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History of Fy in A36[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: History of Fy in A36
- From: Stan J <hawneng(--nospam--at)wac.com>
- Date: Mon, 01 Jun 1998 17:41:18 -0700
We are now all well aware of the problem of A36 steels with yields closer to 50 ksi than to 36ksi. While most of us were oblivious to this problem until Northridge; when did this problem actually develop? Had strengths of supplies gradually crept upwards over the decade before Northridge? Was there a sudden dramatic change during the 70's? Does anyone have info that could be useful in predicting reasonable upper limits on Fy based upon time in which the steel was erected. Thanks Stan Johnson, PE, This, of course, can be a tough one to explain to the layman. How do you tell a building owner that their steel may be too strong?! BTW: My problem does not involve 50ksi columns vs 36 ksi beams and strong column weak beam criteria; but instead, evaluating a section for compactness criteria.
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