Nonlinear Modeling of Reinforced Concrete Shearwalls
5.4.3. Modeling of Reinforced Concrete Shearwalls
5.4.3.1 – If the earthquake calculation is made with nonlinear pushing methods according to 5.6, in the reinforced concrete non-void-free walls or each of the curtain parts forming the bond beam (hollow) curtain, Piled Plastic Behavior (Plastic Hinge) as a nonlinear behavior model. ) Model is available.
(a) In this case, plastic hinges can be placed at the lower end of the curtain section on each floor. If there are rigid curtains in the basement floors of the buildings, the plastic sections of the curtains that continue from these curtains to the upper floors should be defined at least starting from the first basement floor.
(b) Curtains will be modeled as linear elements along the length between the plastic hinges. The effective section stiffness of these elements will be determined according to 5.4.5.
(c) The dependent degrees of freedom at the joints of the curtain parts forming the walls of complex cross-section (T, L, U or C shape) with the beam and / or slab finite elements at the floor levels, the main joint point to be defined at the section center of gravity in a way to provide the three-dimensional rigid body movement They will be linked kinematically to the six independent degrees of freedom in.
5.4.3.2 – In case the earthquake calculation is made with nonlinear method in the time domain according to 5.7 and in the high buildings within the scope of Chapter 13, plastic hinge model will not be used for curtain parts with no gaps and tie beams (with gaps). It is mandatory to use the section cell (fiber) model defined in 5.3.2 for these elements.
5.4.3.3 – Nonlinear models of tie beams of tie beam (hollow) walls can be realized as a rod element according to 5.4.2 or with special modeling methods.
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