Vibration Performance of Long-Span Composite Steel Beams
Vibration Performance of Long-Span Composite Steel Beams
Vibration Performance of Long-Span Composite Steel Beams
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UoA Science Centre Tower
Design Assumptions/Considerations• Floor span and structural set out• Floor mass (modal mass participation)• Damping• Support/Restraint conditions• Effect <strong>of</strong> partitions• Excitation• <strong>Composite</strong> beam action• Acceptance criteria• Architectural considerations• Post construction changes
Design Assumptions/Considerations2% (bare floor w furnishings and services)2% forRESOTECTOTAL ASSUMED DAMPING= 4%
Design Assumptions/ConsiderationsPartition Layout at Tower Level
ResponseResponse factor = the ratio betweenthe calculated weighted RMSacceleration, and the base valuegiven in BS6472Directions <strong>of</strong> vibration defined in ISO 2631 and BS 6472
<strong>Vibration</strong> Response Contour PlotL7 Tower Level – Base case, Resotec ~ 4% damping,façade and atrium restraint, no partitions
<strong>Vibration</strong> Response Contour PlotBase caseBase case, with partitions modelled
<strong>Vibration</strong> Response Contour PlotBase caseBase case, with 6% damping
<strong>Vibration</strong> Response Contour PlotBase caseBase case, with 900 deep beams
<strong>Vibration</strong> Response Contour PlotBase caseBase case, with 140 solid slab
On-Site Testing
AUT – WG ~ Theoretical and Measured8
Concluding Remarks• Design assumptions for theoretical modelling can giveresults that are considerably different to what is actuallypresent post construction.• Just as strength and deflection performance criteria isevaluated, vibration in long-span construction requires thesame amount <strong>of</strong> attention.
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