09-22-2010, 07:42 PM
Well, first I don't know how to upload the etabs file so that you can check it, so please tell me how. The file is 7 mb without the analysis run.
I believe I find a solution, the thing is that when using steel deck (filled deck) with steel beams, etabs automatically define them as composite beam. I specially decided not to use composite beams, in other words, I decided to make the steel deck and secondary beams to work separately, without a share conection. Therefore when defining the filled deck, I put a tensile strengh very low (0.000001) in the composite deck stud.
What I did in order to make the software treate the beams as I wanted, was to change the design procedure for them, from "composite beam" to "steel design". After I have done that, etabs designed every beam I have in my model. What do you think about my solution?
I wanted to define a steel deck without studs, but the software doesn't give you that option, that is why I place a very low tensile strengt for them, what do you think?
I believe I find a solution, the thing is that when using steel deck (filled deck) with steel beams, etabs automatically define them as composite beam. I specially decided not to use composite beams, in other words, I decided to make the steel deck and secondary beams to work separately, without a share conection. Therefore when defining the filled deck, I put a tensile strengh very low (0.000001) in the composite deck stud.
What I did in order to make the software treate the beams as I wanted, was to change the design procedure for them, from "composite beam" to "steel design". After I have done that, etabs designed every beam I have in my model. What do you think about my solution?
I wanted to define a steel deck without studs, but the software doesn't give you that option, that is why I place a very low tensile strengt for them, what do you think?