Theoretical And Experimental Research On Herringbone Ribbed Dome

The new Herringbone ribbed cable dome proposed in the thesis is a form of cable dome structure, which break through the existing configuration mode of cable dome structure that based on traditional Tensegrity Theory. Two intersecting symmetrical herringbone brace struts replace the original one vertical strut in the new structure. This new configuration mode improves the rigidity and stability of the Herringbone ribbed dome under unsymmetrical load, and forms a circumferential folded-plane surface at the structure outside surface, which makes it easier to lay the roof membrane without the valley cable. The unique strut setting makes the construction process simpler and enrich the cable dome roof structures’appearance modeling. The Thesis carried out a systematical theoretical and experimental research on the new structure’s static and dynamic properties, and meanwhile, developed and improved the theory and calculate method of cable dome optimization analysis, tensile construction analysis, local failure analysis, etc. based on application of WIFE method. Chapter 1 reviews the classification, modality and development of space structuresand introduces the development process, structure property, analysis theory progress and practical application of cable dome structure. The research background, aims and contents are elaborated. Chapter 2 analyzes the integrity feasible prestress mode of Herringbone ribbeddome by nodal equilibrium equation and equilibrium matrix theory, and confirm the calculate method to solve structure prestress mode. The changes of structural integrity feasible prestress mode caused by the different structural geometrical parameters are also analyzed. Chapter 3 calculates and compares the static structural behavior of Herringboneribbed dome, Geiger dome and Levy dome under full-span uniform load, half-span uniform load and horizontal uniform load. Then calculates the structural natural frequency and mode of vibration, and analyzes how the change of structural configuration and stress state impact on the structural natural frequency and mode of vibration. Finally the structural dynamic response of seismic load is analyzed.Chapter 4 carries out the optimization design of cable domes based on the niche genetic algorithm combined with VFIFE, with the minimum mass and support horizontal reaction, and the maximum rigidity as the three object functions, the prestress level as single optimal variable and prestress level incorporate with geometry parameters as multiple optimal variables. The calculation is conducted under different weighting coefficients combination of object functions, and the calculation results are analyzed to illuminate the different structural parameters’ influence on each object function.Chapter 5 calculates the structural static and dynamic response due to structure local failure. First of all, the static structural behavior caused by the slack of inner ridge cables is analyzed, which is a result of the increasing of load. Secondly the structural dynamic response and final structural behavior after single cable or strut ruptures are calculated. On this basis, the safety grades of cables and struts groups are classified. Then the structural progressive rupture due to single cable or strut failure of three cable domes are analyzed and compared, and the material nonlinearity is considered in the calculation. Finally the variation of structural dynamic response after local failure due to different calculation parameters and stress states is analyzed.Chapter 6 simulates the whole tensile construction process of Herringbone ribbed structure. The variation of structural internal force and nodes displacement of four different tensile construction plans are compared and summarized respectively. Then the change of structural internal force and nodes displacement during the step-by-step tensile construction process under the influence of hoop cable slipping is analyzed.Chapter 7 designs a 10m span experimental model of Herringbone ribbed structure. Whole tensile construction simulation experiment, full-span and half-span static load experiment and structural static response after single cable failure experiment are conducted on the test model. The actual test data and theoretical calculation results are compared and the reason of errors is discussed. The results demonstrate the validity of theoretical analysis method and feasibility of the new Herringbone ribbed cable dome structure.Chapter 8 summarizes the research and indicates the insufficiency of the thesis. Then some future research suggestions are given.