Hey is that usual that i got a brace axial force ouput from SAP2000 equals to 600ish kips?, im designing a 10 stories building using a chevron braced frame configuration, end of the braced assumed to be pin-pin, the base shear is 2500ish kips. with an axial force like that, the beam and column are so heavily designed because the expected strength in compression and tension caused by the bracing.
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SAP 2000 brace output
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That's very general explanations.
What are the connection of members? What loading did you use? What analysis type you implemented? What don't you isolate the portion of loading on it and do a quick manual calculation?
Experiment is the key!
Shoot for the Moon, even if U miss, U still land among Stars!
What are the connection of members? What loading did you use? What analysis type you implemented? What don't you isolate the portion of loading on it and do a quick manual calculation?
Experiment is the key!
Shoot for the Moon, even if U miss, U still land among Stars!
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