By Institution of Structural Engineers
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Additional info for Recommendations for the permissible stress design of reinforced concrete building structures
Sample text
Table 13 Reinforcement for shear and torsion v c 'hp,. 4 is the larger centre-to-centre dimension of a rectangular link yl I n a section with multiple links only the legs lying closest to the outside of the section should be used as torsion reinforcement. The longitudinal spacing of the links, s, should not exceed the least of x,, y,/2 or 200 mm. The links should be of the closed type complying with shape code 74 of BS 4466. Longitudinal torsion reinforcement should be distributed evenly round the inside perimeter of the links.
For other concrete strengths, these should be multi lied byg(fCu/30), with the value of fCu not taken as less than 20 N/mm or more than 40 N/mm’ (see Table 10A). Where at any cross-section the shear stress, v , as calculated from equation (18), is less than %pV for a beam or pv for a slab, no shear reinforcement is required. For beams of structural importance it is, however, recommended that nominal shear reinforcement be provided. 25), nominal links should be provided for the whole length of a beam or, for a slab, over that length where v exceeds pv.
3 Avoidance of bond failure Each bar should have adequate anchorage on both sides of any cross-section to develop the calculated force. This may be assessed by direct calculation, or it may be assumed to be satisfied if the local bond stress does not exceed the permissible average bond stress by more than 25%. V local bond stress = do where V is the shear force across the section o is the sum of the perimeters of the bars in the tension reinforcement. In members of variable depth the effect of change of depth should be taken into account in calculating the bond stress.