Structural Analysis and Design of Guangzhou Show Theatre Roof

Guangzhou Show Theatre is located in Huadu District of Guangzhou, which is a specific theme Theatre with a total building area of about 50 200 m². The main structure adopted the frame core tube structure system, and the steel roof adopted single layer grid structure of free surface, with diameter of 105 m and height of 29.1 m. In order to meet the needs of the curtain, the steel roof structure was meshed into approximately 4 000 grids of triangle and quadrilateral with 3 m length of side.
It will make the load-transfered path unclear and increase construction difficulty when all numbers were designed to main forced components. The primary-secondary and the primary grid scheme were analyzed comparatively in order to select the better structure scheme. Comparative analysis of different boundaries models were carried out in order to confirm the most efficient boundary conditions. The whole model and independent model were analyzed comparatively in order to defining the scale of influence between the steel roof and the concrete structure. The static analysis and dynamic analysis was carried out in order to ensure mode, period of vibration and deformation was in a reasonable range. Buckling analysis was used to calculate the critical force and back calculate the calculation length of the element, so as to accurately check the strength of the element.
The following conclusions can be drawn from the result of analysis. 1) The primary-secondary grid structure scheme was adopted by comparative analysis, which not only had better mechanical performance, but also could reduce material consumption and construction difficulty. 2) The checking calculation results showed that maximum stress ratio of main member, secondary member and roof bracing member was respectively 0.78,0.85 and 0.72. 3) The overall stability of the structure was analyzed considering material nonlinearity and geometrical nonlinearity by ANSYS.The load-displacement curve showed that the structure was elastic under 1.8 times nominal load and the ultimate load was 4.6 time as the nominal load. Connections were specifically design in order to mechanical property of connections meet the calculation assumptions. 4) Hinged connection joint was set up between the roof members and the first, third and fifth concrete floor. 5) The structure static response analysis and dynamic response existed difference among the whole model and independent model, so the whole model was adopted to calculate the steel roof structure.