On 12/23/2011 10:40 AM, Kembcon wrote:
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> This message is too long to be posted to this list.
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> So, start a new list already. I don't know why your system garbles
> messages so badly and inserts so much gibberish.
>
> If you'd clean up your lists, the posts would be much shorter. Why is
> it necessary to recapitulate all the previous posts in each message?
>
> / eric
>
> On 12/23/2011 9:43 AM, Kembcon wrote:
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>> I know Mark's building. The walls were tilted and braced, then the
>> pilasters were field cast around the exposed rebar from the sides of
>> the wall panels. The pilasters take the vertical loads from the roof
>> trusses and, Mark Argues, take the lateral load from the wall panels
>> as well.
>>
>> The pilasters are 24 feet on center and are fixed to some degree at
>> the bottoms, but the foundations are not sized to resist any
>> significant moment from the pilasters.
>>
>> The ledger height at the walls is 18', so the wall panels span 18'
>> vertically and, mark argues, 22' horizontally.
>>
>> Mark argues, I think, that since the roof diaphragm is flexible of
>> semi-flexible, at best, the pilasters must somehow resist the lateral
>> loads from the walls (and roof structure?). He is skeptical, if I
>> understand his argument, that the wood/plywood diaphragm is able to
>> span horizontally between the concrete walls at each end of the
>> building, parallel to the roof trusses.
>>
>> I think his objection is to the whole concept of Rigid Wall /
>> Flexible Diaphragm buildings, which do indeed have many weak links,
>> particularly those from the fifties and sixties, but I'll let him
>> repond for himslf.
>>
>> Merry Christmas, everyone! / eric
>>
>>
>>
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