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Re: Modeling Diaphragm Stiffness of Unreinforced Masonry

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If the infill makes the system wildly  or even moderately eccentric, wind
loads too could/can develop failure level loading in some of the perimeter
elements.  It of course all depends on the overall system and its capacity
as well as the load levels (I work on the coast too from time to time and I
probably don't need to tell you about extreme wind effects).  Its something
to at least look at carefully.

I guess the worst thing about it is the wall is there but you can't even
depend on it in that it might get removed during a remodel some day.


-----Original Message-----
From: Bill Polhemus <polhemus(--nospam--at)>
To: seaint(--nospam--at) <seaint(--nospam--at)>
Date: Monday, April 26, 1999 2:19 PM
Subject: RE: Modeling Diaphragm Stiffness of Unreinforced Masonry

>That's great, but I'm here.
>BTW, no seismic problems in Houston, Texas. The lateral loading is from
>> -----Original Message-----
>> From: NRoselund(--nospam--at) [mailto:NRoselund(--nospam--at)]
>> Sent: Monday, April 26, 1999 12:46 PM
>> To: seaint(--nospam--at)
>> Subject: Re: Modeling Diaphragm Stiffness of Unreinforced Masonry
>> Chapter 95 of the Los Angeles City Building Code (Voluntary
>> Earthquake Hazard
>> Reduction in Existing Concrete Buildings and Concrete Frame
>> Buildings With
>> Masonry Infills) deals with this kind of building.  SEAOSC
>> conducted a
>> seminar in November 1996.  The Seminar notes included theory,
>> analysis and
>> design procedures, and a copy of the Code.