iy in the formula under 13.6.a.ii and this clause mentions about strong axis.
I am trying to find the weak axis bending of a channel section.
If the correct way is to apply 13.6b, do I still keep the Iy in the Mu formula?
Why would the code mention only about the strong axis bending and not the weak axis?
I just need some clarification on this

 

[TLHS]

Clause 13.6 doesn't apply to weak axis bending. Read the start of the clause:

"Where continuous lateral support is not provided to the compression flange of a member subjected to uniaxial strong axis bending [...]"

Due to the geometry of the section, a channel bent across its weak axis isn't going to be governed by lateral buckling. It's strong in the lateral direction, when looking at weak axis bending. It falls under clause 13.5 that includes this:

"[...]subjected to uniaxial bending moments about a principal axis where effectively continuous lateral support is provided to the compression flange, or where the member has no tendency to buckle laterally[...]"

 

[850R]

Thank you so much TLHS...

 

[850R]

TLHS,

What about 13.6e, wouldn't that apply to my case?

 

[850R]

TLHS,

I have a simply supported beam with no lateral support, does 13.5 still apply to this case?

 

[850R]

Ok, finally understand how this works. Thank you so much everyone.
All I need is now the tables to see how a channel section is classified.
If somebody has a PDF of it and share it here i would appreciate it.

 

[850R]

Hey guys,

I have another question regarding omega 1 value in section 13.8.5
I have a simply supported beam and 2 concentrated loads applied, one is in the middle of beam, the other is at the end of beam, so I have axial and bending.
I will be checking clause 13.8.3, need to calculate U1x which is using an omega value either 0.85 or 1.0 (13.8.5. b and c)
I am between the two values, not sure if I should use 0.85 or 1.0. Would these loads be considered as a series of concentrated loads?
What you guys think?

Thanks.