Wath about the floor diafragms - wooden, RC or other? Are there any RC or steel columns or beams? If not, pushover is useless in my oppinion, as pure masonry structures are rather brittle than ductile. Else, if is is a frame Rc or steel structure with infills, you can model the masonry infills as diagonal struts and the pushover would be the same as for a normal frame structure.

Floor diaphragms are RC, but you are right. Whole structure is brittle. Could you please suggest some methods for Brittle Structures to analyze against Seismic Load? Need to know some names of software..such as ELS....if any open source software is available, that would be great.

Thanks a lot for your kind reply...:)

You can still use SAP/ETABS and model the masonry walls with shell elements. Run dynamic elastic analysis (or else, you can use behavior factor q=1,5, as Eurocode 8-3 suggests - the masonry has some ductility, even if it is not too much). For shell finite elemnts ETABS is better than SAP, because you will read the results easily.

There are some programs specially for masonry structures, you can dig for some Italian researches in this area, if you need a more sofisticated analysis.

PS: RC floors and no RC columns/walls is a very dangerous combination. If possible, put some vertical RC or steel elements, or you risk the "the pancake effect" in an event of a severe earthquake.

Try to read this paper, there is much about it.

PETROVČIČ, Simon, KILAR, Vojko. Seismic failure mode interaction for the equivalent frame modeling of unreinforced masonry structures. Eng. struct.. [Print ed.], Sep. 2013, vol. 54, str. 9-22, graf. prikazi, doi: 10.1016/j.engstruct.2013.03.050.

Thanks a lot!

I am working on existing buildings. So, the combination is fixed....

Thnx...:)

Please check reference below.. hope it will be helpful for you… Regards…

https://pdfs.semanticscholar.org/c494/a1c6e8cb18ad4d16a86c4455c3766575fb94.pdf

Vassilis K. Papanikolaou