Can anyone share their model for designing a short pedestal for strut and tie actions.
Of interest is the development of the tension tie, at top node, for shear load.
Let's say pedestal height is at limit between flexural/strut and tie action, say 1.5.
If H/B > 1.5 (flexural), tension at top approaches zero.
If H/B = 1.4 say, tension at node 1 is relatively high. So not a smooth transition.
For pilecaps, common method is to have sufficient development past the node. So presume sufficient length below node 1 is required??? Or is total vertical length allowed for? Or do you allow contribution from cog other end? But latter doesn't seem correct unless radius of curvature is high (10 x bar dia).
Of interest is the development of the tension tie, at top node, for shear load.
Let's say pedestal height is at limit between flexural/strut and tie action, say 1.5.
If H/B > 1.5 (flexural), tension at top approaches zero.
If H/B = 1.4 say, tension at node 1 is relatively high. So not a smooth transition.
For pilecaps, common method is to have sufficient development past the node. So presume sufficient length below node 1 is required??? Or is total vertical length allowed for? Or do you allow contribution from cog other end? But latter doesn't seem correct unless radius of curvature is high (10 x bar dia).
Last edited:
