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Posted: Wed Nov 03, 2004 6:35 am Post subject: Design shear strength of columns
While calculating the design shear strength of columns we need 'taucee' which the table in IS456:2000 requires p(%tensile steel).This is OK for flexural members which are usually designed as singly reinforced beams. My contention is when the moment capacities of columns are determined from %total steel R/F, shear being nothing but the variation in bending moment,the shear capacity should be calculated on the basis of the %total R/F. The said table in that case may not,however be valid.This approach will also be required for doubly reinforced beams.
Please correct me if I am wrong and kindly clarify.
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