Excellent points Jordan, and I would also add to that the need to consider notching/ drilling the studs
for the electrical outlets.
Tarek Mokhtar, SE
Laguna Beach, CA
I do a lot of wood, and here's my take:
The 5psf should be at a Cd of 1.6. Why? Unless I have an intentionally pressurized room (which is not the case here), there is no possible way that common construction techniques can _maintain_ that kind of pressure differential over an extended period of time, and if you have a constant load (say, a commercial kitchen with doors that seal tight...right...) making the pressure differential then the HVAC engineer should already be providing makeup air in that area. The building code can call it a "live" load all it wants, but the actual duration of load will never reach 10 years in the 50 year design life of the building.
Roof live load should be given a Cd of 1.25; snow is 1.15.
I don't recommend a loadbearing wall of 10' in height be made of 2x4s. Why? Because the walls will not be sheathed before the floor joists are set into place. The code limits the L/d ratio to 75 for construction, and a 10' 2x4 has an L/d of 80. The contractor cannot build the wall unless he plans on bracing every stud without violating the code.
And, for the record, I agree with Don that 2x4s 10 feet long look a lot like spaghetti. And as a bearing wall they give me the willies. My answer to such a request is normally to do it as designed, or provide another PE to seal off on the change with full calculations, and provide me with a full release of liability should anything happen. I've never been taken up on the offer.
Jordan
Andy Heigley wrote:
Everyone:
Thanks for your responsesŠ
Here are my responses to some of your questions back:
- I would design for LL and LLr if the wall were supporting both the floor and roof loads.
- I am designing to ASD.
- I guess I'm a little leary of using the Cd of 1.6 for this reason. The duration factor is applied to both bending and axial capacities. Applying 60% more to the allowable axial stress makes a huge difference. And if you have a 4 story building, for example, you are going to be approaching the capacity of the stud just due to DL and LLŠ you then add a "little bit" of short term horizontal loading to the stud and increase the capacities by 60% seems non-conservative.
- Scott: I haven't found the rated wall design reduction factors you've mentioned. Can you tell me the code section that is in?
- 10'-0" high 2x4'sŠ exactly why I initially called for 2x6 stud walls, but the GC is flipping out about itŠ I get the old, "I've been doing this for 30 years, and never had to do this before"Š
Andrew Heigley, PE
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Tarek Mokhtar, SE
TMM Structural Engineers, Inc
31645 S. Coast Hwy
Laguna Beach, CA., 92651
949-499-6254
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