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RE: Enercalc-Pole Embedment in Soil[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Enercalc-Pole Embedment in Soil
- From: "Cain, William" <bcain(--nospam--at)ebmud.com>
- Date: Mon, 13 Nov 2000 09:25:54 -0800
Mark- But why reinvent the wheel? Regards, Bill Cain S.E. -----Original Message----- From: Mark Pemberton [SMTP:Markp(--nospam--at)lbdg.com] Sent: Monday, November 13, 2000 8:11 AM To: 'seaint(--nospam--at)seaint.org' Subject: RE: Enercalc-Pole Embedment in Soil The UBC formula can be reworked mathematically into a formula with terms dependant on shear and moment separately. This allows for calculation of lateral bearing pressure for pin connection or moment connection without shear. Mark Pemberton, P.E. -----Original Message----- From: BCainse(--nospam--at)aol.com [mailto:BCainse(--nospam--at)aol.com] Sent: Sunday, November 12, 2000 5:03 PM To: seaint(--nospam--at)seaint.org Subject: Re: Enercalc-Pole Embedment in Soil George- It is not the depth of the pier that is important but the relative stiffness of the pier to soil (or rock). The simplest treatment I've seen for treating this is a 1957 ASCE paper by E. Czerniak. This paper treats short piers (defined as having a Length to diameter ratio of 10 or less) as rigid. It is a more rational formula than the Outdoor Advertising Sign group that developed the UBC formula. It will treat any combination of Shear and moment. This allows treatment of piers fixed or pinned. The UBC formula is really limited to a pole loaded at the top. Regards, Bill Cain SE Albany CA
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