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,
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
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?
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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...
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...
