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Re: chevron bracing frames

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Dave Anderson wrote:
> 
> Celso Mendoza wrote:
> 
> > Dave Anderson wrote:
> > >
> > > hi
> > >   Is anyone knows  if the beam column connections hase to be
> > >   moment connection or not
> > > the UBC section 2211.8.4.1 for chevron bracing
> > > #2 -states that the beam intersected by chevron braces shall be
> > > conttinuous between column.
> > > plus if there is no moment connection when you eleminate the braces
> > > the structure become unstable because you have no moment connection at
> > > the column base
> > >
> > > thanks for replay in advance
> > >
> > > D.A.  P.E.
> > >
> > Dear Dave,
> >
> > I think the analysis should be done in two stages. First design the
> > frame with the brace on subjected to EQ. Then investigate the capacity
> > of the frame considering that the braces have failed.
> >
> > Regards,
> >
> > Celso
> >
> 
> Dear Celso
>                     thanks for replay
> 
>                if you consider the capacity of the frame without bracing
>               and moment connection btween the beam and column
>               it will be unstable structure ,
>               so you have to add momment connection or can we invistigate
>               the cpacity of the beam alone not as frame, but as simple
>               supported beam ?!
> 
> thanks
>   D.A.      P.E.
> 
> 
Dear Dave,

There is a good discussion of this subject in the book entitled The
Seismic Design Handbook by Farzad Naeim on page 253. If you don't have a
copy of this book I will make a xerox copy and send it to you.

Regards,

Celso