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These pages are from Donald Breyer's Design of Wood Structures-ASD/LRFD 7th Edition. It describes the two methods used for sloped rafters. Screenshots are from the book's free preview on Amazon.

Hi, dgengineer I have also had multiple conversations with Simpson Strong-Tie about this issue. Basically it is very hard to make an epoxy anchor that close to the edge work for a "good" uplift load. For existing footings, I use the above attached detail. If a contractor complains about the...

Attached is a detail that I use for conditions where HD's with epoxy don't work. The loads used for this detail are uplift x 2.5. Hope this helps.http://files.engineering.com/getfile.aspx?folder=53f34ff8-5fc4-476f-804e-71e65f83e6bd&file=Detail.pdf

Thank you for your responses. Victor.

Hello, When load combinations with seismic load effects and over strength factors are used for shear wall over a beam, how do I design the beam? Do I put the tension or compression on a beam one at a time for each load case, or I put two loads since compression on one side of the shear wall...

Hello, I am a bit confused in application of seismic load effects and have a few basic questions. For example lets say I have a 10'x10' shear wall that has a 10 kip unfactored seismic load at the top with a 1 k/ft dead and 1 k/ft live distributed load. Q1: Should I only use 1.2D+1.0E+1.0L and...

Thank you for all the responses. There is one item that is still not clear to me. Lest say the the beam can be cambered per AISC, the roof slope is perpendicular to it and I provide a camber equal to 80% of the DL deflection. As far as LL deflection check, all I need to do is to make sure that...

Thank you. The 1.5" camber is my DLx1.5 and not DL+LL. it is a steel roof beam and I am concerned for water ponding only.

Hello, Let's say I have a beam that is 20' long with a DL deflection of 1" and LL deflection of 1/2". I will specify a camber of 1.5" on my plans. My question is how do I check the LL or TL deflection for a scenario where LL limit is l/360 and TL is l/240. Do I just make sure that the LL...

Thank You.

Hello, I have an 8" solid grouted masonry shear wall and am confused on what load factors to use for overturning moment. The wall is 12' tall and 20' long with a seismic (ASD) load of 10 kips @ 10' and other loads of 200 PLF DL, 300 PLF LL, wall weight of 78 psf and foundation weight. In it's...