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I agree with IRstuff about using FEA, it can be very helpful for your case. Good luck

Assume a you need to model a cable connected to the face of free standing column and being pulled laterally. 1- If you don't use the insertion point: The analysis won't result in any torsion to the member, because the cable will be considered connected to the centroid of the column. 2- If you...

Thanks JAE Referring back to EN 1991-1-4:2005, I found that they are addressing the free-standing canopies. However, they are only providing the pressure coefficients for "monopitch" and "duopitch" but for curved roof they include it only for enclosed structures. I think I will have to adopt...

Hi, For car sheds similar to these: http://www.polycongulf.com/Uploads/Product/26_Car-shed.jpg http://upload.ecvv.com/upload/Product/20111/China_Car_Shed_Polycarbonate_Sheet20111211039457.jpg There is possibility of having the wind load acting on the underside of the roof, causing uplift...

Did he perform the washing process for the sand before adding it to the mix?

For stiffened base plate carrying moment, see this link it might help you http://www.microstran.com.au/lmc_gallery_base.htm Good luck

If you find any good source for what you are looking for, please let us know, because I was searching for the same thing before few weeks. Regards

In Appendix D of "Wind loading structures", 2nd edition, John Holmes It contains a list of basic wind speeds for several countries around the world. However, it doesn't contain Ghana, but it has values for Mauritania and Morocco. Good luck

Hi loki3000 Thanks for the reply I'm a structural engineer, and recently have learned Ansys WB which I'm looking forward to use it as extra verification whenever it's needed. For NL, I found that ANSYS will accept a NL material if it has as minimum as Tangent modulus and yield strength. Do you...

STAAD pro has one major advantage that is the very user friendly interface and you can learn much of the software in short period. Also you can easily model your structure there either through the GUI or by defining members nodes coordinates then connect them through the code editor, first you...

Very interesting and wish you all the best Yesterday I was searching for some sources for structural stel material properties and found myself in this Biomesh web site http://www.biomesh.org/ I though of sharing in case you haven't been there before Good luck

I remember a colleague who told me about a ready-mix concrete slump test with slump of 150 mm (acceptable and used for a multi-million project) and there were no shrinkage cracks. I assume that very high workability was due to admixtures rather than higher w/c ratio! Or maybe balancing between...

And of course there will be steel density 7850 kg/m^3. Also, the analysis model is 3D.

Hi What are the minimum required material properties to perform static structural steel linear and non-linear analysis? I have used the data available in Ansys WB library for structural steel and just made some modifications on yielding strengths. I'm getting reasonable results when using NL...

Thanks connectegr So that is the correct limitation for base plates too.. I use BS, but wanted to know the AISC limitation. Have a nice day

Hi, Is it right to use AISC 2005 specification (Table.J2.4) (Minimum size of fillet welds) For a 2" thick base plate? It requires a minimum of 5/16" for thinner part larger than 3/4". In [Design of welded structures] by Blodgett [Putting in mind it is old] there is table 3 in section 7.4.3 and...

By the way, your problem won't be in the "meshing hours" but in solving the FE model, if your mesh consists of millions of elements, I don't think you will be able to get a solution (I might be wrong).

It depends on how fine you want the mesh to be. For example, your mesh might be as low as few tens of thousands, and could be up to several million elements. So, you should balance your mesh with your computer capability. Good luck

Thanks a lot Ishvaaag I appreciate your help Yesterday I have done some extra searching and one interesting finding is in the JSCE "Japan Society of Civil Engineers" - Standard specifications for concrete structures, 2007...

Thanks Ishvaaag for these valuable references I didn't find any useful material about this topic while searching. The first reference is saying you should use a reduction factor of 0.75 for a circular section, isn't this strange? because circular section will always be having uni-axial shear...