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RE: Existing shearwall with new penetrations

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This was my understanding also.
If a client is looking to change the load capacity of a floor on a 1950
We don't use the 1950 code.
Since a change is being made the applicable code of date is the one to be
I agree with Ben that one side is probably all you will be able to use.

-----Original Message-----
From: Joseph M. Otto, P.E. [mailto:jmo_engineering(--nospam--at)]
Sent: Friday, June 09, 2000 11:49 AM
To: seaint(--nospam--at)
Subject: RE: Existing shearwall with new penetrations

It was my understanding that when you check an existing shear wall to see if
you can put penetrations into it, you have to use current UBC design loads
and make sure it can withstand these loads per the current UBC requirements.
Isn't this correct?


-----Original Message-----
From: Jeff Coronado [mailto:"jcse(--nospam--at)"]
Sent: Friday, June 09, 2000 7:34 AM
To: seaint(--nospam--at)
Subject: Re:

Joseph, you are not designing a new wall.  What is the capacity of the
wall according to the code that was current at the time the wall was
designed?  Then it seems to me that that is the capacity of the wall you
have to begin with.

Jeff Coronado, S.E.
West Covina, CA

Joseph M. Otto, P.E. wrote:
> [Image]
> January 7, 2000
> I have been requested to place new penetrations into an existing
> plywood shearwall which is sheathed with 1/2" ply. both sides nailed
> with 10d nails at 4" on center at plywood panel edges and 12" o.c. on
> the field.  The edges of the panels are nailed to the same 2X studs on
> each side of the wall.
> Table 23-II-J-1 footnote 2 (page 2-288) of the 1997 UBC indicates that
> these studs need to be 3X.
> Does this mean that I  can't use these walls to take shear?
> :Respectfully,
> Joseph M. Otto, PE
> Civil Engineer, Project Manager
> Ireland Engineering, Inc.
> 46750 Fremont Blvd., Suite #204
> Fremont, CA 94538
> (510) 438-9632 x11    FAX (510) 438-0689
> jmo_engineering(--nospam--at)
>  [Image]