high steel ratio in the roof floor of buildings
high steel ratio in the roof floor of buildings
(OP)
Hi guys,
when analysing a roof slab, edge columns will absorb unbalanced momenta which will result in a high reinforcement ratio since the compression carried by thee colums are not enough to counteract the tensile forces caused by the moment.
if we look at the below floors, reinforcement will be much less since the moments are smaller cz the columns is continious and the axial force is increased.
Do u generally increase the reinforcement in the roof or do u assign end releases for the edge columns (not a big fan of releases) ??
when analysing a roof slab, edge columns will absorb unbalanced momenta which will result in a high reinforcement ratio since the compression carried by thee colums are not enough to counteract the tensile forces caused by the moment.
if we look at the below floors, reinforcement will be much less since the moments are smaller cz the columns is continious and the axial force is increased.
Do u generally increase the reinforcement in the roof or do u assign end releases for the edge columns (not a big fan of releases) ??






RE: high steel ratio in the roof floor of buildings
i design the roof slab and assign releases to the edge or corner column so no unbalanced moment is carried to the column.
however, since some minimum top reinforcenent will be located above these columns and this reinforcement will be responsible of carrying some moment to the column, i assign 0.35 as stiffness modifiers to the edge columns. The reinforrcement will decrease but at the end , the column will be designed to carry some moment although the slab is designed as e
pinned edges.
any comments ??
RE: high steel ratio in the roof floor of buildings
RE: high steel ratio in the roof floor of buildings
RE: high steel ratio in the roof floor of buildings
RE: high steel ratio in the roof floor of buildings