Thanks for your reply.
The Canadian Code has a similar clause.
Walls -uncracked use 0.70 Ig
Walls -cracked use 0.35 Ig
However, this is for checking against factored axial loads and factored moments.
There is another section of the code that says you may use 1.0 EIg for checking against...
Thanks for all your respsonses.
So just to sum up:
Torsional moments should be converted to additional shears at each floor and moments at the base would be cumulative based on the direct+torsional shear applied at each floor.
And using my example, for each wall:
The direct shear per...
My question is how to calculate deflection of a multi-storey shear wall?
Assume an 8 storey structure with a rigid diaphragm.
And the lateral load resisting system is a RC core with 4 sides at the centre. I only have to resist wind loads. No seismic.
At some point mid-height (say the 5th...
Slickdeals,
This is the way I understand it.
The torsional moment (twisting moment) is converted to a shear force per floor. Call it the torsional shear. This acts along all 4 walls in my example.
This torsional shear would ADD to the direct shear for one wall, because the torsional shear and...
WillisV,
That's what I suspected....
I was doing it wrong. I had taken the cumulative torsional moment and then converted that to a torsional shear and then used that multiplied by a single floor height to get an overturning moment due to torsion at that floor.
Instead what I should be doing...
I have an 8 storey structure with a rigid diaphragm.
The lateral load resisting system is a RC core at the centre.
I only have to resist wind loads. No seismic.
Assume the building is square with plan dimensions of 100' x 100' and the core is 4 walls with dimensions of 20'x20'.
And the floor...
In Canada, the Code specifically states that a partition weight of not less than 20 psf be added to the Dead Load unless the partitions are permanent and shown on the drawings.
If you were to calculate the weight of a typical wood stud wall it would only be around 5 psf.
For a hollow core /...
Architectural details should take into account the deflection of the beam. This means the plywood sheathing on the exterior is to terminate at the deflection gap. And then the next panel is placed above that.
Load bearing stud walls and plywood sheathing is an option but is not practical. The...
Thanks for your comments.
The steel columns, beam and cross bracing must be within the wall section. The architect/owner prefers it this way as it is a much cleaner look.
To clear things up, the stud walls are not part of the overall lateral load resisting system. The studs will have to be cut...
The steel stud wall is an exterior wall and is non-gravity-load bearing wall. It does, however, take wind load.
It spans from the top of grade beam to the underside of steel beam. It's connected to the underside of the steel beam with a 2 inch deflection gap to allow for deflection of the...
I'm working on a single storey commercial building where the steel beams and columns are located within the exterior walls which are made of six inch steel studs. The cross bracing I'm using is steel angles.
My question is: What details have you seen in this situation? Should I be designing...
