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Steve: I am using ANSYS v10, but the process you describe is exactly what I've done, right down to changing the material reference in the tree under the Geometry heading. However, I noticed in your attached document, you have 2 GradeR4 materials, GradeR4 and GradeR4 Improved. In the tree it...

Hi, can anyone please tell me how to input material test data into a Workbench simulation? I ultimately need to do this for a real job, but am using this U of A tutorial to get me started. http://www.mece.ualberta.ca/tutorials/ansys/IT/NonLinearMat/NonLinearMat.html I can get the simulation to...

So just to clarify, does the OP's quoted rule mean that you would determine w(max) for your beam with an unbraced length of 0, via M=wL^2/8, and then design for V=wL/2? Regardless of the actual shear seen by the connection?

I am trying to avoid using tets because I am trying to compare to a paper that used bricks. I figured enough things could go wrong to cause my results to diverge so I am trying to minimize difference between my and their approach. I was always told to avoid using tets unless I really had to...

Are you using workbench? It sounds like you are if you are using the "hex dominant" option. If so, open your model in the FE Environment module (under the project tab with the Simulation file selected) and it will give you much more information as to the types of elements the mesher has used.

slumdogengineer, thanks for the response. You are right. I figured out why it meshed the web with the hole (second set of screen shots). It was autodetecting the source and target areas as the flat faces of the web. That way the mesh is swept in line with the axis of the hole "cylinder".

Hi, I was wondering if someone could help me to find an easier way to mesh an i-beam with some bolt holes in the web. Please see the attached document for screen shots for clarification. These are simpler versions of my actual design. I am trying to mesh a solid model of an i-beam. The solid...

Nodal solutions are averaged whereas element solutions are not. Look at the contours, the nodal contours will be nice and continuous between elements, whereas the element contours will be disjointed. Increase the mesh density until the element contours are continuous as well and the nodal vs...

Thank you for that info 271828. I was wondering if other countries have similar guidelines as the AISC 13ed that you reference. I am ultimately interested in comparing various codes to each other. thanks

Hi, I was wondering if other countries have code guidance for the design of extended shear tab connections. The Canadian guide does not, whereas the American guide does. Thanks

The Canadian steel code mentions the 2% rule. Cant remember the exact clause but I know it is in Sect 9. As far as I am aware, CISC makes no distinction between a "relative or nodal brace" What is the difference between them?

Hi, I am having a problem sending output to a file. I issue the following commands after solve /output, resultsfile,dat prnsol,u /output However, instead of directing the displacements to the resultsfile.dat file, they only appear on screen in their own window, as if I simply issued the list...

Here is the card that you can print off. http://www.saii.com/pubs/Card.pdf

The presentation by Socrates Ioannides is available here as "E19 Rules of Thumb for Steel Design" as a sound file with accompanying slides. Well worth listening to for anyone interested in rules of thumbs. Some of the relationships this guy has come up with are almost spooky...

with respect to YS's article, not sure I understand what the author means when he says "the compression block stress needs a tension normal to the neutral plane to get around the corner." Can someone please explain?

Sorry, I cant find an explantion other than the definition given above.

The Canadian conc code A23.3 cl.2.2 says a wall is "a vertical slab element, ..., in which the horizontal length is at least 6*thickness or 1/3*height". Otherwise it would be a column.

I think its funniest you were listening to Ashley MacIssac at the time. You really must be missing your snow covered home.

The CWC Wood Design Manual (pg 15) gives a max deflection of L/180 for total load, and it references CSA O86. Dont know if you need something specific to steel. Ultimately, most deflection limits are actually just recommedations anyway, so you will not find a "code based limit" per se. If you...

I think ulitmately the reference would be the specific clause in Section 4 that contains the servicability limit state equations.