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confined masonry : out of plane flexion

confined masonry : out of plane flexion

confined masonry : out of plane flexion

(OP)
Hi !
I am working on a single story masonery house with long walls, that are only stiffened on the corners (about 10m long for 3m high).

The roof is considered as a diaphragm.

Masses are not lumped on the diaphragm, nor on the top of walls. Masonery is modeled as elastic linear material.

After computing a response spectrum analysis (mesh of about 0,50m x 0,50m), I find moments that are far above masonry capacity, due to out of plane "vibrations".

How do you deal with this ?

1) Is modeling a linear elastic is wrong ?
2) should I only use a lateral load modeling, to tackle this behavior ?
3) Am I wrong with not lumping masses to the top of walls/diaphragms ? In this case, I feel I will miss real behavior.

Thanks for the help;

RE: confined masonry : out of plane flexion

(OP)
Precision : the attached file file is a bmp image of the problem

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