Seismic Responses of Jacket Platform and Structural Digital Twin Post Assessment Based on the Time-history Analysis
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摘要: 为准确评估导管架平台在地震等极端工况下的结构状态，提升抗震能力并为极端灾害发生后的加固及维修提供数据支撑，选取4组时程地震波进行计算分析。通过对比时程响应和传统反应谱分析方法的计算结果，评价二者对于实际工程的适用性。研究结果表明，由于地震的频谱特性，不同地震作用下的杆件校核结果呈显著差异，多组时程计算能够更有效识别结构的薄弱部位。在时程校核统计方法中，多组地震波的时程最大值和时程平均值的统计结果相较于反应谱分析方法分别有63.64%和50%的保证率。此外，由于地震载荷的不确定性，还提出了一种基于数字孪生的结构状态后报方法。该方法以地震分析过程中的监测点数据为基础，其预测结果与时程分析数据具有良好的一致性，可为实际工程应用提供有效的技术支撑。Abstract: In order to accurately evaluate the structural state of jacket platform under extreme conditions such as earthquakes and provide data to support the reinforcement and maintenance after extreme disasters occur, a time-history analysis is performed to calculate the structural dynamic response based on 4 sets of earthquake time history data and compare with response spectrum results. According to the comparing results, these two methods are evaluated to study the applicability for practical engineering. The analysis results shows that members check shows difference due to structural dynamic characteristics. Multiple sets of time history calculations can identify weak members in the structure. Statistical analysis of the results for multiple sets seismic shows that the maximum and average results have assurance rates of 63.64% and 50%, respectively. Moreover, digital twin analysis is carried out to research the post reporting method for damaged structure. It is shown that digital twin method can provide realistic prediction results by comparing with calculated data, which can be provided data support in practical engineering applications.
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Key words:
- Jacket platform /
- Seismic response /
- Time-history analysis /
- Digital twin
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图 11 平台监测点、预测点位置示意图
Figure 11. Schematic locations of monitoring points and prediction points
表 1 某平台地震参数
Table 1. Seismic parameters of a Jacket platform
峰值加速度/g βm T0/s T1/s Tg/s C 0.218 2.5 0.04 0.125 0.8 1.2 
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表 2 地震时程数据
Table 2. Parameters of recorded seismic data
序号 记录编号 阿里亚斯烈度/(m·s−1) 震级 发生位置 年份 VS30/(m·s−1) Rjb/km Rrup/km 1 RSN978 0.9 6.69 日本中越冲 1994 347.7 17.82 23.07 2 RSN1227 1.1 7.62 中国台湾 1999 553.43 0.7 10.8 3 RSN4841 0.7 6.8 美国北岭 2007 655.45 20.65 25.52
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表 3 某平台主要技术参数
Table 3. Parameters of Jacket platform
参数 数据 工作点标高/m EL(+)12.19 泥面标高/m EL(-)98.515 钢材等级 Q345 主腿尺寸/(mm*mm) 2134 *42桩尺寸/(mm*mm) 2134 *(50～75)入泥深度/m ～97 钢桩数量/根 4*3
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表 4 平台结构固有周期
Table 4. Natural period of Jacket platform
阶数 周期T/s 阶数 周期T/s 1 2.824 6 0.674 2 2.496 7 0.588 3 1.996 8 0.558 4 1.004 9 0.540 5 0.997 10 0.521
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表 5 杆件校核结果
Table 5. Member UC of different conditions
杆件 杆件位置 杆件类型 UC值 反应谱分析 人工地震波 RSN978 RSN1227 RSN4841 L040-H134 (+)3.81 m～(+)12.19 m 斜撑 1.281 1.084 1.243 1.302 1.18 L410-X134 (−)41.77 m～(−)53.34 m 斜撑 1.332 0.92 1.315 1.373 1.034 L330-X134 (−)32.00 m～(−)41.77 m 斜撑 1.374 0.867 1.232 1.315 0.999 L030-H134 (+)3.81 m～(+)12.19 m 斜撑 1.46 1.405 1.352 1.246 1.185 L330-XB34 (−)32.00 m～(−)41.77 m 斜撑 1.008 0.846 1.498 1.129 0.859 L440-XB34 (−)41.77 m～(−)53.34 m 斜撑 1.037 0.867 1.545 1.168 0.886 L030-H116 (+)3.81 m～(+)12.19 m 斜撑 1.361 1.194 1.514 1.707 1.486 L010-H116 (+)3.81 m～(+)12.19 m 斜撑 1.326 1.179 1.818 1.385 1.298 L730-H730 (−)98.52 m 水平撑 2.209 1.219 1.178 1.158 1.071
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表 6 节点位移特征值
Table 6. Characteristic displacement of Joins
模态 节点 坐标(x, y, z) 位移 $ \Delta x $/cm 模态 节点 坐标(x, y, z) 位移 $ \Delta x $/cm 1 L030 (-9.15, 7.62, 12.19) 1.286 5 X234 (15.88, 0, −41.73) 2.56 2 L040 (9.15, 7.62, 12.19) 1.829 6 L440 (17.34, 15.81, −53.34) 2.475 3 L020 (9.15, −7.62, 12.19) 1.975 7 X234 (15.88, 0, −41.73) 1.281 4 XB34 (0, 14.38, −41.86) 2.547 8 XA12 (0, −9.66, −4.13) 1.004
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表 7 误差统计结果
Table 7. Error statistics results
方向 平均误差 标准差 相关系数 x方向位移 ≈0 1.4651 0.9363 y方向位移 ≈0 0.9129 0.9623 z方向位移 ≈0 0.1980 0.9624
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