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Re: pre engineered metal building foundations[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org, murarjm(--nospam--at)wwics.com
- Subject: Re: pre engineered metal building foundations
- From: jerome.tan(--nospam--at)PAREURO.COM
- Date: Tue, 26 May 1998 5:30:12 +0000
Joe, The 1/3 of the stem wall length of bay spacing is a prudent assumption. The UBC 97, Section 1621.1, says that wind load shall not exceed 2/3 of the dead load resisting moment. This allows the FS of 1.5 for Overturning.The weight of the backfill could be allowed to be included in the DL resisting moment. If compacted well, which I assume it will be, the weight of the floor slab could also be included. However, base on my experience, I always deduct 1 to 1 -1/2 foot of backfill to consider soil disturbance during construction which leads to loose top soil. Jerome Tan S.E. ______________________________ Reply Separator _________________________________ Subject: pre engineered metal building foundations Author: MIME:murarjm(--nospam--at)wwics.com at INTERNET Date: 5/26/98 3:14 AM I would like some opinions on designing pre engineered metal building foundations for uplift and lateral bearing & sliding. We consider the dead load and lateral bearing from 1/3 the stem wall length between bay spacing will offer resistance. ie. 30 ft bay /3 or 10 ft. The stems and main frame piers are cased monolithically and all reinforcement is continuos through the piers. Safety factors (SF) are 1.5 for silding, uplift 2.0 for overturning. The soils are usually type 4 Table 18-1-A Recently we reviewed a foundation plan supplied by a metal building company in which they assumed 1/2 the bay for uplift and lateral sliding. They also allowed credit for the backfill material and 4" conc. floor slab and SF 1.5 overturning. Thanks in advance Joe Murar P.E.
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