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[SEAOC] SEISMIC ANALYSIS/RETROFIT OF CAP BEAMS[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: [SEAOC] SEISMIC ANALYSIS/RETROFIT OF CAP BEAMS
- From: BRYAN NELSEN <U6420(--nospam--at)sparki.mdt.mt.gov>
- Date: Wed, 14 Feb 1996 8:29:33 -0700 (MST)
- Cc: U6420(--nospam--at)sparki.mdt.mt.gov
Is anyone familiar with the seismic analysis and retrofit of cap beams.? I am referring to those typically used in beam and girder type bridges. The cap is usually supported on two columns and has a length of +/- 30 ft. Our seismic analyses of these indicate possible flexural failures (negative bending) in the vicinity of the columns. The moment ductility demands have been on the order of 1.0-1.5 (Mdem/Mcap). Is a demand ratio of 1.5 high enough to be concerned about? Would a flexural failure of a poorly confined cap beam be as devastating (i.e., potential for structure collapse) as that of a poorly confined column? Assuming a retrofit is required, what options are presently being used? So far, we have decided that post-tensioning is a viable solution provided service load capacity is still adequate. I would appreciate any information on this matter. Bryan Nelsen (U6420(--nospam--at)sandy.mdt.mt.gov) ...
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