SDPWS Reduction of Shear Capacity for aspect ration over 2:1 1

[MMN54321]

Dose anyone have an example of how
to do exception 1 in section 4.3.3.4.1

 

[driftLimiter]

@MMN see attached quick example. Not sure if your curious about the first part or the second part of the exception more.
Hope this helps.

 

[MMN54321]

Thank you so much that explains the first part perfectly.
Can you write out the second part, like you did the first part

 

[driftLimiter]

@MMN
See attached example.

The exception allows you to use this distribution method in lieu of equal deflection of shearwalls along the line.

Looking at the results tbh I am not that happy with the distribution that you get here.

Analyzing the same line with equal deflection method gives these factors:
[0.072 , 0.7 , 0.157 , 0.072].

As you can see there is a gross difference in the distribution this way. Now I don't use this exception to design my walls so there may be an error in my interpretation of the Distribution factor calculation. Would be great if anyone else could chime in.

Best,
DL

Afterthoughts.....
Because of NDS-2015 Section 4.3.3.4 All of the shear panels on the line would be selected the same. Perhaps if you did attempt to design the 4' wide panels for the shear with the 0.2 Distribution factor you would end up with a conservative design for shear along the length. The hold down forces however would be much different using this approach vs. using equal deflection method.

This is a good resource I found that discusses these provisions in more detail. I can't find another example that uses the '...proportional to shear capacity's of individual full height wall segments...'.

 

[MMN54321]

I understand the method with the exception from your written example.
And yes the Deflection method and this exception have a large difference.
Thank you so much for taking the time to write it all out.
I will use the deflection method its more conservative.