Example with masonry panel elements

It would be most appreciated if anyone could post here an example of a frame building with
masonry panel ifill elements.
Thanks in advance

While waiting for that... don't forget to introduce yourself and tell us who you are in the Welcome section!

cheers..

Already done!! Thanks!!
Would you by any chance have such an example?
It would be very helpful right now!!

Sorry man,

I don't have such an example.. but there must be some published paper on the topic you can start from.. and then try a similar modeling in Ruaumoko.

If you know what specific behaviour you want to model, then you might ask some more general questions on how to obtain it in Ruaumoko, that some people might answer.

Cheers.

Crisafulli, F.J., Carr, A.J. and Park, R. Shear Strength of Unreinforced Masonry Panels. Proc. of
the Pacific Conf. on Earthquake Engrg, Melbourne, v3, Nov. 1995: 77–86.
Is the only reference I can pick up quickly, there may be others but I will have to find them. Another suggestion is to contact Dr Crisafulli, at Cuyo University, Mendoza, Argentina.

I am afraid I won't be able to find the specific paper.
So I'll try to describe the problem in hand, in case you have an input file that can be of some assistance.
I am trying to simulate the responce of a 3-bay, 3-storey 2d frame that has steel x-braces on the ground floor and masonry panel elements on any other floor under any seismic load.
Therefore ,I 'd like to use the masonry 4-node infill panels that Ruaumoko has already. However, it is recommended by the program that 2 of the 4 nodes that the panel needs in order to geometrically describe it should be fully fixed!! How is that possible? I am afraid that I get something missed here... So I really need an example like the one in the manual (both in written form and the input file) so that I understand what I should do. Thank you in advance! My e-mail is kpapach@civ.uth.gr in case it is more convenient to you.

The Crisafulli masonry panel is really for representing South American masonry infill where the panel is built and the reinforced concrete is placed around the masonry. This ensures a good connection between the reinforced concrete and the masonry all around the panel. This is different from most other construction where the masonry is placed in the completed frame. Here the only good connection is generally at the bottom (gravity helps). The masonry panel does not require the bottom two nodes fixed but the line between these two nodes defines the local x axis (similar to the quadrilateral and lattice elements). Most of my students modelling infill panels (such as Aizhen Liu 2002) have used two diagonal struts (spring members) with the appropriate compression only properties. If strength degradation is used they can simulate simulate failure as well as slip. If necessary the stiffness can reduce to 1% of the original stiffness. The yield forces cannot go to zero as Ruaumoko then assumes that the member is elastic. Another option is to use the lattice elements with possibly only the diagonal members but as a single element rather than two spring members the operation is faster. The shear is then carried in much the same method as the shear in the masonry panel element, the diagonal compression structs being not so important because of the more indefinite connections to the frame.

Hi Iznogood,

I just came across to this paper the other day and I thought it might interest you:

Simplified Macro-Model for Infill Masonry Panels by Hugo Rodrigues; Humberto Varum; Aníbal Costa on Journal of Earthquake Engineering Vol 4 Issue 3.

I did not read it and I do not know the authors, but from the abstract it seems it might be related to your problem.

Cheers