Tower Response to Actual and Simulated Wind Forcesby Arthur N. L. Chiu, (F.ASCE), Prof. of Civ. Engrg. and Assoc. Dean of Res.; Dept. of Civ. Engrg., Univ. of Hawaii, Honolulu, HI,
George T. Taoka, (M.ASCE), Assoc. Prof. of Civ. Engrg.; Dept. of Civ. Engrg., Univ. of Hawaii, Honolulu, HI,
Serial Information: Journal of the Structural Division, 1973, Vol. 99, Issue 9, Pg. 1911-1929
Document Type: Journal Paper
The mathematical model of the tower, with the flexibility coefficients derived by assuming an idealized space truss and with masses between midheights of panels being concentrated at the panel points, is reasonable and adequate. The assumptions of uncoupled motions in the orthogonal horizontal directions and a rigid foundation are valid for the mathematical model of the tower on the basis of experimental data. Previous studies showed that three modes are adequate for dynamic analysis of free-standing towers. For free-standing structures such as the tower used for this study, the fundamental mode of vibration predominates. Experimentally determined natural periods of vibration compare very favorably with the predicted values for both horizontal directions. The structure has a fairly low damping ratio for the fundamental mode of vibration.
Subject Headings: Wind forces | High-rise buildings | Vibration | Mathematical models | Mathematics | Data processing | Dynamic analysis | Space truss
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