After analyzing a concrete roof slab , some of what appear as simply supported beams ( single span beam supported at ends by main beams ) the negative moments were much higher than the mid span moment ) , That happen because all connections between beams were assumed to be rigid , shall I design the beams with the high negative moments or release torsion at the connections
Furthermore , in BS EN design code it is clearly stated that the negative moments can be redistributed up to 30% , is there any thing similar in the ACI
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