土建外文资料翻译---迪拜塔：工程世界的最高建筑-建筑结构(编辑修改稿)

土建外文资料翻译---迪拜塔：工程世界的最高建筑-建筑结构(编辑修改稿)内容摘要：

e or axle. The center hexagonal walls are buttressed by the wing walls and hammerhead walls, which behave as the webs and fl anges of a beam to resist the wind shears and moments. Outriggers at the mechanical fl oors allow the columns to participate in the lateral load resistance of the structure。 hence, all of the vertical concrete is utilized to support both gravity and lateral loads. The wall concrete specifi ed strengths ranged from C80 to C60 cube strength and utilized Portland cement and fl y ash. Local aggregates were utilized for the concrete mix design. The C80 concrete for the lower portion of the structure had a specifi ed Young’s elastic modulus of 43 800 N/mm2 (6350 ksi) at 90 days. The wall and column sizes were optimized using virtual work/LaGrange multiplier methodology, which results in a very effi cient structure. The reinforced concrete structure was designed in accordance with the requirements of ACI 318–02 Building Code Requirements for Structural Concrete. The wall thicknesses and column sizes were fi ne tuned to reduce the effects of creep and shrinkage on the individual elements which pose the structure. To reduce the effects of differential column shortening, due to creep, between the perimeter columns and interior walls, the perimeter columns were sized such that the selfweight gravity stress on the perimeter columns matched the stress on the interior corridor walls. The fi ve sets of outriggers, distributed up the building, tie all the vertical loadcarrying elements together, further ensuring uniform gravity stresses, hence reducing differential creep movements. Since the shrinkage in concrete occurs more quickly in thinner walls or columns, the perimeter column thickness of 600 mm (24 in.) matched the typical corridor wall thickness (similarvolumetosurface ratios) (Figure 4b) to ensure the columns and walls will — 45 — generally shorten at the same rate due to concrete shrinkage. The top section of the tower consists of a structural steel spire utilizing a diagonally braced lateral system. The structural steel spire was designed for gravity, wind, seismic and fatigue in accordance with the requirements of AISC Load and Resistance Factor Design Specifi cation for Structural Steel Buildings (1999). The exterior exposed steel is protected with a fl ameapplied aluminum fi nish. The structure was analyzed for gravity (including PΔ analysis), wind, and seismic loads using ETABS version 84. The threedimensional analysis model consisted of the reinforced concrete walls, link beams, slabs, raft, piles, and the spire structural steel system (Figure 4). The full 3D analysis model consisted of over 73 500 shells and 75 000 nodes. Under lateral wind loading, the building defl ections are well below monly used criteria. The dynamic analysis indicated the fi rst mode is lateral sidesway with a period of 113 s (Figure 5). The second mode is a perpendicular lateral sidesway with a period of 102 s. Torsion is the fi fth mode with a period of 43 s. The reinforced concrete structure was designed in accordance with the requirements of ACI 318–02 (American Concrete Institute) Building Code Requirements for Structural Concrete. The Dubai Municipality (DM) specifi es Dubai as a UBC97 Zone 2a seismic region (with a seismic zone factor Z = 015 and soil profi le Sc). T。