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Re: Pier ties per 1922.214.171.124 UBC[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Pier ties per 19126.96.36.199 UBC
- From: Cmajose(--nospam--at)aol.com
- Date: Fri, 23 Oct 1998 17:40:23 EDT
Dear Mr. Duarte, Your calculations appear correct. Please see subitem 6 in 19188.8.131.52, you need to determine the point of contraflexure for determining how much of the pier shaft will require reinforcing ties. If agreeable to the City plan review Engineer, you can use the provision for 120% of flexural length for minimum pier shaft length to be reinforced as allowed by 1809.5.1 UBC. Consult with your Geotechnical Engineer for this project for soil restraint conditions to properly model pier forces applicable. You may have significant lateral loading from structure mass above if there are unstable soils near surface. Loading will typically also include grade beam weight and floor structure weight in addition to customary lateral building loads if near surface soils do not provide sufficient constraint. The pier/gradebeam system may be considered a "moment resisting" frame requiring compliance to 1921 UBC for the grade beams as well with attention needed to restrain moments in the pier to grade beam connection (embedments, hooks, etc). Your firm Engineers should be able to lead you through the mechanics necessary, I recommend you see if you have a "standard" for modelling/calcs available, if not I recommend your firm develop one. Good luck, Jim Fruit, AIA, Branch Manager Carl Mileff & Associates, Building Code Services.
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