土木工程外文翻译--迪拜的设计-建筑结构(编辑修改稿)

土木工程外文翻译--迪拜的设计-建筑结构(编辑修改稿)内容摘要：

Site Test and Analysis The Dubai Municipality (DM) specifies Dubai as a UBC97 Zone 2a seismic region (with a seismic zone facior Z = and soil profile Sc). The seismic analysis consisted of a site specific response spectra analysis. Seismic loading typically did not govern the design of the reinforced concrete Tower structure. Seismic loading did govern the design of the reinforced concrete Podium buildings and the Tower structural steel spire Dr. Max Irvine (with Structural Mechanics amp。 Dynamics Consulting Engineers located in Sydney Australia) developed site specific seismic reports for the project including a seismic hazard analysis. The potential for liquefaction was investigated based on several accepted methods。 it was determined that liquefaction is not considered to have any structural implications for the deep seated Tower foundations. In addition to the standard cube tests, the raft concrete was field tested prior to placement by flow table (Figure 10). Lbox, VBox and temperature The Tower foundations consist of a pile supported raft. The solid reinforced concrete raft is meters (12 ft) thick and was poured utilizing C50 (cube strength) self consolidating concrete (SCC). The raft was constructed in four (4) separate pours (three wings and the center core). Each raft pour occurred over at least a 24 hour period. Reinforcement was typically at 300mm spacing in the raft, and arranged such that every 10lh bar in each direction was omitted, resulting in a series of pour enhancement strips throughout the raft at which 600 mm x 600 mm openings at regular intervals facilitated access and concrete placement. The Tower raft is supported by 194 bored castinplace piles. The piles are meter in diameter and approximately 43 meters long with a design capacity of 3,000 tonnes each. The Tower pile load test supported over 6,000 tonnes (Figure 12). The C60 (cube strength) SCC concrete was placed by the tremie method utilizing polymer slurry. The friction piles are supported in the naturally cemented calcisiltite conglomeritic 聚结calcisiltite fomiations developing an ultimate pile skin friction of 250 to 350 kPa ( to tons / ft ). When the rebar cage was placed in the piles, special attention was paid to orient the rebar cage such that the raft bottom rebar could be threaded through the numerous pile rebar cages without interruption, which greatly simplified the raft construction. 1. The site geotechnical investigation consisted of the following Phases。 Phase I。 23 Boreholes (three with pressuremeter testing) with depths up to 90m. 2. Phase 2: 3 Boreholes drilled with crosshole geophysics.。 Phase 3: 6 Boreholes (two with pressuremeter testing) with depths up to 60m。 Phase 4: 1 Borehole with crosshole and downhole gophysics。 depth = 140m 3D foundation settlement analysis A detailed 3D foundation settlement analysis was carried out (。