Rcc Roof Slab Extension

Due to the structural condition the slab will have negative bending moment causing tension at the support on top.

Rcc roof slab extension.

To get a rough idea for the construction cost you can get a hint from this formula however in general it is assumed that to construct an rcc roof slab the approx cost would be rs 180 to 200 00 per sq ft where the cost for steel labor shuttering and material is included. It s better not to extend. Precautions to be taken during construction of r c c. Before expanding an existing rcc slab first you have to check the reinforcement ratio used in the slab because a slab is designed on basically two parameters the crushing strength of concrete i e.

Which is ruling the slab thickness or depth. Numecal for rcc roof slab steel calculation. Let the shorter span has provided the main rod and longer span has provided distribution rod. The construction of the original building consisted of a reinforced concrete frame with cast in situ trough floors.

Roof on masonry wall and projecting outside the building. An extra floor was required to be constructed which involved converting the original roof slab to a floor slab thereby increasing the live load capacity to 3 kn m 2. The projecting portion of the slab is cantilever with free support on the masonry wall. Your slab strength reduces on breaking a portion to attach new part.

2 the construction uses rcc pillars. This requires joining the old rcc roof to the new one the details are 1 the frontage is about 80 feet accross the wall at the edge is 9 inch thick. Beside this the slab has following information for main bars length of on rod 7 meter diameter 12 mm. In this video following points are explained about rcc slab 1 minimum reinforcement rebar in slab according to gross cross section area 2 what should be the.

So structural point of view its not good for rcc slab 2. Hf the area of steel or the steel per square foot. The design of the upper storey extension was a lightweight strut frame structure and after calculations were undertaken it was shown that the slab could not sustain the additional live load.