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UBC Section 1630 Earthquake Loads[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: Seaint(--nospam--at)seaint.org, dodgen(--nospam--at)icbo.org
- Subject: UBC Section 1630 Earthquake Loads
- From: jerome.tan(--nospam--at)PAREURO.COM
- Date: Tue, 9 Mar 1999 11:29:43 +0000
- Receipt-requested-to: jerome.tan(--nospam--at)PAREURO.COM
E is defined as the earthquake load *on an ELEMENT of the structure* resulting from the combination of Eh and Ev. Eh is derived from 1630.2 in Eqn 30-4 and limited between Eqn 30-5 & 6. Ev is the equivalent vert. eqk component added to the DL and is zero in ASD. Em is the max eqk load *on the STRUCTURE* resulting from the product of the amplification factor and Eh of Section 1630.2. Kindly enlighten me if E differs with Em in that the former is applied to elements while Em is for the entire structure. And if E is just a horizontal load and not a vector (i.e. rho * Eh - applied horizontally and Ev - applied vertically). I interpret it right now in that E is also applied to *the ENTIRE STRUCTURE* and Em is the maximum that can be applied. For example, if my computations say that E is a horizontal 100 tons, and Em is 125 tons, I use E as my design eqk load. But if say E is 150 tons and Em is still 125 tons, I will use Em for E because E > Em. TIA, Jerome A.M. Tan Makati City, Philippines Jerome.Tan(--nospam--at)Pareuro.com
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