Wind Tunnel Testing and Wind Vibration-Induced Analysis of a High-Rise Large Cantilever Truss-Core Tube Composite Structure

This project is an airport navigation station， featuring an irregular horn-shaped building that narrows at the bottom and widens at the top. The structure is approximately 60 meters in height， with a top width of approximately 60 meters， a bottom width of approximately 27 meters， and a waist width of approximately 10 meters. Due to its considerable height and large overhang， the building has a top-heavy windward surface， resulting in a significant proportion of the wind load being applied at the top. This distribution is highly unfavorable for the wind resistance of the structure. Given the critical air traffic control function and the prominent overhang characteristics of this building， it is essential to conduct wind tunnel testing， numerical simulation of wind effects， and wind-induced vibration response analysis. Wind tunnel tests were conducted on a 1∶100 scale model. Pressure measurement points were strategically distributed on the surface of the navigation station based on its external characteristics， wind directions， and subsequent analysis. Dense arrangements were adopted for locations with significant changes in structural height difference， edges， concave and convex corners， and large overhangs. The experimental results indicated that the wind pressure coefficient of the circular cross-section reached a positive peak when facing the wind direction （0°）， demonstrating the effect of wind pressure. The peak value of negative wind pressure coefficient was reached on both sides （±90°）. The negative wind pressure coefficient gradually decreased from both sides to the north （180°）， showing the effect of wind suction. The wind pressure coefficients at the bottom and the waisted middle section were relatively close， while those at the roof were significantly reduced. The Dlubal-Rwind software was used to conduct a full-scale wind tunnel numerical simulation. The results showed that the distribution pattern of the wind pressure coefficients in the numerical simulation was basically consistent with the experimental test： positive values on the windward side， negative values on both sides and on the leeward side. This pattern aligned with the typical wind pressure distribution around a circular cross-section. The vertical wind pressure coefficients of the building roof were obtained through a wind tunnel numerical simulation. These coefficients were all negative on the top surface of the roof， with their absolute values peaking at the windward end and gradually decreasing along the wind direction. In contrast， the wind pressure coefficients on the bottom of the roof were positive on the windward end and negative on both sides and the leeward end. Based on the large-scale finite element analysis software ABAQUS， a structural wind-induced vibration response analysis model was established. Based on the pulsating wind pressure data obtained from wind tunnel tests， the time-domain direct integration method was used to analyzed the buffeting response of the structure. The damping ratio of the top steel structure was reduced by 1%， while the damping ratios of both the lower concrete core tube and cantilever beam were reduced by 5%. The Rayleigh damping parameters for each structural part were calculated based on the structure's first two vibrational modes. The along-wind horizontal displacement gradually increased with the story height， and the maximum horizontal displacement occurred at the roof steel structure layer. The across-wind horizontal displacement remained largely consistent within the lower core-tube section， with its maximum value also occurring at the roof steel structure layer. Vertical displacement was primarily concentrated in the roof steel structure layer. Downward vertical displacement occurred near the windward side， while upward displacements occurred on the leeward side. Based on the prescribed calculation formulas in the Standard for Wind Tunnel Test of Buildings and Structures （JGJ/T 338‒2014）， recommended values for the structure's horizontal force coefficient， vertical force coefficient， and wind vibration coefficient have been established. These values will guide the subsequent analysis and design phases of the project.