Steel Structure Design of Nantong International Conference Center

Nantong International Conference Center has a total building area of about 80,000 m2, and the building plan is arranged with two large functional divisions along the longitudinal direction of multi-functional halls, banquet halls and conference halls, with entrances in the middle, connecting with the halls. The total length of the building is 280 m, width is 84 m, and the maximum height of the structural roof of the functional area is 23 m. Underground 1 floor has the function of garage and human defense, and it adopts concrete structure; above ground 1~3 floors have different heights, from bottom to top, they are respectively 9, 6, 4.5 m, and they have the function of conference and exhibition. The main body adopts steel frame structure system, and the large-span space roof adopts steel truss structure, with a maximum span of 54 m. The top modeling roof is a free-form surface, with a maximum height of 30 m, and adopts cross-pipe truss structure.

Nantong International Conference Center

Combined with the architectural function, the main structure of the conference center adopts steel frame + large-span steel truss structural system, and the modeling roof adopts space lattice structure, and the overall structure has both multi-high-rise structure and space structure stress characteristics. Due to the long structure and the obvious existence of two structural units due to the functional distinction, which are connected only by the roof of the entrance hall and the local roof, there are many structural design problems and design difficulties such as the weak linkage, obvious torsion effect, and the design of peripheral supporting columns, etc. The conceptualization of the structure is based on the conceptualization of the structure, and the structural design is based on the conceptual design. In order to solve the above difficulties, the conceptual design, calculation analysis, structural measures and other aspects are analyzed and researched.

By setting flexural restraint bracing, it solves the insufficient torsional capacity of the overall structure, and at the same time avoids the burden of the braced frame being aggravated by the ordinary bracing absorbing too much seismic action. In view of the unfavorable conditions of extra-long plane and weak linkage of roof cover, it adopts single unit and linkage for bearing capacity envelope design, and locally strengthens the position of weak linkage. In order to realize the architectural effect of peripheral ultra-slim columns, based on the seismic conceptual design, the constraint conditions of peripheral columns and the corresponding arrangement of roof cover are optimized, and the columns are designed as swing columns that do not participate in the horizontal lateral system, and the bending constraints are released from the top and the bottom of the columns, which only provide vertical support and do not participate in the overall lateral resistance, at this time, the supporting columns do not belong to the frame columns, and the length to slenderness ratio constructional measures can be greatly reduced. For the conversion node of box-type to I-type in truss chord, it is analyzed from the aspects of node force transmission mechanism, processing and production difficulty, and finally adopts the new node form which is simple in structure and reliable in force transmission, and reduces the difficulty of processing, production and on-site construction. Combined with the functional characteristics of the building, the newly developed high-strength fire-resistant and corrosion-resistant steel is used locally, which plays a good role in demonstration.