mte12
Structural
- Mar 1, 2022
- 142
Please assist with (1) and (2), particularly (2).
(1)
For static horizontal loads calculated in AS 1170.4, I can't understand how response is differentiated for a raft footing, and a piled foundation.
Can only see factors for class of soil (Ae, Be, Ce, De, Ee), and ductility factor & structural performance factor (μ & Sp).
Guess that repone is more forgiving for a piled foundation (pile group with vertical piles) since structure and foundations as a whole is more flexible.
Have read that raked pile groups have had failures with pilecap shearing off top of piles.
Guess that raft also experiences a high shear but has a high horizontal shear capacity.
(2) In terms of seismic weight, incident at the top of the pile, is pilecap and soil overburden allowed for?
Do you think it's possible that for failures with raked pile groups, one factor may have been that weight of pilecap and soil overburden was not allowed for.
Don't have the opportunity for geotechnical input on this and was aiming for a good estimate of design loads.
Also soil may have liquefaction potential, but I don't think that would change how (2) is addressed.
(1)
For static horizontal loads calculated in AS 1170.4, I can't understand how response is differentiated for a raft footing, and a piled foundation.
Can only see factors for class of soil (Ae, Be, Ce, De, Ee), and ductility factor & structural performance factor (μ & Sp).
Guess that repone is more forgiving for a piled foundation (pile group with vertical piles) since structure and foundations as a whole is more flexible.
Have read that raked pile groups have had failures with pilecap shearing off top of piles.
Guess that raft also experiences a high shear but has a high horizontal shear capacity.
(2) In terms of seismic weight, incident at the top of the pile, is pilecap and soil overburden allowed for?
Do you think it's possible that for failures with raked pile groups, one factor may have been that weight of pilecap and soil overburden was not allowed for.
Don't have the opportunity for geotechnical input on this and was aiming for a good estimate of design loads.
Also soil may have liquefaction potential, but I don't think that would change how (2) is addressed.
