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Per code requirement, the end of the rafter needs a minimum bearing length. Bird mouth provides a flat surface while these details provide a sloped surface. I think option one is the way to go - set up the beam first, and shim at each rafter locally to ensure bearing. Toe nails should be...

Thanks everyone. This is for a small shed. The rafters are existing construction, without a ridge board... Notching all the rafters and make the notches align sounds difficult to me. What do you guys think?

Looking to vault the roof. I'm thinking of either notching the corners of the ridge beam or providing sloped blocking above the ridge beam for the rafters to nail. Has anyone used these details before?

Hi Everyone, For the referenced detail, do I have to provide those diagonal angles if there are no penetrations near the column? Thanks, Jayson

Thank you, everyone, for your input.

Hi everyone, ASCE 7-16 Table 4.3-1 says the roof area used for assembly purposes shall use 100 psf live load, and the load is reducible per 4.8.3. The section cross-references back to 4.7 which says live load shall not be reduced in assembly uses in 4.7.5. I'm confused. Thanks, Jayson

@WesternJeb Thank you! Could you please point me to the section in the commentary?

Hi everyone, The referenced section allows a 20% reduction for heavy live load > 100 psf. My question is: To warrant the reduction, can two floors have different occupancies? For example, if a column supports a two-story building. Assume 20 psf live load for the ordinary flat roof and 125 psf...

Thank you everyone for your input!

Hi everyone, Please let me know if my understanding below is correct. Assume the sketch is a one-story concrete building, and the relative rigidity of the walls parallel to the force is equal. The seismic force should go through the center of mass tributary to the (roof) diaphragm level. For...

Hi Everyone, To apply the live load reduction factor for a continuous beam, can the tributary area be based on the entire length of the beam? Or do different factors need to be applied to each beam segment based on its corresponding span length? Do you know any code languages that address this...

Hi everyone, Say there's a slender column in biaxial bending with non-sway moment Mx and My. Using the moment magnification method, we need to calculate the Euler buckling load Pex using Kxlx & Ix, and Pey using Kyly & Iy, then find B1x and B1y to magnify Mx and My respectively. My question is...

Thanks. I'm working on an exam prep question. The problem uses a 1-1/2" x 8" plate to reinforce a W16x40. In this case Iyc/Iy=0.16<0.23. The answer to the problem failed to check this ratio and just went directly using plastic section modulus. I mainly wanted to know if sticking to section F4...

Thanks, Celt83. That makes sense, but if the initial sizing of the cover plate is too big, which makes Iyc/Iy<0.23, I can't rely on the web plastification factor per code. Is that correct?

Thanks for the replies. But I still don't think my question is addressed. The composite section is I-shaped, so section F4 of the steel spec needs to be checked. With compact elements and no LTB, compression flange yielding is going to govern, and the section capacity is based on the elastic...

Hi Everyone, Assuming there's a cover plate required on the bottom of a rolled I-beam, how should I calculate the capacity of the reinforced section? It's not a composite floor with shear studs, I only need to know the capacity of the reinforced steel section. Since the reinforced section is...