Stability Analysis Of Folded Plate Type Latticed Shell

Space grid structure was greatly developed in our country in the past two decades because of its reasonable stress, big coverage area, rich shape and so on, which made it be more and more welcomed and attractive. The structure had a fine prospect. Folded plate type latticed shell was one of the most widely applied space grid structure. In the same time the study of nonlinear theory of the folded plate type latticed shell was imperfect. Then further analysis on nonlinearity and structural parameters affect on ultimate load-carrying capacity was necessary. This paper had completed this work.On the basis of review of theory development of cast steel joints and stability of reticulated shell, stability of the folded plate type latticed shell was studied. Finite element analysis software SAP2000 was used to establish model .This paper analyzed on stability of the folded plate type latticed shell. Through the comparison of the results of linear, geometric nonlinear, elastic-plastic analysis, the ultimate load-carrying capacity of folded plate type latticed shell structure was obtained. With considering the P-Delta effect and the large displacement effect in the process of analysis and using nonlinear analysis to trace the complete paths, deformational fracture mechanism of the folded plate type latticed shell was summarized. Consistent mode imperfections method had been used to analyze on imperfect structure. According to result of analyzing the conditions of the different initial geometry imperfections, the rule of the relationship between initial geometric imperfections and the ultimate load-carrying capacity was obtained.The stress distribution of the cast steel joints was studied in the process of the analysis. Cast steel joints were used in this structure. The construction bracket supported cast steel joints. With monitoring tests on the Guangzhou Opera House, the stability of the structure was analyzed. The aim of the monitoring test was to ensure that the structure could not collapse in the process of construction bracket demolition. The strain and displacement of cast steel joints were monitored in the test. The process of construction bracket demolition successfully completed in the whole process of the monitoring test. The measured values were basically consistent with the calculated values. Combining with the test result data, some suggestions were supported for the structure installation.