frame wall reaction

[firstoption]

Hello
Can someone tell me if my simple check on this shear wall is reasonable?
I am checking for tie down of shear wall to the foundation. (of course I also check the shear component)


Also, if this check works out, is it reasonable to assume that the wall diaphragm isn't taking half the shear load? (The checks above use the full load)


thanks in advance

 

[phathead15]

No, it isn't reasonable. If this is for a real project, consult with a qualified structural engineer in your area.

probably a good idea to let someone competent enough to understand the meaning of the word 'tip' give OP help.

unbelievable trolls lurk in the professional sites too

 

[Agent666]

Not sure I fully understand the 1st part of the question given the limited information given. 2nd part I cannot interpret what is being asked regarding the wall not taking half the shear load?

Is this a wooden shear wall, Concrete, masonry?

For wood it is usual practice to locate hold downs at the wall panel ends, so this is then the location of the hold down force you call up. Similarly for concrete wall with any distribution of reinforcement, the centroid of the flexural tension force will depend on the distribution of force in the reinforcement under the wind moment and any axial forces.

Can you maybe clarify the situation and what you are asking?

 

[firstoption]

well i suppose here is the main issue. There is an interior frame wall that is supposed to only have drywall (so no structural sheathing). There IS a load being applied on the exterior.
I'm trying to figure out a quick and dirty analysis that would make this frame work for an applied load. I say 'quick and dirty' meaning it could be over-designed but simple.

I know i can use an FEA program but i think it's more constructive over designing than log in a lot of hours for accurate design on a tiny structure.

 

[SteelPE]

Drywall paneled walls have much lower resistance to shear than wsp walls, but the design process is still the same as far as I know?

Look at these articles

https://seblog.strongtie.com/2014/12/wood-shear-wall-design-example/

https://www.structuremag.org/?p=11564

 

[msquared48]

Firstoption...

Overdesigning is ok up to a point, but for three story structures, your hold down sizes will be way too large. Additionally, for retrofit situation s, Appendix D compliance wI'll become impossible.

Lastly, your model is not conservatine, but non conservative from what I see - by a factor of 2.

Mike McCann, PE, SE (WA)