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Re: pier design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: Re: pier design
- From: Michael Donoghue <cmd(--nospam--at)ibm.net>
- Date: Thu, 05 Mar 1998 20:57:28 -0600
Suggestion, If you do or anticipate doing much pier work Go straight to L-Pile do not pass Broms. Michael Donoghue PE Arvel L. Williams, P.E. wrote: > MarthaAlic wrote: > > > I am currently designing a roof platform. The lateral resisting system is > > composed of moment frames running in both directions. This platform is exposed > > and due to space limitations, I have no other choice than using drilled piers > > for foundations. For the embendement length, I divided the moment by the > > shear at the base and found an equivalent height for the shear load (ie. > > M/V=h'). My questions are: > > > > 1. What is the minimum reinf. required. > > > 2. Do I have to design the pier as if it were a column with and axial and > > amoment (eventhough it is lateraly braced by the soil) or should I justconsider > > the moment. > > I develope an interaction diagram for the piers to determine reinforcing steel > requirements using ACI 318-95. > > > 3. Is there a source I can use as a guideline for my design. > > > > The simplest method I've found, in a uniform soil, to determine the moments and > shear is Brom's theory from 1964. It is describe by Poulos & Davis in their text > published in 1980. > > If the situation is critical, I'd consider using one of the finite difference > solutions with P-Y data. If your not familiar with P-Y curves there is some > guidance in Poulos & Davis. > > Also check out Bowle Fifth Edition of his text. It is usually straight forward > and has alternative methods. > > If this is a layered soil site it might be a good idea to get assistance from a > geotech engineer with experience in designing laterally loaded piles using > computer aids such as L-Pile or PileDG. > > Arvel L. Williams, P.E. >
- Re: pier design
- From: Arvel L. Williams, P.E.
- Re: pier design
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