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Showing results for tags 'beam column capacity ratio'.
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Hello, I am working on the design of a building as per ASCE 7-10 code. This is the first time I am working with this code. The codes I usually use are the Eurocodes. The building is located in a seismic region. My question is, does the columns bending moment capacity need to be equal to or superior then 1.3 times the capacity of the beams they support ? This is an important rule in the Eurocodes but I can't seem to find it in the ASCE 7-10. Many thanks.
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- beam column capacity ratio
- asce 7-10
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Beam column capacity ratio in etabs don't consider the rebar area in beam and column. I think it is not right concept. Fleaxural strength of column and beam may vary because of rebar area. It may need to manual check every joint as per rebar area that we design. Please discuss.
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Assalam o alaikum.. My building is in zone 4 with SMRF. Majority of its column are Over stressed in 6/5 Beam Column Capacity Ratios. Columns are pass in all other checks. Size of column is 18x18 and building has just two stories. Longitudinal Reinforcement is ranging from 1% to 1.5%. Shear reinforcement going upto Av/s =0.18........ I cant increase size of column because it is already 18x18. How can i solve this problem??
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