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Re: Shear Flow

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Updated Address for Bob Powell

Powell, Mika, Vinci and Associates
31225 La Banya Drive
Suite 110
Westlake Village, CA 91362
(818) 735-0409

I concur with Bill Allen.
Bruce Pooley
Timber Design
3448 South Newland Ct.
Lakewood, CO 80227
303-989-8701
303-989-9693 fax
bdpooley(--nospam--at)home.com

----- Original Message -----
From: "Bill Allen" <Bill(--nospam--at)AllenDesigns.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Thursday, March 23, 2000 9:36 PM
Subject: RE: Shear Flow


> For what it's worth, I believe there is significant anecdotal evidence
that
> this type of reinforcement is ineffective, regardless of the supporting
> calculations. To verify this, I suggest you contact an expert in the area
of
> GLB repair, Bob Powell. The last known address I have for Bob is as
follows:
>
> 10780 Santa Monica Blvd.
> Santa Monica, CA 90025
> (310) 446-5550
>
> Regards,
>
> Bill Allen, S.E. (CA #2607)
> ALLEN DESIGNS
> Laguna Niguel, CA
> http://www.AllenDesigns.com
>
>
> ||-----Original Message-----
> ||From: Brad F [mailto:brad(--nospam--at)vesolutions.net]
> ||Sent: Thursday, March 23, 2000 9:06 PM
> ||To: seaint(--nospam--at)seaint.org
> ||Subject: RE: Shear Flow
> ||
> ||
> ||ted
> ||
> ||-----Original Message-----
> ||From: Greg Smith [mailto:strusup(--nospam--at)gte.net]
> ||Sent: Monday, February 14, 2000 11:46 AM
> ||To: seaint(--nospam--at)seaint.org
> ||Subject: Re: Shear Flow
> ||
> ||
> ||Use QV/Ib where b is the width of the glulam.
> ||
> ||Greg
> ||
> ||
> ||
> ||-----Original Message-----
> ||From: Gobo, Gina <ggobo(--nospam--at)DLRGROUP.com>
> ||To: 'seaint' <seaint(--nospam--at)seaint.org>
> ||Date: Monday, February 14, 2000 1:45 PM
> ||Subject: Shear Flow
> ||
> ||
> ||>I have question about composite beams:
> ||>
> ||>I have a wood glulam beam that I would like to reinforce by
> ||adding a steel
> ||>channel to both sides. I am trying to find the shear flow at
> ||the channel to
> ||>wd beam contact area so that I may figure our how many bolts
> ||I need to
> ||>faster the composite beam together. I am using the formula f
> ||= QV/I, where
> ||V
> ||>is the maximum shear load on the beam, I is the moment of
> ||inertia for the
> ||>composite section, and Q the first moment of inertia of the
> ||glulam beam
> ||that
> ||>is in contact with the channel = yA where, y is the distance from the
> ||>centroid of the block of wd in contact with the channels to
> ||the neutral
> ||axis
> ||>and A is the area of the same block of wd. If I am using a
> ||channel that is
> ||a
> ||>C12X20.7 and a 6.75X31.5 glulam, Q = ((12/2)-dist to neutral
> ||axis of entire
> ||>section)*6.75*12=248in3. I = 17964.83 in4 and V = 48kips. f
> ||= 8kip/ft which
> ||>seems very high.
> ||>
> ||>The shear flow that I get seems very high. Do I have to use
> ||the transformed
> ||>section in order to get the shear flow? (i.e. transform the
> ||wd beam into an
> ||>equivalent steel member in order to get the correct shear
> ||flow). Or, is
> ||>using I of the composite section based on the geometry of
> ||the cross section
> ||>ok?
> ||>
> ||>
> ||>Gina T. Gobo, E.I.T.
> ||>Structural Engineering
> ||>DLR Group
> ||>Seattle
> ||>Ph. 206.461.6000
> ||>Fax 206.461.6049
> ||>ggobo(--nospam--at)dlrgroup.com
> ||>
> ||>
> ||>
> ||
> ||
> ||
> ||
> ||
>
>
>