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Re: soils pressure

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Sorry, flange force.  Like I said a couple of posts back I'm really in the
weeds at the moments with some projects.  Typing speed and brain speed
aren't coordinated.


----- Original Message ----- 
From: "John P. Riley" <jpriley485(--nospam--at)peoplepc.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Friday, April 23, 2004 6:40 PM
Subject: RE: soils pressure


> What's a compression web?
> -----------
>
> We did.  They were so certain that the geotech. would prove me wrong.  He
> came back with the same criteria that I used.  Score 1 I guess.
>
> While we are on the subject (or at least related) how do some of you feel
> about using wood "I" joists (TJI's, BCI's etc.) in resisting the forces at
> the top of a restrained basement wall?  I'm not real crazy about it, but I
> have talked to one of the manufacturers.  They were on the fence, at least
> from what they would say to me.  I have another basement with opposing
soil
> loads from opposite walls that will put these joists into compression.  I
> used the maximum allowed moment for the joists, calculated the compression
> web force from that and deducted the compression web force from the actual
> loading and looked at the net capacity that is left as the available
> restraining force that the joist would take.  It calcs out that way, but
I'm
> still a bit nervous.  Any thoughts on this one?
>
> -----Original Message-----
> From: Neil Moore [mailto:nmoore(--nospam--at)innercite.com]
> Sent: Thursday, April 22, 2004 12:45 PM
> To: seaint(--nospam--at)seaint.org; seaint(--nospam--at)seaint.org
> Subject: RE: soils pressure
>
> Go tell your contractor and architect to talk to the geotech and let them
> argue to him!
>
> Neil Moore, S.E.
>
>
>
> At 11:27 AM 4/22/2004 -0700, Joe Grill wrote:
> >O.K. guys, one more time, I did design the wall for full soil pressures,
> and
> >once again (in one of my posts) what I used was confirmed by a geotech.
> The
> >contractor and architect were trying to tell me there wouldn't be any
soil
> >pressure due to the vertical cut in close proximity to the wall.  The
> >vertical cut is not soil, rock rubble, rock with soil or even large
> >boulders, it is a vertical rock face... solid rock.
> >J. Grill
> >
> >-----Original Message-----
> >From: Bill Allen [mailto:T.W.Allen(--nospam--at)cox.net]
> >Sent: Thursday, April 22, 2004 10:58 AM
> >To: seaint(--nospam--at)seaint.org
> >Subject: RE: soils pressure
> >
> >Thanks, Paul.
> >
> >I was hoping someone would say out loud what I was thinking.
> >
> >T. William (Bill) Allen, S.E. (CA #2607)
> >ALLEN DESIGNS (http://www.AllenDesigns.com)
> >San Juan Capistrano, CA
> >
> >:-----Original Message-----
> >:From: Paul Feather [mailto:pfeather(--nospam--at)SE-Solutions.net]
> >:Sent: Thursday, April 22, 2004 10:08 AM
> >:To: seaint(--nospam--at)seaint.org
> >:Subject: Re: soils pressure
> >:
> >:Joe,
> >:
> >:I would not design a 12 foot retaining wall without a soils report. I do
> >:not
> >:see how you can assume anything less than full soil pressure occurring
at
> >:some point in the life of the structure.  Anything less is opening
> yourself
> >:up to all kinds of potential problems and liability.  Soil moves and
> shifts
> >:with time and changes in moisture content, the cut will not stand
> >:indefinitely.  Also, who is liable when the near vertical cut does not
> hold
> >:and kills one of the construction workers?
> >:
> >:
> >:Paul Feather PE, SE
> >:pfeather(--nospam--at)SE-Solutions.net
> >:www.SE-Solutions.net
> >:----- Original Message -----
> >:From: "Joe Grill" <jgrill(--nospam--at)swiaz.com>
> >:To: <seaint(--nospam--at)seaint.org>
> >:Sent: Wednesday, April 21, 2004 3:00 PM
> >:Subject: soils pressure
> >:
> >:
> >:> I have been asked to design a basement wall with a 12' retained height
> of
> >:> soil.  There has been no geotechnical review of the residence, but the
> >:> architect, who has done other work in the area, tells me the cut will
> >:> probably stand almost vertical.  If this near vertical face is just a
> >:couple
> >:> of feet away from the wall and the backfill is a free draining fill,
> will
> >:> the fill be able to achieve full lateral soil pressure against the
wall.
> >:> The architect/contractor/owner wants to use the floor diaphragm to
> >:restrain
> >:> the top of the wall.  If the full lateral soil pressure is achieved
then
> >:the
> >:> diaphragm doesn't have the capacity to restrain the wall.  I have
> >:suggested
> >:> a geotech be brought in to look at the excavation and make
> >:recommendations
> >:> at that point, but of course that hasn't been received very well.  If
> the
> >:> full soil pressure is not activated will there be any pressure at all
> and
> >:> how is it calculated.
> >:>
> >:> Any ideas?
> >:>
> >:> Joseph R. Grill
> >:>
> >:>
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