quick ASCE 7-05 question
quick ASCE 7-05 question
(OP)
Just making sure I am not missing anything when it comes to parpapets and Eq 6-20, so basic I just think I am having a brain flatulent.
When analyzing the total lateral load for MWFRS design, I add the windward (+1.5 GCp) and the leeward (-1.0 GCp) parapets to determine the load going into the diaphragm.
Makes sense as the parapets are exposed on both sides, its just in my particular case this is a very large amount of load when compared to the wall loading.
By the way, anybody else not a huge fan of Chapter 6 in ASCE 7-05? Not this particular part of it, but overall is it me or is it just overcomplicated and cumbersome...?
When analyzing the total lateral load for MWFRS design, I add the windward (+1.5 GCp) and the leeward (-1.0 GCp) parapets to determine the load going into the diaphragm.
Makes sense as the parapets are exposed on both sides, its just in my particular case this is a very large amount of load when compared to the wall loading.
By the way, anybody else not a huge fan of Chapter 6 in ASCE 7-05? Not this particular part of it, but overall is it me or is it just overcomplicated and cumbersome...?






RE: quick ASCE 7-05 question
BTW, If you think ASCE 7-05 is complicated, wait till you have a chance to go through ASCE 7-10. Its many more chapters, starting with Ch 26.
RE: quick ASCE 7-05 question
For my particular building, warehouse-type with tilt walls, 29ft to roof jst bearing and a 4 ft parapet, I got the following components for one section of my MWFRS (total shear):
End Zone= 9.6k
Interior Zone= 25.3k
Parapets= 31.6k
Which would not be so bad with tilt walls but because of irregularities I have to use drag struts. The connection is not going to be pretty either.
This is why I questioned myself after recrunching a couple of times....
RE: quick ASCE 7-05 question
I just started going through ASCE 7-10, since we won't be using it until next year at the earliest in Florida.....it looks like it's going to be a pain in the a$$.