jeanpauld
Structural
- Mar 22, 2011
- 3
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;
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;
