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It's neither a in-box application nor in-house code, conversely a public-house :).It is published in book and I want it to improve a little further. :( Where the hell has gone these attachments this time. Something is ill-conditioned with this server. ok I upload them to different location...

Thnx in advance, Sorry probably I couldn't expressed my problem well, but I think we are on right spot, there should be a transformation matrix to convert loc to global coordinates. Actually the program uses the trans. matrixes but just only with one angle and assumes that elements are...

Don't know where has gone the second attachment so I post it again http://img37.imageshack.us/i/elements.png

>wth is "the gamma variable" ? As I mentioned in my previous posts gamma is angle in degrees for orientation from local to global coordinates, the ,issue here is gamma is related just only one angle per element, that is, elements are assumed just only vertical or horizontal not for inclined...

> a frame's a frame, inclined or not, no? Basically the frame is a frame, but how am I supposed to deal with the local axes orientations related to global axes? One way or the other I should provide the input for how the local to global orientation is. The book's approach is the gamma...

hi all community members, I'm studying a book(Programming the Finite Element Method by Ian M. Smith and D. V. Griffiths) about fem for frame elements. But examples in that book especially for space frames are comprised only for orthogonal elements in 3D space. There are no implementation for...

thanks,

thanks in advance, >What steel specification are you using? The following references are for the 2005 ASD/LRFD specification, found in the 13th edition manual I'm using "Specification for Structural Steel Buildings, March 9, 2005" downloaded from aisc.org page don't know whih edition it's...

hi all, I'm studying the Akbar R. Tamboli's LRFD book to better grasp concept of LRFD approach, downloaded the latest version of AISC LRFD specification from AISC site(Specification for Structural Steel Buildings). In the book there is the example of "Three Way Moment Connection" many checks...

hi all, I would like to know what kind of approach I should take to define an initial loading/condition in time-history analyse(Ritz vector used). Generaly the ground acceleration at principal axes is been applied(in various examples and tutorials), depending on which direction you want to...

It may seem that I'm still dancing around the same issue. But Let's say that I have properly and adequately introduced all the requared loading(dead, live, e.quake, wind, modal combinations temperature etc..) conditions/combinations and take into account the previously design approach to...

Actullay I'm trying to design the wheat storage silo(approx. 6mt diam. 18mt tall). It doesn't have only the pressure, at least the analysis show that there are N,S,M in each face of shell. Actually there aren't codes in our country when it comes to the steel bin,silo design and analysis, so I...

Any idea ?

hi all, As the subject explicitly mean, if I know the stresses or forces acting on shell (s11, s22, s12, F11,f22, f12, m11, m12, m22, v13, v23 ) element (full shell behaviour) what type of checks do I need to perform to prove that shell element is full capable to carry bending, axial and shear...

hi YS, i completely agree with you about control and seperation(dilatation) joints. As long as they allow the free-movement(depends on DOF of joint) of super-structure due to the enviromental effects. What i intended actually to be answered is: For the concrete that we couldn't cast...

Hi all, Is there any requirements for construction joints when designing water towers, shear-walls, retaining walls, slabs etc? The requirements that i have seen in ACI/UBC-97 leads me to the "shear-friction" calculation. Just taking into account the "shear-friction" calculation may we create...

Excerpted from AISC-ASD Torsional buckling of symmetric shapes and flexural-torsional buckling of unsymmetric shapes are failure modes usually not considered in the design of hotrolled columns. They generally do not govern or the critical load differs very little from the weak axis planar...

hi all, Solving beams reinforcement with etabs and safe gives me two different reinforcement area. if I export the drawing to the safe (with same load-case) and run the analysis the beam reinforcements becomes less or more from etabs but never the exact value which has been found in etabs...

hi all, yesterday I have encountered a very strange outputs of etabs. I was analysing single storey structure, load case was only with gravity uniform loads on floors (rigid diaphragm), everything went so normal run the analysis and after that i run the design/check( concrete frame,EuroCode-2)...

Along the mass of concrete the gaps are also governing the sound insulation property.