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RE: Column Buckling

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From Salmon and Johnson, pg 548:
 
The force required would be:
 
Q = 0.004*Beta*Pcr
 
where Beta   = 1 for one brace @ center aL=0.5L
                   = 4 for infinite number of braces aL=0
           Pcr   = Critical Euler Buckling Load for aL
 
The stiffness required would be:
 
k = 2 * Beta * pi^2 * (EI/aL)
 
where EI = stiffness of the compressed element
-----Original Message-----
From: Gary Harris [mailto:gharris801(--nospam--at)sprintmail.com]
Sent: Tuesday, July 16, 2002 5:45 PM
To: seaint(--nospam--at)seaint.org
Subject: Column Buckling

We are designing a 100 - 24" diameter 1" Wall thick pipe as a chord. I found a reference using large deflection theray to determine the greatest deflection. As this is a transit condition, what force would be needed to hold it from buckling?
 
Gary Harris
----- Original Message -----
Sent: Tuesday, July 16, 2002 6:38 PM
Subject: RE: collector increases

UBC 1633.2.6, last paragraph seems to say you can use Cd=1.33 for wood with the 1.7 allowable increase.
-----Original Message-----
From: Mark Baker [mailto:shake4bake(--nospam--at)earthlink.net]
Sent: Tuesday, July 16, 2002 3:29 PM
To: seaint(--nospam--at)seaint.org
Subject: collector increases

For a wood collector carrying load to a moment frame:
 
For checking combined bending + axial of collector (load combination of 1612.4, strength level forces) is it correct to use 1.7 stress increase per 1633.2.6 and 1.33 load duration factor Cd per Chapter 23 of Div. III ? And if so, why doesn't the design example  in Volume II (page 273-274) use the Cd=1.33?
 
And......
 
For a steel strap connection, (collector to collector across a girder) or... for the connection of the collector to the moment frame, same question. Use 1.7 & 1.33 for bolt in wood capacity?
 
TIA,
 
Mark