西安建筑科技大学学报(自然科学版)

为研究可更换钢连梁的超低周疲劳性能,提出一种多尺度模拟方法.在细观尺度上采用考虑循环塑性模型和超低周疲劳断裂模型的钢连梁精细化有限元模型,在宏观尺度上采用通过标定力-位移曲线的钢连梁简化模型,根据联肢墙整体模拟结果,建立精细化和简化模型的位移时程等效,实现其超低周疲劳性能高效分析.选取混合联肢墙试验作为示例,详细介绍方法流程; 采用该方法对不同耦合比的联肢墙算例进行可更换钢连梁的超低周疲劳性能分析.研究结果表明:示例分析结果与试验结果吻合较好,说明该方法是合理的; 在相同顶点位移下,联肢墙的耦合比越小,其连梁可更换消能梁段的变形越大,起裂时刻越早,断裂损伤系数也越大; 消能梁段翼缘焊缝中心处易发生断裂; 各层钢连梁设计相同时,等幅加载下连梁间起裂圈数的比值可通过同一时刻对应连梁累积塑性耗能的比值进行计算,不同楼层钢连梁起裂时的累积塑性耗能较为接近.

A multi-scale simulation method was proposed for the study on ultra-low-cycle fatigue(ULCF)of replaceable steel coupling beams(SCBs). A refined finite element(FE)model of SCB, into which both cyclic plastic model and ULCF model at mesoscopic scale were implemented, was utilized. A simplified model of SCB at macroscopic scale was adopted whose parameters were calibrated by force-displacement relationship. The displacement history of the refined FE model of SCB is equivalent to that of the corresponding simplified model, which was determined via analysis results of whole coupled wall model; and then ULCF life could be investigated efficiently. The analysis procedure of the proposed simulation method(PSM)was presented in detail via selecting a coupled wall test as a sample. The ULCF analysis was conducted for the typical coupled walls with different coupling ratio using the PSM. Results show that the PSM is reasonable, which was validated by the comparison of analysis of the sample with experimental results. Under the same top lateral deflection, if the coupling ratio is smaller, the deformation of shear links will be larger, time of crack initiation earlier, and damage index of fracture greater. Creaks of shear links appear in the center of welds at flange firstly. When design of all replaceable SCBs is the same, under displacement loading with constant amplitudes, the ratio of loading numbers of creak initiation between two SCBs can be calculated approximately by the ratio of accumulated plastic energy dissipations(APEDs)of the corresponding two SCBs at the same time. As creak initiation of SCBs at different floors occurs, APEDs of the SCBs are almost identical.

引言
1 多尺度模拟方法
2 钢连梁超低周疲劳性能研究
3 结论

图1 钢连梁ULCF多尺度模拟方法<br/>Fig.1 Multi-scale simulation method of ULCF of steel coupling beams

图1 钢连梁ULCF多尺度模拟方法
Fig.1 Multi-scale simulation method of ULCF of steel coupling beams

图2 试验钢连梁构造<br/>Fig.2 Details of steel coupling beam of test specimen

图2 试验钢连梁构造
Fig.2 Details of steel coupling beam of test specimen

$图3 工程应力-应变曲线和断裂模拟结果<br/>Fig.3 Simulation results of engineering stress-strain curves and fracture prediction$

图3 工程应力-应变曲线和断裂模拟结果
Fig.3 Simulation results of engineering stress-strain curves and fracture prediction

图4 材料各向同性强化参数标定<br/>Fig.4 Calibration of material parameters for IH component

图4 材料各向同性强化参数标定
Fig.4 Calibration of material parameters for IH component

图5 Steel02材料模型<br/>Fig.5 Material model of Steel02

图5 Steel02材料模型
Fig.5 Material model of Steel02

图6 精细化模型和简化模型对比<br/>Fig.6 Comparison of refined model with simplified model

图6 精细化模型和简化模型对比
Fig.6 Comparison of refined model with simplified model

图7 模拟结果与试验结果对比<br/>Fig.7 Comparison between numerical simulation and test results

图7 模拟结果与试验结果对比
Fig.7 Comparison between numerical simulation and test results

图8 CW-S连梁累积塑性耗能<br/>Fig.8 Accumulated plastic energy dissipation(APED)of coupling beams in specimen CW-S

图8 CW-S连梁累积塑性耗能
Fig.8 Accumulated plastic energy dissipation(APED)of coupling beams in specimen CW-S

图9 第三层连梁位移时程<br/>Fig.9 Displacement history of the coupling beam at the 3rd story

图9 第三层连梁位移时程
Fig.9 Displacement history of the coupling beam at the 3rd story

图10 第三层连梁精细化模型分析结果<br/>Fig.10 Analysis results of refined model for the coupling beam at the 3rd story

图10 第三层连梁精细化模型分析结果
Fig.10 Analysis results of refined model for the coupling beam at the 3rd story

图11 可更换钢连梁消能梁段构造<br/>Fig.11 Details of shear links in RCB beams

图11 可更换钢连梁消能梁段构造
Fig.11 Details of shear links in RCB beams

表1 可更换钢连梁设计信息<br/>Tab.1 Design Details of replaceable steel coupling beams

表1 可更换钢连梁设计信息
Tab.1 Design Details of replaceable steel coupling beams

图12 HCW-1连梁累积塑性耗能<br/>Fig.12 APED of coupling beams in HCW-1

图12 HCW-1连梁累积塑性耗能
Fig.12 APED of coupling beams in HCW-1

图13 HCW-2连梁累积塑性耗能<br/>Fig.13 APED of coupling beams in HCW-2

图13 HCW-2连梁累积塑性耗能
Fig.13 APED of coupling beams in HCW-2

图14 算例联肢墙钢连梁滞回曲线<br/>Fig.14 Hysteresis curve of coupling beams in HCW examples

图14 算例联肢墙钢连梁滞回曲线
Fig.14 Hysteresis curve of coupling beams in HCW examples

图15 HCW-1连梁CB-2和CB-5ULCF分析结果<br/>Fig.15 Analysis results of ULCF for CB-2 and CB-5 in HCW-1

图15 HCW-1连梁CB-2和CB-5ULCF分析结果
Fig.15 Analysis results of ULCF for CB-2 and CB-5 in HCW-1

图16 HCW-2连梁CB-2和CB-5ULCF分析结果<br/>Fig.16 Analysis results of ULCF for CB-2 and CB-5 in HCW-2

图16 HCW-2连梁CB-2和CB-5ULCF分析结果
Fig.16 Analysis results of ULCF for CB-2 and CB-5 in HCW-2

表2 目标连梁分析结果<br/>Tab.2 Analysis results of the selected coupling beams

表2 目标连梁分析结果
Tab.2 Analysis results of the selected coupling beams

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备注

引言

1 多尺度模拟方法

2 钢连梁超低周疲劳性能研究

3 结论

期刊信息