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Can the slenderness koef. for sway RC frames be greater then 2 if you are using linear analysis and you want to add moments because of the buckling effect? Im talking reinforced concerete structures here!

O.k. I hear you! But what if I can model the footing beneath the column and also define subgrade reaction of the ground?

I dont get why would someone model a base column as pinned connection, expecialy in a sway frame?

Hi! Usualy we use monogram for determing value of K,wich will be multiplied with columns lenght. l=k x lo. For non-sway frames maximum teoretical value is k=1,00, but for sway frame its k=infinite! Anyway I found that people are always talking about k,max=2 for sway frames. Even so, this value...

Mind me asking, but with wich programs are all the new structural softwares made?

This one seems to be very good: http://www.amazon.com/Theory-Matrix-Structural-Analysis-Przemieniecki/dp/0486649482/ref=sr_1_4?ie=UTF8&s=books&qid=1201610290&sr=1-4

Thanx man!

Yeah I agree with you, but the problme is that I had listen to the class on FEM , but the man was a, complete idiot and personaly I think he didnt have a jack clue what he was talking about. So its very sad taht we got cut off prety much in that field. So maybe for a completly new begining I...

Hello! Im a total beginner in this field, but Im looking in direction of writing something on my own. Can you recommend an good book to FEM modeling, matrix structural analysis, even maybe how to start writing your own program. Thank you in advance

@eelco72 www.scia-online.com ;-) You might wanna consider Scia Esa Pt now.

aaaa yes, yes...

What an cladding? Sorry my english is kinnda limited :-(

You mean like this... http://img245.imageshack.us/img245/3011/dfkx5.jpg

Flats slabs thicknes 20 cm, rectangular column array 6,00 m spans, column 40/40 cm and storey hight 3,00 m. Loads where: self-weight and 10kN/m^2 on slab deck. Heres the structure: http://img206.imageshack.us/img206/3079/s12tp4.jpg and the rusults: http://img142.imageshack.us/img142/2566/s32tk6.jpg

Yes, I did that! I modeled fixed connection with slab and column. How elese would you get a bending moment in the column?

Well, mine is around 10% greater than the mid span-moment!

Can you run the analysis in you software so that I can compare the Mx results, because I have a bad feeling abouth the results I got. A friend of mine did the same egsample and his values of momets were very different expecialy at the end column. Please:-) I described all the values few posts...

csd72, Thanx for the response. I downloaded the "worked egsamples" from the link you gave me, and Im looking at the "flat slab" egsample...and yes they are using the expresion for Mt. that limits the value. But whats wrong is that they didnt even calculate the moments at the end column, only at...

I got some strange slab moment results at edge columns :-( I modeled a simple structure, flats slabs thicknes 20 cm, rectangular column array 6,00 m spans, column 40/40 cm and storey hight 3,00 m. Loads where: self-weight and 10kN/m^2 on slab deck. Heres the structure...

csd72 , egsaclty! Basicly, what this expresion is doing is limiting your neutral axis depth to 0,5d insuring that the stell in your section (slab) would yiled. If this is not satisfied, your slab would probably fail due punching mechanism. But my question is, should I check what is the value of...