Modelling of corner walls in URM buildings with/without rigid link constraints
Posted: 21 Dec 2022, 12:46
Dear all,
I am working on SeismoStruct 2021 Release 3 Build 2.
I am starting to model a 3D unreinforced masonry building and I have looked again at the sample models presented in this webpage:
https://seismosoft.com/seismobuild-seis ... le-models/
I downloaded Structure_51 and Structure_53 samples and I am trying to figure out which one suits best the type of modelling I need to develop. There is one striking difference, though, for which I would like to have your comments.
Both buildings are modeled with rigid diaphragms, however the corners of the building in Structure_51 are constrained through rigid links whereas in Structure_53 there are no such constraints.
It would seem to me that (and I have checked another discussion about a T-sectioned masonry shear wall on this forum) the rigid link constraint would be required in order to make the corner wall segments work together as a single element (assuming that the interlocking at the corner is strong enough) and not as two separate perpendicular wall segments (sustaining separately loads only in the respective plane).
I think that the rigid diaphragms do not fulfill this goal.
What are your thoughts about this?
Best regards,
Paulo Candeias
I am working on SeismoStruct 2021 Release 3 Build 2.
I am starting to model a 3D unreinforced masonry building and I have looked again at the sample models presented in this webpage:
https://seismosoft.com/seismobuild-seis ... le-models/
I downloaded Structure_51 and Structure_53 samples and I am trying to figure out which one suits best the type of modelling I need to develop. There is one striking difference, though, for which I would like to have your comments.
Both buildings are modeled with rigid diaphragms, however the corners of the building in Structure_51 are constrained through rigid links whereas in Structure_53 there are no such constraints.
It would seem to me that (and I have checked another discussion about a T-sectioned masonry shear wall on this forum) the rigid link constraint would be required in order to make the corner wall segments work together as a single element (assuming that the interlocking at the corner is strong enough) and not as two separate perpendicular wall segments (sustaining separately loads only in the respective plane).
I think that the rigid diaphragms do not fulfill this goal.
What are your thoughts about this?
Best regards,
Paulo Candeias