Ultimate Strength Of Steel Tubular K-Joints With Gusset Plate Connections In UHV Transmission Tower

For the big spanning transmission tower, steel pipe tower is usually used owing toits height. However, the node form of steel pipe tower uses the flapper connectiongenerally in order to construct conveniently. In present, the domestic and foreignresearch to the flapper node under complex stress condition, and the existing designtheory is not very perfect with some unfairness. Based on this, the research of stressperformance of K-type node which connects the transmission tower flapper in thisarticle is to provide some valuable reference data and reasonable suggestions for thefurther construction of transmission tower with extra-high tension of our country.The paper use the entity fine model to carry on the finite element analysis aboutsteel tubular K-Joints with gusset plate connections in UHV transmission tower. theresearch work of the following several aspects has been carried on specifically:①Carry on twelve component’s full-scale tests for the K-type node connecting thetypical steel pipe-flapper which is commonly used in actual project to clarify the stressperformance, destruction shape and influence of different parameters on its bearingcapacity of the steel pipe flapper node. Determine the influence of k-type node’ssupporting capacity being considered from the aspects of B/D, R/D in the finiteelement analysis.②Set a proper model. Use the finite element software ANSYS, considering thenode’s double misalignment of the material and geometry, to establish the full-scaleentity model with the same precision of the test component. Comparing the computedresult of the software with the test result to confirm the model’s compatibility by whichit can be seen that the test result and the fitting result are in basic consistence.③According to the factor being considered from the test, which affects thesupporting capacity, analyze the influence of the different absolute parameter and thezero dimension parameter to the capacity of non-ring stiffener board and1/4ringstiffener board, and explore influence of the axial force of competent to the bearingcapacity of node.④On the basis of finite element analysis and theoretical analysis, make use ofleast squares method to fit the suggested formula in software MATLAB which issuitable to estimate the node’s limit supporting capacity of this kind of steel pipe-flapper connection under the load, according to the relationship between the axial force and bending moment, analysis of the action of axial force in tubular wall of bendingmoment and the absence of axial force in tubular wall of bending moment relationship.Compare this suggested method with the related computational method of the CanadianSteel structure Association, the Japanese Construction Association, the Japanese Steelstructure Association, South Korean scholar Kim and our country’s design handbook ofthe steel structure and so on, which result in the computational method surpassing theexisting formula. It can supply the design use of actual projects or reference whileformulating and revising the related regulations.