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# RE: Design of Top Plates

• To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
• Subject: RE: Design of Top Plates
• From: Mark Pemberton <Markp(--nospam--at)lbdg.com>
• Date: Fri, 29 Dec 2000 13:44:30 -0800

```Well said!  However, most of these secondary effects are
difficult to put numbers to.  It is therefore usually necessary
to take the simplified analysis approach when plan checkers
require top plate bending calculations.

Mark Pemberton, P.E.

-----Original Message-----
From: Structuralist [mailto:dennis.wish(--nospam--at)gte.net]
Sent: Friday, December 29, 2000 12:58 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Design of Top Plates

I think what most are missing on this problem is a couple of things.

1. The loads are not concentrated at one level but accumulate from each
level. While the accumulation of loading is to be applied at each lower
level, the distribution of the load is more likely to change from a
concentrated load at the upper level and be transferred to the lower level
2. The blocking (disregarding the rim joist for those who use one where
rafters are perpendicular to the plates) creates a composite beam section
that considers the bottom plate of the wall above, the sheathing, the
blocking and adjacent rafters (discontinuous in shear but tied by the chords
in bending) and the double plate below.
3. The highly unlikely event that the joist/truss/rafter maximum live load
capacity is reached and consistent over a number of joists,
4. The safety factor included in wood design.
5. The use of the wall "system" with sheathing to act as a beam so as to
transfer concentrated loads from upper levels occurring between studs to
lower levels as a uniform load by distribution through the wall and
sheathing.

I think the fault of the rationale used is simply the failure to identify
the structural elements as a system and to recognize then you have created a
built-up section (double plate, blocking and single top plate with plywood
sheathing (floor) used to tie the system from above).

As I mentioned above, the concentrated load does not occur at each floor.
However, this does not diminish the need to compensate for unusually high
loads that may occur from girder trusses or heavy timber trusses or ends of
beams that need a post or built-up studs to insure proper transfer of loads
from concentrated load to the foundation.

Sometimes we lose sight of the fact that conventional wood construction has
been around for as long as there have been saw mills. There have been few
failures in conventional construction if the historic methods are
appropriately followed. I think that we will find from the CUREe studies
and, if smart enough to dig deeper, that many of the problems we face are
due to quantity demands, improper installation of proprietary hangers, clips
and straps and other proprietary products which builders compromise by
modifying to fit the needs of the job.

Dennis S. Wish, PE

From: "Speck, Todd M" <tmspeck(--nospam--at)pbsj.com>
To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: Design of Top Plates

The load still progress down the studs,  through the trusses to the top
plates to the studs and so on.

I've seen a large number plans where the studs and trusses do NOT align and
no additional reinforcing is supplied.  I believe, far too often it is
ignored.

-----Original Message-----
From: Oshin Tosounian [mailto:sdgse(--nospam--at)juno.com]
Sent: Thursday, December 28, 2000 12:19 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Design of Top Plates

You are ignoring the rim joist at every level that will redistribute the
load from above. So, what you really need to consider is the load from one

Oshin Tosounian, S.E.
Los Angeles, CA

------Original Message------
From: "Speck, Todd M" <tmspeck(--nospam--at)pbsj.com>
To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Sent: December 28, 2000 5:33:07 PM GMT
Subject: Design of Top Plates

John Riley's ledger question brings up a question I've had for some time
that no one I've queried has been able to answer.

His "Studs are 2x6, D.Fir-Larch(N), @ 16".  Load from each floor is about
1100
plf."

Assuming the floor trusses are spaced at 24" o.c.

My question is this: How does one justify the strength of the top plates?

For quick calculations,  assuming the roof load is 550 plf you need to
transfer 3850 plf (550 plf roof + 1100 4th + 1100 3rd + 1100 2nd) from the
second floor trusses to the top plates directly beneath the 2nd floor
trusses.  with trusses spaced at 24" o.c. that's a 7700 lb point load to the
dbl top plate.  The studs are spaced at 16" o.c. so there will be a location
where the truss bears at midspan of the dbl top plate.

I've never had anyone be able to account for the shear and flexure stresses
that the dbl top plates are loaded with.   Is there something I'm just not
seeing or do engineers somehow ignore this??

All help would be much appreciated on this matter,  since I've never had
anyone give me a decent solution to this.Stan Scholl, P.E.

```