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Showing results for tags 'inertia modification factors'.
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AOA, According to ACI 318-11 R8.7.1 stiffness to be used for braced frames should be EI/2 for beam members and full EI for column members. Also the code mentions the stiffness increment factor of 1/( 1- c2/l2)^2 for beams for the segment starting from column center line to face of column. In equivalent frame method of 2 way slab design, it also mentions that moment of inertia of column from mid of slab to bottom face of adjoining beam be taken as infinite. Now based on above provisions, should I typically model the joint as rigid uptil beam and column offsets? Another option i was thinking was to model the joint in separate segment and assign stiffness factor to that segment only. But it seems a pretty cumbersome process. Should I be modelling both the rigid joint connections as well as assigning reduced moment of inertia factors to the rest of the member regions? thanks for the support
