thanks for every one share the information with
If I recall, there was a similar problem presented in the
ICBO Seismic Design Manual Volume II for one of the Wood Design problems
this Problem it calculates the hold down
connection and it used Omega which is 2.8 it did not address the max.
force of the shear walls
if you try to design the beam for this force the
load it increase by 2.8 which is very high and if you used 1.7 factor I do not
think you can apply it to
E. to calculate your deflection
so I'm trying to use the capacity of shear wall as
listed on UBC 97 table to design the beam .
Plus if you used Omega to design hold down
do you use Omega to design sill plate nailing it is
connection of the shear wall to the member below?! and do you use Omega to
Diaphragm to transfer the load to the next shear
but do not say that to some one designing steel or
concrete because you can calculate the max. force transferred by concrete shear
----- Original Message -----
Sent: Thursday, March 15, 2001 5:45
Subject: RE: 97 ubc section
not fully sure I understood the problem, but from the gist of it it appears
that you need to transfer the compression and tension from the shearwall into
the beam which will transfer the resulting moment (the couple created by each
end of the shearwall) into each end of the beam.
There are a couple of issues:
- Designing the beam for the moment which would be the reactions times
the distance between them.
- Insure that the uplift and compression are designed into the beam to
avoid crushing from either the topside or the bottom of the beam (assuming
that uplift if large enough might be restrained by a threaded rod and flat
plate connection to the beam).
- Finally, how will you transfer the shear from the base of the wall to
the next nearest lateral resisting element?
- would you do this by tying the ends of the beam to a cantilevered
column at each end?
- Would you use the diaphragm below the wall to transfer shear to an
adjacent wall line?
recall, there was a similar problem presented in the ICBO Seismic Design
Manual Volume II for one of the Wood Design problems that either Bill Nelson
or Doug Thompson had developed. You might check to see how they resolved the
loads down to the foundation.
would be very hesitant to try and load up the upper wall as it will create a
larger problem trying to transfer the horizontal shear down through the
diaphragm. But this would mean that you would need to use other walls to
redistribute the forces and this does not even consider the Rigid
maximum value you can use for the shearwalls will be the table values, but I
would check with APA to see if there are any publications that address this
condition where walls are not stacked.
be interested to see how others would handle this issue as
I'm trying to design wood beam under shear wall
by Applying section 16126.96.36.199
my question is
what the max. force can be used for shear
wall to calculate
the uplift If I used 2.8 the force will exceed
the shear wall capacity
and there is no publication to find the max.
force can be transferred by the
can I take the capacity of shear wall tables as
max. force ?
thanks in advance for your input