Abstract
Steel structures are usually damaged by disasters. According to the influence law of the damage on the elastic modulus of steel obtained by the mechanical test of damaged steel, the average elastic moduli of H-section steel members were analyzed. The equations for calculating the average elastic moduli of damaged H-section steel members at different damage degrees were obtained. By using the analytical cross-sectional method, the cross-sectional M-Φ-P relationships and the dimensionless parameter equations of the H-sections in the full-sectional elastic distribution, single-sided plastic distribution, and double-sided plastic distribution were derived. On the basis of the cross-sectional M-Φ-P relationships and dimensionless parameters of actual steel members, the approximate calculation equations for the damaged cross sections were obtained. The Newmark method was used to analyze the deformation of damaged steel columns. Analytical results show good agreement with the test results. The equations and methods proposed in this study have high computational accuracy, and these can be applied to the cross-sectional M-Φ-P relationships and deformation calculation of damaged steel members.
Highlights
Natural disasters or other factors often lead to local damage or total damage of steel members
Ge [1] identified the element damage of a nine-story steel frame structure through the finite element model of the undamaged structure and the modal parameters of the damaged structure. e location of damage was determined by residual force method, and the degree of damage was identified by using matrix condensation method combined with proportional damage model
Mohammad [18] investigated the dynamic behavior of steel columns under blast pressures, and the results show that the cross-sectional shape only slightly affects the global dynamic behavior of steel columns
Summary
Natural disasters or other factors often lead to local damage or total damage of steel members. According to the test data, the change of elastic modulus of damaged Q345 steel under different damage degree can be obtained by taking the yield strength σy 350 MPa and the initial elastic modulus E0 1.85 × 105 MPa. 1.6% ≤ ε ≤ 16.8 E (88.48 − 1.4ε) 100 E0. To facilitate the calculation of ultimate bearing capacity and deformation, the average elastic modulus of damaged cross section is used to replace the elastic modulus of undamaged steel. E distribution characteristics of loading elastic modulus of the generally damaged and seriously damaged cross section are shown in Figures 7 and 8, respectively.
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