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RE: ASCE 31-03 part 2[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: ASCE 31-03 part 2
- From: "Glenn Otto" <ggator1256(--nospam--at)cox.net>
- Date: Thu, 17 Sep 2009 18:39:05 -0400
Did someone say beer?
Can the “compression struts”, however you may model those or even finite elements, be given a failure state such as an axial strain or deflection or stress limit? Then run a case without them? Earthquakes, unreinforced masonry, ….another beer
A Structural Engineer, P.C.
Glenn C. Otto, P.E.
Virginia Beach, VA
I know I must not have properly included the magic word since I did not get a single response the first time so I'll make sure to include it in this follow up:
For a C3 building would you typically consider removing the URM as decreasing the overall lateral capacity of the building or improving the frame's performance?
From: Michelle Motchos [mailto:mmotchos(--nospam--at)sw-sc.com]
A potential upcoming project will require evaluation be ASCE 31-03 at both the Tier 1 and Tier 2 levels. A quick glance of the plans and it would be a "C3" concrete frame with unreinforced masonry and rigid diaphragms. There are irregularities that I believe will require the application of the Linear Dynamic Procedure during the Tier 2. Does anyone know of a good reference for how to model and analyze this system for the evaluation? ASCE indicates they behave as a shear wall thru the development of compression struts in the wall for a period until the wall is destroyed and then it transitions to frame frame behavior but I am not sure how to capture this behavior numerically or in a 3d model for the dynamic analysis.
- ASCE 31-03 part 2
- From: Michelle Motchos
- ASCE 31-03 part 2
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