- 李 肖1，張元植2
引用本文摘? ?要：針對搜集的38根設肋試件的軸壓試驗結果，采用ABAQUS進行了有限元計算。計算結果表明，軸壓承載力與試驗軸壓承載力誤差在7%以內，破壞模式與試驗破壞模式吻合較好。根據相關試驗數據，對加勁肋的工作機理及受力狀態進行了分析。分析結果表明，平板加勁肋截面抗彎剛度對試件承載力有明顯的影響，應選取合適加勁肋抗彎剛度及截面尺寸，才能既使組合構件的承載性能得到有效發揮，同時用鋼量得到合理優化；鋼管屈曲模式受加勁肋剛度的影響較大，隨著加勁肋剛度的增大，鋼管板件逐漸由在板件橫向的一個半波轉變為兩個半波；當加勁肋剛度達到臨界剛度后，加勁肋截面面積不再影響鋼管屈曲模式，但試件的軸壓承載力隨加勁肋面積的增大而增大。 ? Abstract:?According to the results of the axial compression test of 38 specimens with ribs, finite element calculations were performed using ABAQUS. The calculation results show that the error between the axial compression bearing capacity and the test axial compression bearing capacity is within 7%, and the failure mode is in good agreement with the test failure mode. The working mechanism and stress state of the stiffeners were analyzed based on test data. The analysis results show that the flexural stiffness of longitudinal stiffener has a significant effect on the bearing capacity of the specimen. Appropriate flexural stiffness and cross-section dimensions of longitudinal stiffener should be selected so that the bearing performance of the composite component can be effectively exerted and the steel consumption can be reasonably optimized. The local buckling mode of steel tube is notably influenced by flexural stiffness of longitudinal stiffener, and with the increase of the stiffness of the stiffeners, the steel pipe plate gradually changes from one half wave to two half waves in the transverse direction of the plate. When the stiffness of the longitudinal stiffener reaches the critical stiffness, the local buckling mode of steel tube can not be influenced by the cross section of longitudinal stiffener anymore, but the compression load carrying capacity of specimens increased with the increase of the area of cross section of longitudinal stiffener.
李肖,張元植.設縱向加勁肋后矩形鋼管混凝土柱屈曲機制分析及構造建議[J].混凝土與水泥制品,2020(3):60-64,69. LI X,ZHANG Y Z.Numerical Simulation on Axial Compression Mechanical Behavior of Rectangular Section CFT Columns with Longitudinal Stiffeners[J].China Concrete and Cement Products,2020(3):60-64,69.