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Design of Wood Structures, 6th edition by Breyer, Fridley, Cobeen and Pollock Excellent book for buildings and wood design

It may not be the current "tool" for measurement, but it is what is relatable to the client.

I have a client asking me what the comparable earthquake magnitude would be (Richter Scale) for the design loads that were calculated. I’m in Portland Oregon and the typical Sds is around 0.70 and Sd1 is around 0.40. Is there anything that relates the two together?

The barrier is squeazed between an interstate and light rail tracks. Nothing can go on the interstate side and there is about 5' clearance between the wall and the end of the rail ballasts.

Thanks for the tips. I finally got a solution that isn't extremely conservative. Now I just have to worry about the barrier overturning.

My project needs a 6' Tall chain-link fence installed onto an existing concrete barrier. The chain-link fence has slats in it making it a solid wall as far as wind is concerned. My wind pressure is 15 PSF. The problem I'm having is how to attach the posts to the barrier. The top of the...

I think we're talking about the exact same topic but I'm not using the LRFD AASHTO Manual because I don't have one but I do have the 2002-17th edition. Why is the LRFD loading greater 150% greater than 17th edition?

Thanks miecz. Exactly what I was looking for.

I'm trying to design a 42" tall concrete rail that sits on top of a gravity modular block wall. I understand that there is a 10 kip design impact load at the top of the rail but I don't understand how that load is distributed. AASHTO says that it is distributed along the length of 0.8X+3.75'...

The side eave is 33' feet long. With a 3:12 pitch, the drop is 8'-3". I rounded up to 9'-0". The shear walls are light framed as well with 1/2" plywood. The roof decking is 20 gauge.

I have a small building (50' x 27') with 2' eaves on the side of the building. The roof is a monoslope roof (3:12). The problem I'm having concerns the framing of the eaves and their connection the the perimeter shear walls. Is there a typical detail out there for eave framing? The eave is 9...

CTW, damronb and archeng59 - Thanks for the replies. They were really helpful. It looks like I have to use a Simpson connector for this situation. Damronb - This is exactly how I was proceeding with the calculation and noticed that the T-E length of the lag screw, given in Appendix L Table...

I need some help. I have a steel handrail post (5'0" o.c.) that needs to be attached to the side of a wood ramp. I can use lag screws in the post's baseplate and attach the lag screws into the end of 2x6 (Doug Fir-Larch). I have calculated the moment in the baseplate to be 875 ft-lbs which...