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So you would basically design the shear walls to support only the roof weight and half the wall weights when designing the sheathing and the hold downs, but you would use the floor and roof diagrams forces to design the anchorage and splice locations?

For the Section on cripple wall image the stud wall is just a cripple wall here and the sheathing is continuous and cripple wall is on a sil with anchor bolts. The max height of the cripple wall is like 1'-3" above the footing shown in the detail above.

This is the First Detail for my typical raised footing. I dont have one yet for the addition of the cripple wall. But just picture that it the joists will bear ontop of the cripple wall that will then be anchored to the foundation in a similar manner.

Im not following what you are implying here?

DriftLimiter- I have two conditions going on in this project. The whole house is raised floor in which the joists bear directly on the footing pedestal. The existing living room floor is at a lower elevation compared to other sections of the house. We are raising that floor so the whole floor is...

My guess is the height above grade. Based on Eq 12.8-11, this is causing the entire load of the structure to more to the roof diaphragm. I'm wondering if there is justification to assume that the raised floor is basically at grade and it can be treated similar to a slab on grade. If something is...

For a slab on grade, yes I would not consider it as part of the seismic system. So I should consider this as you mentioned, a two story structure where the raised floor is a diaphragm of its own?

Hello All, I am working on a lateral analysis for a 1 story residential remodel with a raised floor system. Typical floor is raised about 18" above grade and in some sections about 2'6" with a cripple wall. When determining the seismic mass, do I consider the weight of the floor? What is...

Perfect! That makes sense to me! Thank you very much!

See what you mean. That is more in line with my original approach. 40% of the shear load from the SW above is resisted by the north SW along D1, D2, & D3 and 60% of the shear load is resisted by the south SWs in D1 & D2. The load in D1 and D2 is distributed per the length of each diaphragm. I...

Lets try it this way. Sorry

Sorry. Could you try it one more time. https://files.engineering.com/getfile.aspx?folder=2fc9900d-a06b-43a8-a546-f670bcfba01b&file=Flexible_Dia_Analysis_Snipit_#2.pdf

Sorry I uploaded it as a PDF now. I do have aligned floor joist and roof trusses to drag the load shown in white https://files.engineering.com/getfile.aspx?folder=e522636f-ddeb-45d4-9cfc-ef07e72e19ff&file=Flexible_Dia_Analysis_Snipit_#2.pdf

I reuploaded it!https://files.engineering.com/getfile.aspx?folder=b8c18b29-9955-403d-94e9-cfe713355f0c&file=Flexible_Dia_Analysis_Snipit_#2.PNG

Thanks for the fast reply @driftLimiter! I am getting the 60% & 40% distributions based on the the relative distance from the point load from the SW above to the North and South SW below. My issue that at the location where the SW above is connected to the diaphragm at only one side, all the...

Hello All, I am working on the design of a second story addition for a residential house. I am trying to carry the second story shear wall load in the first story diaphragm and shear walls. Due to the existing condition constraint, I cannot place a shear wall directly under the second story...