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Question about shear stress in steel plates, tees and angles
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- Subject: Question about shear stress in steel plates, tees and angles
- From: Clifford Schwinger <clifford234(--nospam--at)yahoo.com>
- Date: Thu, 10 Apr 2003 05:16:58 -0700 (PDT)
I have a basic question about shear in steel plates, tees and angles. Web shear stresses at a vertical cross section through a W shape beam are fairly constant and this (almost) constant shear stress is approximated with the equation fv = V/dt. If I chop the flanges off the W shape then the distribution of the shear stresses through the web changes substantially - shear stress varies from zero at the top and bottom of the web to a maximum of fv = 1.5 x V/dt at mid-depth. Page 16.3-10 in the Third Edition LRFD Manual states that the maximum shear stress in an angle bent about one of its principal axes is fv = 1.5 x V/bt. Page 16.3-10 also states that the maximum shear stress in the leg of an equal leg angle bent about one of its geometric axes is fv = 1.35 x V/bt. All of the above equations are derived from the basic equation fv = VQ/It. Page 16.3-10 also says (to paraphrase) a uniform shear stress equal to fv = V/bt may be assumed in the legs of angles due to inelastic material behavior and stress redistribution. Here?s my question: Can you always use the simplified equation fv = V/bt to compute shear stress (and shear capacity) in a steel plates, stems of tees and legs of angles (as long at the members in question are adequately braced)? Are there any situations where you MUST use the equation fv = VQ/It when checking shear stress. When using ASD design, does the maximum shear stress have to be kept less than 0.40 x Fy or is it acceptable (because of inelastic material behavior and stress redistribution) to verify only that the average stress is less than 0.40 x Fy? TIA, Cliff Schwinger __________________________________________________ Do you Yahoo!? Yahoo! Tax Center - File online, calculators, forms, and more http://tax.yahoo.com ******* ****** ******* ******** ******* ******* ******* *** * Read list FAQ at: http://www.seaint.org/list_FAQ.asp * * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to: * * http://www.seaint.org/sealist1.asp * * Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: http://www.seaint.org ******* ****** ****** ****** ******* ****** ****** ********
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