Shear capacity of slider element
Posted: 29 Oct 2018, 09:42
Hello all,
I am currently developping a EFM (equivalent frame model) for a URM (un-reinforced masonry) building with concrete slabs. I have chosen to model piers and spandrels by means of elastic frame elements, and to concentrate non-linearities at the extremities of the piers with plastic hinges, as well as mid-span with a shear "slider". This is accomplished through the use of link-elements.
Ideally, the link-element associated to the shear slider should follow a linear-brittle constitutive law, to model brittle failure. Since this isn't available in Seismostruct I have chosen a bilinear model, which will inadequately model the behaviour under cyclic loading or during a pushover: the drops in bearing capacity resulting from shear failure will not show up.
My question is the following: could I artificially introduce a small non-linear FB frame element (associated with equivalent material properties, section and using a brittle constitutive law such as the concrete tri-linear model) instead of the slider link-element, in order to make use of a shear performance criteria with no or a small residual capacity? Would this assumption be correct?
Hugo
I am currently developping a EFM (equivalent frame model) for a URM (un-reinforced masonry) building with concrete slabs. I have chosen to model piers and spandrels by means of elastic frame elements, and to concentrate non-linearities at the extremities of the piers with plastic hinges, as well as mid-span with a shear "slider". This is accomplished through the use of link-elements.
Ideally, the link-element associated to the shear slider should follow a linear-brittle constitutive law, to model brittle failure. Since this isn't available in Seismostruct I have chosen a bilinear model, which will inadequately model the behaviour under cyclic loading or during a pushover: the drops in bearing capacity resulting from shear failure will not show up.
My question is the following: could I artificially introduce a small non-linear FB frame element (associated with equivalent material properties, section and using a brittle constitutive law such as the concrete tri-linear model) instead of the slider link-element, in order to make use of a shear performance criteria with no or a small residual capacity? Would this assumption be correct?
Hugo