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# RE: ASCE 7-05 Cantilevered Column System vs. Inverted Pendulum-Type Structures

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: ASCE 7-05 Cantilevered Column System vs. Inverted Pendulum-Type Structures
• From: Larry Hauer <lrhauer(--nospam--at)hotmail.com>
• Date: Wed, 12 Mar 2008 07:51:23 -0700

 Bill,   I am designing the type of structures you are talking about, (cantilevered steel columns embedded in a grade beam and supporting light framing above), using an R = 2.5 per Item G-1 of Table 12.2-1, (special steel moment frames). Since it is a "Cantilevered Column system"- the columns don't know what kind of connection is up there- SMRF, OMF, etc and the R of 2.5 closesly approximates the old R of 2.2 per the '97 UBC. If you wanted to be conservative, you could use the R of 2.0 for a non-building structure.   Hope this helps,   Larry Hauer, S.E. From: t.w.allen(--nospam--at)cox.netTo: seaint(--nospam--at)seaint.orgSubject: ASCE 7-05 Cantilevered Column System vs. Inverted Pendulum-Type StructuresDate: Tue, 11 Mar 2008 11:58:41 -0700 What’s the difference?   My (current) situation is a two story SFR. One edge of the second floor is supported by a beam supported by three steel columns. This allows room for a car port. Yes, it sounds like the typical tuck-under scenario.   I’m not sure I can take the loads back to the next SW (only 10’-4” away) due to the second floor condition. I would rather take the tributary load out in the three steel columns and design them accordingly. However, I’m in Seismic Category D and it appears Cantilevered Columns is NP. There are no seismic coefficients for Inverted Pendulums in Table 12.2-1 but there are in Table 15.4-2. However 15.4-2 refers to “nonbuilding structures not similar to buildings”.   Can someone clear this up for me?   TIA,   T. William (Bill) Allen, S.E. ALLEN DESIGNS Consulting Structural Engineers V (949) 248-8588 • F(949) 209-2509  Shed those extra pounds with MSN and The Biggest Loser! Learn more.

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