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RE: Cast in Place Pier Design - Creep force[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Cast in Place Pier Design - Creep force
- From: "Gautam Manandhar" <Gautam_Manandhar(--nospam--at)ci.richmond.ca.us>
- Date: Mon, 18 Sep 2006 16:07:25 -0700
Imagine a cast in place pier for residential project on a slope (UBC formula method). Point A is at the top of dirt, Point B is at the bottom of weathered sediment, and Point C is at the bottom of the Pier in base rock. The soil report states that one should account for a creep force between Point A and B. The piers resist gravity as well as lateral (seismic) loads.
In your practice, where along the length of the piers do you presume that the passive pressure to resist the seismic forces begins – is it at point A (assume that the soil is not disturbed during drilling ) or at point B? It would appear to me that it would be point B rather than point A as the earth between A and B is moving because of creep and therefore, passive pressure is not generated.
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