Curved Reinforced Concrete Slab
Curved Reinforced Concrete Slab
(OP)
I have the following curved reinforced concrete slab supported on three sides (See attached). I am trying to find a way to design the slab without being overly conservative. What would be the best way to design it?
Thanks for your help.
Thanks for your help.






RE: Curved Reinforced Concrete Slab
RE: Curved Reinforced Concrete Slab
BA
RE: Curved Reinforced Concrete Slab
Note I have not included an edge load. Make your model for your case. Also, further care in support conditions at edges would be required if the structure showed to be more critical. On these ordinary proportions may not be necessary, but always welcome.
RE: Curved Reinforced Concrete Slab
RE: Curved Reinforced Concrete Slab
Is this the method you refer to?
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Sounds interesting, however I don't do enough concrete design to justify the cost.
ishvaaag - nice.
EIT
RE: Curved Reinforced Concrete Slab
Yes, that is the one. The advantage of the Strip Method is that it provides a lower bound to the load the slab can carry whereas the Yield Line method provides an upper bound. It is a good idea to check by both methods to determine the difference between upper and lower bounds.
BA
RE: Curved Reinforced Concrete Slab
Both methods work but both only provide a strength solution. You still need to look at crack control requireemnts separately and put reinforcement in areas where there will be tension.
RE: Curved Reinforced Concrete Slab
BA
RE: Curved Reinforced Concrete Slab
Some concrete design books do an overview of the Strip Method. Depending on how old you are, you may be able to dig out some old text books and get a good overview of what you would need to do. One text book I have gives a 34 page overview.
RE: Curved Reinforced Concrete Slab
So is the Direct Design Method and Equivilent frame method that the ACI uses for 2-way slabs based on the strip method (column strip, middle strip)?
Thanks again.
EIT
RE: Curved Reinforced Concrete Slab
I modeled as shell elements using SAP2000.
Slab thickness = 0.25 m.
Live Load = 0.90 Ton/m2
Dead Load = 0.45 Ton/m2
Maximum service load deflections = 0.07"
Principal stresses for service loading <400psi
Steel area corresponds to min. steel ---- #4 @ 0.15M. ea. way.
Are these values reasonable?