ETABS--modeling nonstructural masonry partition?
ETABS--modeling nonstructural masonry partition?
(OP)
I am modeling a steel-framed building that has some non-structural masonry partitions that will be infilled floor-to-floor (as opposed to continuous) after the steel skeleton is built.
How can I model these walls correctly? I’d like to have the mass represented correctly, but I don’t want the masonry partitions to contribute to overall lateral stiffness, or to local steel beam stiffnesses.
Would it be proper to use a membrane object but with an f12 release?
I guess I could just account for the nonstructural masonry as Line Loads but those loads could be tedious to input on all the individual beams.
Thanks!
How can I model these walls correctly? I’d like to have the mass represented correctly, but I don’t want the masonry partitions to contribute to overall lateral stiffness, or to local steel beam stiffnesses.
Would it be proper to use a membrane object but with an f12 release?
I guess I could just account for the nonstructural masonry as Line Loads but those loads could be tedious to input on all the individual beams.
Thanks!





RE: ETABS--modeling nonstructural masonry partition?
RE: ETABS--modeling nonstructural masonry partition?
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RE: ETABS--modeling nonstructural masonry partition?