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Re: shear design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: shear design
- From: "Greg Smith" <strusup(--nospam--at)gte.net>
- Date: Fri, 12 Feb 1999 16:46:04 -0600
Without (me) checking code specifics, I would think to use the shear area of the compressive steel only and check the concrete shear capacity in terms of the concrete between the steel on each side when it bears against the bars. (ignore cover both sides). Greg -----Original Message----- From: Donna Friis <FRIISDL(--nospam--at)cdm.com> To: seaint(--nospam--at)seaint.org <seaint(--nospam--at)seaint.org> Date: Friday, February 12, 1999 9:43 AM Subject: shear design I have a 30' high by 12' long reinforced concrete wall connected to a base slab. I calculated the shear at the base of the wall. The joint is a simple roughened edge with the wall dowels extending into the base slab. The shear capacity of the concrete wall (phi * Vc) is only about 70% of the required capacity. So I calculated the shear capacity of the wall dowels. When I was in school and did similar calculations, I took the difference of the area of steel provided by the wall dowels and subtracted the area of steel required for the moment at the base. I used this difference to calculate the shear capacity of the wall dowels but was told that this disagrees with ACI 318-95 R11.7.7. The code indicated that "when a moment acts on a shear plane the flexural tension stresses and flexural compression stresses are in equilibrium." Some of the senior structural engineers I spoke with indicated that I could used the total area of steel provided by the dowels on each face of the wall (up to the maximum shear capacity allowed by ACI). While others said that this was incorrect. As a young engineer I would greatly appreciate input and a brief explanation.
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