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- 저자 : Dagang Lu (검색결과 3 건)
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Chen Lu,Zhiwei Yu,Shuiming Li,Dagang Lu,Jian Liu 한국강구조학회 2016 International Journal of Steel Structures Vol.16 No.4
This paper performs the research on failure mechanism of single-layer steel reticulated domes with the reinforced concrete substructure subjected to sever earthquakes. Based on ABAQUS, this paper built user-defined material subroutines of the steel and the reinforced concrete, which took material non-linearity and the material damage accumulation into consideration. The failure mechanism of reticulated domes with reinforced concrete substructures under severe earthquakes is studied by the nonlinear dynamic response analysis. Three different failure modes of single-layer reticular domes with different sizes of reinforced concrete substructure are illustrated. Failure criterion is put forward to discriminate the failure modes and to estimate the critical load strength for single-layer reticular domes based on the structural damage theory. It has been found that reinforced concrete substructure has significant impact on the failure behaviors and the critical load of reticulated domes under seismic loads. It is essential to consider the influence of the reinforced concrete substructure upon the failure behaviors in the structural analysis and design process of reticular domes.
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Mingming Jia,Lanhui Guo,Dagang Lu 한국강구조학회 2014 International Journal of Steel Structures Vol.14 No.4
Buckling-restrained braces (BRBs) deliver ductile, stable, and repeatable hysteretic behavior. The plastic deformationcapacity of the BRBs indicates the good indexes both in terms of ultimate deformation and in terms of energy dissipationcapacity. In this paper, the load-carrying elements of BRBs were fabricated with steel (Chinese Q235), and four layers of plasticfilm (0.2 mm in thickness) were used as unbounded materials to prevent the buckling of inner cores in higher modes andprovide spaces to facilitate its lateral expansion in case of compression. The differences of ultimate compression and tensionloads were controlled in a small range. The transformation of the unrestrained segment’s section from crisscross shape to Hshape can significantly improve the moment-resistance capacity of the unrestrained segment, avoiding buckling instabilityeffectively due to evident moment stiffness enhancement. The experimental results of pseudo-static tests (PSTs) under cyclicload indicate: BRB with H cross section unrestrained segments can undergo fully-reversed axial yield cycles without loss ofstiffness or strength, which have large ductility and superior seismic energy dissipation ability. There is obvious strainintensification in tension and compression phases. But there is evident decreasing of stiffness and strength on BRB withcrisscross section unrestrained segments due to the buckling of unrestrained segment under compression, the ductility andenergy dissipation ability decline distinctly.
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Ductile capacity study of buckling-restrained braced steel frame with rotational connections
Mingming Jia,Jinzhou He,Dagang Lu 국제구조공학회 2023 Steel and Composite Structures, An International J Vol.46 No.3
The maximum ductility and cumulative ductility of connection joints of Buckling-Restrained Braced Frames (BRBF) are critical to the structural overall performance, which should be matched with the BRB ductility. The two-story and one-span BRBF with a one-third scale was tested under cyclic quasi-static loading, and the top-flange beam splice (TFBS) rotational connections were proposed and adopted in BRBF. The deformation capacity of TFBS connections was observed during the test, and the relationship between structural global ductility and local connection ductility was studied. The rotational capacity of the beam-column connections and the stability performance of the BRBs are highly relevant to the structural overall performance. The hysteretic curves of BRBF are stable and full under large displacement demand imposed up to 2% story drift, and energy is dissipated as the large plastic deformation developed in the structural components. The BRBs acted as fuses and yielded first, and the cumulative plastic ductility (CPD) of BRBs is 972.6 of the second floor and 439.7 of the first floor, indicating the excellent energy dissipation capacity of BRBs. Structural members with good local ductility ensure the large global ductility of BRBF. The ductile capacity and hysteretic behavior of BRBF with TFBS connections were compared with those of BRBF with Reduced Beam Section (RBS) connections in terms of the experimental results.
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