(4/3) Allowable Increase in Masonry Walls for Wind
(4/3) Allowable Increase in Masonry Walls for Wind
(OP)
I always used the (4/3) allowable increase for bending on a masonry wall with wind load. I am sitting for the SE 1 this Friday and the review course I sat in on via the web through ASCE suggested not to take the (4/3) allowable increase. I have attached a sample problem to better clarify myself. If anyone can help clear this up for me I would appreciate it. I am using Working Stress to solve the problems.






RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
For example, it might be a steel beam design and at the top it would say "Using the AISC 13th Edition Manual and ASCE 7-05 answer the following question"
So use the codes it tells you to use. A masonry question may only reference the Masonry code in that case I would probably use the 1/3 increase in necessary.
If the question also references IBC 2006 I would not use the 1/3 increase.
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
RE: (4/3) Allowable Increase in Masonry Walls for Wind
When you take the SE1 or SE2, make sure you write down your assumptions on any problem of this type. You should write down, "Assume wind load is not based on Alternate Load Combinations. Therefore 1/3 masonry stress increase is not permitted." Then solve the problem.
DaveAtkins