API RP 2A Earthquake requirements
API RP 2A Earthquake requirements
(OP)
I keep getting mixed up when I read section 2.3.6. Earthquake in API RP 2A... Could some one help me with the following?
Is designing the primary joints for the full brace capacity a must when the strength level earthquake is higher than 0.1 g?
What if I use the ductility level acceleration and check the joint punching against the brace actual load (Based on the ductility level)do i still have to check the joints against the braces full capacity?
Is designing the primary joints for the full brace capacity a must when the strength level earthquake is higher than 0.1 g?
What if I use the ductility level acceleration and check the joint punching against the brace actual load (Based on the ductility level)do i still have to check the joints against the braces full capacity?
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RE: API RP 2A Earthquake requirements
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RE: API RP 2A Earthquake requirements
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