hairpin
Member
So throughout this book they typically show you how to do a calc by hand and then show you a quick way to look up the same value in a table. But I'm having problems understanding some choices made for braced frame connections.
In Ex. 3.11, p. 3-72 and 73, the long calc shows 5/8" weld is needed. The boxed calc using eccentric weld group tables shows 3/8" weld is needed. 5/8" weld is chosen.
This continues throughout this example and also Ex. 3.10, p. 3-59 to 60, where long calc shows 1/2" weld is needed and the boxed calc shows 3/8" weld is needed. They actually chose the smaller size weld.
What is the point of doing these calcs if they don't match? From the book it seems they don't expect us to do both calcs and then chose the larger weld size. What gives?
Also where in the steel construction manual does it specify fr=1.25 favg for weld stresses. Makes sense. I just can't find it.
Help?
In Ex. 3.11, p. 3-72 and 73, the long calc shows 5/8" weld is needed. The boxed calc using eccentric weld group tables shows 3/8" weld is needed. 5/8" weld is chosen.
This continues throughout this example and also Ex. 3.10, p. 3-59 to 60, where long calc shows 1/2" weld is needed and the boxed calc shows 3/8" weld is needed. They actually chose the smaller size weld.
What is the point of doing these calcs if they don't match? From the book it seems they don't expect us to do both calcs and then chose the larger weld size. What gives?
Also where in the steel construction manual does it specify fr=1.25 favg for weld stresses. Makes sense. I just can't find it.
Help?