What are the design points of aluminum stage truss structure?

  • When choosing the time history analysis method, according to the type and plan of the construction site, choose not less than two sets of actual strong earthquake records and a set of artificially simulated acceleration time history curves. The uniform seismic influence coefficient curve should react with the mode shape differentiation. The seismic influence coefficient curve selected by the aluminum stage truss spectrum is consistent in the sense of calculation. When choosing the mode shape differentiation response spectrum method to analyze the seismic effect of aluminum stage truss structure, it is recommended to select at least the first 25-30 mode shapes, and if the body shape is particularly messy or the main demand is to choose more mode shapes for effect combination.

    For aluminum stage truss structures with messy shapes or large spans, it is advisable to analyze the multi-dimensional seismic effects. When analyzing the seismic resistance, the influence of the supporting system on its stress should be considered. Under the effect of one-dimensional earthquake, when performing effect calculation under the effect of frequent earthquakes, you can choose to rejuvenate, divide, and calculate power. When calculating multi-dimensional seismic effects, you can choose multi-dimensional random vibration analysis, multi-dimensional response spectrum or time analysis.

    When analyzing the seismic effect of the structure, the damping ratio may be 0.02 for the aluminum stage truss structure that has landed on the ground, and 0.03 for the aluminum stage truss structure supported by the concrete structure. For body shape chaos or major long-span structures, time history analysis should be selected for supplementary accounting. Adjustments should be made from scratch to make them meet the planning requirements.

    The peak value of the acceleration curve should be adjusted according to the larger value of the seismic acceleration time history curve corresponding to the seismic fortification intensity, and the duration of the long-term ground motion should be selected. After planning, the rods should not be replaced. If the rod needs to be replaced due to material preparation problems, etc., it should be carried out according to the equivalent standard of section and rigidity. The rods to be replaced should not be the main stress-bearing rods of the structure, and the number should not be too much (generally not more than 5 of all rods), otherwise the inspection should be done from the beginning.