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Re: Masonry reinforcing

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Yes, that would be a concern.  The project we did required both horizontal
and vertical bars to be added.  (Yes, wall stability was a big concern when
the horizontal bars were added.)  We were not relying on the joint
reinforcement for in-plane shear capacity, (none was present, IIRC), just
relying on the new horizontal bars.  The contractor did complain a lot, but
did a careful job which we thought turned out quite well.

Conrad

----- Original Message -----
From: "Foy, Warren" <Warren.Foy(--nospam--at)mhgrp.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Wednesday, October 03, 2001 11:52 AM
Subject: RE: Masonry reinforcing


> My concern in doing this is that the joint reinforcing will be cut,
> potentially allowing cracking in the bed and head joints reducing the
walls
> capacity to act as a shear wall.  Do you think this is a concern?
>
> -----Original Message-----
> From: Conrad Guymon [mailto:conrad(--nospam--at)karren.com]
> Sent: Wednesday, October 03, 2001 12:08 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: Masonry reinforcing
>
>
> You CAN add additional bars from one side if you want to go to the fuss
and
> bother of cutting out the faces of some void cells, and adding bars and
> grout.  It's a lot of work, but we have spec'd this and had it done on a
> seismic retrofit project.
>
> Conrad
>
> ----- Original Message -----
> From: "Tom Allen" <Allen(--nospam--at)3DI.com>
> To: <seaint(--nospam--at)seaint.org>
> Sent: Wednesday, October 03, 2001 9:07 AM
> Subject: RE: Masonry reinforcing
>
>
> > The 97 UBC section 2104.5 and associated sections will tell you what the
> > requirements are.  Since the cells which contain rebar are solid
grouted,
> > there is no way to add additional bars and make it conform to code.
> >
> > -----Original Message-----
> > From: Foy, Warren [mailto:Warren.Foy(--nospam--at)mhgrp.com]
> > Sent: Friday, September 28, 2001 9:09 AM
> > To: 'seaint(--nospam--at)seaint.org'
> > Subject: RE: Masonry reinforcing
> >
> > I failed to mention that there is a brick veneer on the exterior side so
> > there is access to only one side.
> >
> >
> >
> > I have a project under construction on which the reinforcing steel in
the
> > masonry walls have been found to have been put in incorrectly.  These
> walls
> > are non-loadbearing walls subjected to 25 psf wind loads and are shear
> wall.
> > I would like to ask this forum two question concerning the intent of ACI
> > 530.
> >
> > 1.  The dowels extending from the foundation appear to have been
installed
> > correctly but the upper bars are in question.  Can the bottom section of
a
> > wall be considered reinforced and analysed using chapter 7 and 8 of ACI
> 530
> > and the middle and upper sections of the same wall considered
unreinforce
> > to meet the criteria of chapter 6?
> >
> > 2.  Chapter 8 of ACI 530 indicates required lap splices of 0.002 Fs db
or
> 48
> > bar diameters and developement lengths of 0.0015 Fs db or 36 bar
> diameters.
> > Can these lengths be reduced as a function of (As provided)/(As
required)
> as
> > allowed by ACI 318?
> >
> > Also, do you have any suggestion as to how to add reinforcing bars in an
> > existing masonry wall?
> >
> >
> >
> > Warren S. Foy
> > Structural Design Manager
> > The Mason & Hanger Group Inc.
> >
> >
> > 300 West Vine Street, Suite 1300
> > Lexington, KY   40507-1814
> > voice: 859.252.9980
> > fax: 859.389.8870
> > web: http://www.mhgrp.com
> >
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