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مجله بین المللی جامدات و سازه ها
جزئیات رویداد
همایش ، رویداد ، ژورنال
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  • kinematic fe limit analysis homogenization model for masonry walls reinforced with continuous frp grids

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    • تاریخ ارائه: 1392/01/01
    • تاریخ انتشار در تی پی بین: 1392/01/01
    • تعداد بازدید: 596
    • تعداد پرسش و پاسخ ها: 0
    • شماره تماس دبیرخانه رویداد: -
     a homogenization model for periodic masonry structures reinforced with continuous frp grids is presented. starting from the observation that a continuous grid preserves the periodicity of the internal masonry layer, rigid-plastic homogenization is applied directly on a multi-layer heterogeneous representative element of volume (rev) constituted by bricks, finite thickness mortar joints and external frp grids. in particular, reinforced masonry homogenized failure surfaces are obtained by means of a compatible identification procedure, where each brick is supposed interacting with its six neighbors by means of finite thickness mortar joints and the frp grid is applied on the external surfaces of the rev. in the framework of the kinematic theorem of limit analysis, a simple constrained minimization problem is obtained on the unit cell, suitable to estimate – with a very limited computational effort – reinforced masonry homogenized failure surfaces. a fe strategy is adopted at a cell level, modeling joints and bricks with six-noded wedge shaped elements and the frp grid through rigid infinitely resistant truss elements connected node by node with bricks and mortar. a possible jump of velocities is assumed at the interfaces between contiguous wedge and truss elements, where plastic dissipation occurs. for mortar and bricks interfaces, a frictional behavior with possible limited tensile and compressive strength is assumed, whereas for frp bars some formulas available in the literature are adopted to reproduce the delamination of the truss from the support. two meaningful structural examples are considered to show the capabilities of the procedure proposed, namely a reinforced masonry deep beam (0°/90° continuous reinforcement) and a masonry beam in simple flexion for which experimental data are available. good agreement is found between present model and alternative numerical approaches.

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