外文翻譯--綠地中心主塔結(jié)構(gòu)設(shè)計(jì)與建筑設(shè)計(jì)的完美結(jié)合-資料下載頁
2025-05-12 06:04本頁面
【導(dǎo)讀】主樓的結(jié)構(gòu)設(shè)計(jì)追求建。筑和結(jié)構(gòu)的完美結(jié)合、結(jié)構(gòu)效率的最大化以及安全性的提升。設(shè)計(jì)有效降低了風(fēng)旋渦脫落效應(yīng)。在塔樓頂部，三腳鋼桁架沿樓面邊緣向上呈匯聚。式延伸，在頂部實(shí)現(xiàn)無縫對接，形成了一個(gè)造型別致的塔冠結(jié)構(gòu)。外幕墻的建造成本。中國對超高層建筑的追求浪潮始于東面沿岸城市，并逐漸向內(nèi)地發(fā)展。地中心主塔將坐落于毗鄰長江的內(nèi)陸城市武漢。塔樓共125層，總高度達(dá)600米以。上，是一個(gè)多功用的超高層建筑，建成后將成為世界第七高樓。一個(gè)高61米的獨(dú)特塔冠和高35米的穹拱位于塔樓頂部，凸顯。系包括強(qiáng)大的組合剪力墻、微傾的巨型SRC組合柱和曲線型的環(huán)帶桁架。計(jì)達(dá)到完美的結(jié)合。定義為50年超越概率為10%的地震或回歸期為475年的地震。RWDI進(jìn)行風(fēng)洞試驗(yàn)以確。定用于塔樓結(jié)構(gòu)強(qiáng)度設(shè)計(jì)和剛度設(shè)計(jì)的風(fēng)荷載。據(jù)規(guī)范計(jì)算的常遇地震荷載數(shù)值并進(jìn)行了比較。了進(jìn)一步減小塔樓風(fēng)荷載，以風(fēng)洞試驗(yàn)結(jié)果為指導(dǎo)，在塔樓某些部分開洞。臂桁架把巨柱與核心筒相連。
【正文】 increased tower core strength and stiffness, reduced predicted wall damage under the severe earthquake case and helped the core structure achieve performance level goals. Reduced wall nonlinear behavior was also reflected in analysis run times as each analysis converged much faster, and the run time 18 to finish one timehistory record reduced to just two days. The Architect adjusted the stair layout to acmodate the added walls and reduced the number of guest room types, which was weled by the hotel operator. Tower Crown Structure The top of the Wuhan Greenland Center Main Tower is an expression of the project design philosophy. As the tower reaches into the sky, the cladding splits at the line between two architectural ponents known as the body and the shield. This separation was created to help alleviate tower top wind forces and thus significantly improve building behavior. This simple but powerful statement about the effectiveness of coordinating architecture and structure in Supertall building design has bee the building’s most iconic feature and is certain to create a landmark on the city skyline. Rising from gently tapering tower wing tips, the taper steadily and continuously increases to the point that the tips converge on the tower centerline to form a unique 61m tall crown (see Figure 6). Tapering of other building surfaces defines a 35m tall dome. Cleaning of the dome glass will be performed by equipment suspended from the crown above. Cladding of the outer crown is supported by a special tripod structural system. Because crown tripod leg framing is concealed within opaque cladding, support 19 structural design was based on material efficiency and constructability. Each crown tripod leg, a halfarch in profile, is trapezoidal in crosssection or plan. The four faces of each leg are trusses following simple surfaces, with the upper/outer and side trusses triangulated for shear stiffness and the lower/inner truss a Vierendeel without diagonals. Pipes up to 500 mm diameter are used for truss chords and smaller diameter pipes are used for web members and braces. The inner truss Vierendeel configuration and the hollow tripod leg design without internal diaphragms were both selected to work with the window washing machine within. The side trusses taper nearly to a point at the crown base, landing on the super columns at wing tips and connecting directly to the embedded steel columns in the super column for secure load transfer. The tower dome structure posed different design challenges. Dome cladding is transparent but substantial cladding support framing is required at long spans and high wind pressures. Viewing up through the peak of the dome is desired. Dome structural framing will be visible to visitors so a dramatic sculptural appearance is desired. Multiple structural schemes were proposed by the structural engineer for consideration by the architect. Systems included support framing distributed along all faces, framing concentrated at discrete locations, horizontal spanning schemes and vertically spanning schemes. For each scheme the relative hierarchy of framing sizes and functionswas considered for aesthetic intent, structural efficiency and constructability. The selected system has horizontal curved pipe girts to support the tower skin. To 20 minimize girt pipe diameter, gravity load spans are reduced by suspending the girts from steel hangar rods. Exposed tripod legs framed as trichord trusses resist wind load from the girts and gravity loads from the hangers. The inner chord of each truss vanishes at the lowest truss panel so the tripod structure lands on the tower wing tip columns and visually merges with the crown tripod above and outside, while being separate for fabrication and erection (see Figure 7). While one might expect the tripod legs to merge at a peak through a solid pression hub, a different approach was required to maintain views up through the dome. The legs stop before the peak, and plane trusses are added at leg truss top panels to tie the three Tripod legs together. The result is a space frame structure with enhanced lateral stiffness of the dome. The tower crown and dome structures were integrated with the architectural design to provide a seamless envelope transition from walls to crown and dome cladding while providing a column free space for visitors. The clad crown trusses are visually solid objects for reading clearly on the skyline. The exposed dome trusses read as sculpture to visitors within the transparent dome, with minimal visual obstruction by girts. All loads from the tower crown and dome flow directly onto the super columns, providing short load paths and secure connections. 21 Conclusions The Wuhan Greenland Center Main Tower illustrates ways that collaboration between architect, structural engineer and skin consultant achieves a final design that addresses aesthetics, functionality, load resistance and constructability in a seamless way at all scales, from a 600+m cantilever to panels several meters wide.
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