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RE: ST - Allowable stresses for steel tees[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: RE: ST - Allowable stresses for steel tees
- From: "Bill Sherman" <SHERMANWC(--nospam--at)cdm.com>
- Date: Thu, 9 Oct 1997 19:51:42 +0500
Thanks to those who responded to my question regarding flexural strength of tees. The gold star goes to Tony Powers who referred me to AISC's Engineering Journal, Second quarter, 1992, "Flexural Strength of WT Sections". This article states "The design of these sections for flexural loads was not specifically addressed in the ASD Specification. Not until the publication of the LRFD Specification was flexural loading of these sections directly addressed." AISC-LRFD addresses flexural strength of tees in section F1.5. The author of the above article recommends using the LRFD formula (F1-15) and incorporating a safety factor of 1.67 for ASD design, to check lateral buckling strength of the web in compression. A strength limit of 0.60Fy is recommended for compressive stress on the web. (The article also recommends relaxing the width/thickness ratio for web stems in B5.) Roger Turk referred to page 1-53 in the AISC-ASD Manual. This page does refer to section E2 for allowable compressive stress for flexural buckling. However, it is not clear exactly how to apply E2 to a tee web only partially in compression (for K & r values). Thus the paper is correct that it is not "directly" addressed in ASD.
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