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RE: fema 350

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Thanks Ben, I'm not sure I follow the statement about ASD load comb. for the
beam. Do you mean use the ASD load comb for dead + live when designing joint
for plastic moment?

I don't think that is what you mean, strength level loads should be
evaluated here.....

Run it by me again please.

Mark

 
-----Original Message-----
From: Ben Yousefi [mailto:Ben.Yousefi(--nospam--at)SMGOV.NET] 
Sent: Monday, December 19, 2005 9:16 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: fema 350

You're correct on all. Except that if you are using ASD load combination
for frame element design you can design the beam for the same
combination.

Ben Yousefi, SE
Santa Monica, CA

-----Original Message-----
From: Mark D. Baker [mailto:shake4bake(--nospam--at)earthlink.net] 
Sent: Monday, December 19, 2005 8:43 AM
To: seaint
Subject: fema 350

I am going to be using an omf with a WUF-B moment connection in a two
story
wood framed residential project designed per FEMA 350. 97 UBC is in
effect
here. Please correct the following if wrong:

 

Member design will be per load combinations of section 1612.3.1 of 97
UBC.,
no 1/3 incr. 

Columns checked per 2213.5.1 of 97 UBC.

Joint designed per 3.5.1.1 of FEMA 350 for Plastic Moment + contribution
from shear of beam gravity loads considering location of plastic hinge.

Beam gravity loads should be strength level, ie.1.2D+.5L.

 

When designing the joint per FEMA 350, UBC section 2213.6 item 2 (design
strength of connection capable of resisting combination of gravity loads
and
omega times seismic) is not applicable..correct?

 

Thanks in advance.

 

Mark

 



 


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