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I'm involved in the design of a building which has concrete flat slabs supported on internal walls and perimeter columns. I had thought that one could consider the columns as pin-ended and just design for moments due to "nominal" eccentricities - but the longer I think about it the less sure I...

Hi there - I am a structural engineer with what is rather a basic question relating to the design of reinforced concrete flat slabs and columns. The ISTRUCTE publication "Manual for the Design of Reinforced Concrete Building Structures" gives guidlines for the design of such elements but I am...

Maybe this is a bit of a basic question - but I'd be grateful if someone could give me some advice or, failing that, refer me to an appropriate source on the web. When modelling a strip foundation in AxisVM (a 3D finite element package) if I use the default line support stiffness Rz of...

Maybe this is a bit of a basic question - but I'd be grateful if you could give me some advice or refer me to an appropriate website... When modelling a strip foundation in AxisVM (a 3D finite element package) if I use the default line support stiffness Rz of 1E+7kN/m/m the reactions I get are...

I'm in the process of modelling a multi-storey building with RC floor slabs and core walls. I'm wondering whether, from the point of view of the design of the reinforcement in the walls, it is unconservative to have a 'hinge' (preventing the transfer of moment from the slab into the walls) in my...

I'm in the process of modelling a multi-storey building with RC floor slabs and core walls. I'm wondering whether, from the point of view of the design of the reinforcement in the walls, it is unconservative to have a 'hinge' (preventing the transfer of moment from the slab into the walls) in my...

I'm in the process of modelling a multi-storey building with RC floor slabs and core walls. I'm wondering whether, from the point of view of the design of the reinforcement in the walls, it is unconservative to have a 'hinge' (preventing the transfer of moment from the slab into the walls) in my...

I am interested to know if there is a commercially available 3D finite element package that is able to calculate the long-term deflections of post-tensioned concrete slabs.

Hmmm, appears that sigmas and taus don't come out very well on the web! Sorry!

A very general method for getting a handle on the magnitude of the stresses would be to apply either Von Mises' or Tresca's hypothesis i.e. yield occurs when either: max[|?1- ?2|, |?2- ?3|, |?3- ?1|] = Y (Tesca) (?1- ?2)2 + (?2- ?3)2 + (?3- ?1)2 = 2Y2 (Von Mises) (afraid I can't get...

I first posted this question in the Seismology forum. So far I haven't received the answer I'm after there - perhaps subscribers to this forum may be able to help... I want to calculate the lateral free vibration frequencies and mode shapes of a multi-storey building (in order to carry out a...

Thanks for the suggestions, but I fear that for a large 3D finite element model it would almost impossible (and certainly impractical) to go around and modify all the second moments of area (Ixx, Iyy & Ixy) for all the elements comprising the shear walls. Unless I am mistaken, a much shorter...

I want to calculate the lateral free vibration frequencies and mode shapes of a multi-storey building (in order to carry out a Response Spectrum Analysis). In order to do this I am using a 3D finite element model. Can anybody tell me the relative value of Young's (elastic) modulus that I should...