quick ASCE 7-05 question

[a2mfk]

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...?

 

[slickdeals]

No brain farts. You have it right.

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.

 

[a2mfk]

Thanks slick, not doing much "real design" anymore and I used to be able to use the simplified method in the Florida Building Code, but they spoiled my fun and now just refer you to ASCE.

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....

 

[Ron]

a2...I can relate...although almost all of my "design" is done after the fact (forensic). I agree with slickdeals...you have it right. Unfortunately in our area (Florida), drag struts are necessary in some cases for tilt-wall. Most of my contemporaneous design is related to light structures that want to get blown away in our winds.

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$$.