Need a book? Engineering books recommendations...
Re: Foundation A.B. Capacity[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: Foundation A.B. Capacity
- From: "Ed Workman" <eworkman(--nospam--at)fix.net>
- Date: Wed, 21 Jul 1999 08:19:32 -0700
-----Original Message----- From: Jake Watson <jwatson(--nospam--at)inconnect.com> To: seaint(--nospam--at)seaint.org <seaint(--nospam--at)seaint.org> Date: Tuesday, July 20, 1999 7:05 PM Subject: Re: Foundation A.B. Capacity > > >Seaintonln(--nospam--at)aol.com wrote: >> >> Jake, here is some comments: >8" FNDN Wall >4" Edge Distance (2 sides) ed = 4" > >12" Embedment (le = 12") > Projected area = 106.4 in^2 (Ap), this has taken into account that the >wall is only 8" thick (I truncated the shear cone). > I suggest you revert to first principles. The stem wall no longer resembles a cone in the least: Place a washer at the bottom of the bolt, size sufficient to transfer load in bearing to the concrete. Check the shear capacity of the stem using beam shear criteria on the section to each side. Provide rebar at the top of the wall for the "cantilevers" which are of sufficient length to gather the needed dead load. In order to mobilize the shear strength provide at least min code rho at the critical top sections.
- Prev by Subject: Re: Foundation A.B. Capacity
- Next by Subject: RE: Foundation A.B. Capacity
- Previous by thread: Re: Foundation A.B. Capacity
- Next by thread: RE: Foundation A.B. Capacity