{"id":19924,"date":"2026-04-09T10:55:55","date_gmt":"2026-04-09T02:55:55","guid":{"rendered":"https:\/\/www.csse.org.tw\/wordpress\/?p=19924"},"modified":"2026-04-10T13:54:31","modified_gmt":"2026-04-10T05:54:31","slug":"se_tw159","status":"publish","type":"post","link":"https:\/\/www.csse.org.tw\/wordpress\/member\/se_tw159\/","title":{"rendered":"\u7b2c\u56db\u5341\u4e00\u5377\u7b2c\u4e00\u671f (\u671f\u5225159) (115\u5e74)"},"content":{"rendered":"\t\t
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\u7b2c\u56db\u5341\u4e00\u5377\u7b2c\u4e00\u671f (\u671f\u5225159) (115\u5e74)<\/h4>\t\t<\/div>\n\t\t\t\t<\/div>\n\t\t\t\t
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\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u975e\u7dda\u6027\u52d5\u529b\u5206\u6790\u6027\u80fd\u8a55\u4f30\u6cd5\u65bc\u88dd\u8a2d\u8cea\u91cf\u963b\u5c3c\u5668\u7d50\u69cb \u4e4b\u6e1b\u9707\u6548\u80fd\u8a55\u4f30\u61c9\u7528<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t
\u6a19\u984c<\/th>\u975e\u7dda\u6027\u52d5\u529b\u5206\u6790\u6027\u80fd\u8a55\u4f30\u6cd5\u65bc\u88dd\u8a2d\u8cea\u91cf\u963b\u5c3c\u5668\u7d50\u69cb \u4e4b\u6e1b\u9707\u6548\u80fd\u8a55\u4f30\u61c9\u7528<\/td><\/tr>
\u4f5c\u8005<\/th>\u6797\u9326\u9686\u3001\u76e7\u7149\u5143\u3001\u4e8e\u5929\u667a<\/td><\/tr>
\u95dc\u9375\u5b57<\/th>\u6027\u80fd\u8a55\u4f30\u3001\u8cea\u91cf\u963b\u5c3c\u5668\u3001\u975e\u7dda\u6027\u7d50\u69cb\u3001\u6e1b\u9707\u6548\u80fd\u8a55\u4f30\u3001\u6587\u6c0f\u6a21\u578b\u3001\u8b8a\u983b\u5f0f \u8cea\u91cf\u963b\u5c3c\u5668<\/td><\/tr>
\u6458\u8981<\/th>\u5728\u50b3\u7d71\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668 (tuned mass damper, TMD) \u4e4b\u8a2d\u8a08\u8207\u6e1b\u9707\u6548\u80fd\u8a55\u4f30\u4e2d\uff0c \u901a\u5e38\u5047\u8a2d\u4e3b\u7d50\u69cb\u70ba\u7dda\u6027\u7cfb\u7d71\u3002\u7136\u800c\uff0c\u7576\u4e3b\u7d50\u69cb\u65bc\u5730\u9707\u904e\u7a0b\u4e2d\u9032\u5165\u975e\u7dda\u6027\u72c0\u614b\u6642\uff0c \u5176\u81ea\u632f\u983b\u7387\u5c07\u96a8\u6642\u9593\u8b8a\u5316\uff0c\u5c0e\u81f4TMD\u7522\u751f\u96e2\u983b\u6548\u61c9 (detuning effect)\uff0c\u9032\u800c\u5f71\u97ff \u5176\u6e1b\u9707\u6548\u80fd\u3002\u6709\u9451\u65bc\u6b64\uff0c\u672c\u6587\u65e8\u5728\u767c\u5c55\u4e00\u5957\u7cfb\u7d71\u5316\u7684\u975e\u7dda\u6027\u52d5\u529b\u5206\u6790\u6027\u80fd\u8a55\u4f30\u6cd5\uff0c \u4f5c\u70ba\u8a55\u4f30\u975e\u7dda\u6027\u7d50\u69cb\u914d\u7f6e\u8cea\u91cf\u963b\u5c3c\u5668\u6e1b\u9707\u6548\u80fd\u4e4b\u4f9d\u64da\u3002\u6587\u4e2d\u4e26\u4ee5\u4e00\u68df\u914d\u7f6e\u52c1\u5ea6\u53ef \u63a7\u5f0f\u8cea\u91cf\u963b\u5c3c\u5668 (mass damper with controllable stiffness, MDCS) \u4e4b\u975e\u7dda\u6027\u7d50\u69cb\u70ba \u4f8b\uff0c\u7cfb\u7d71\u5316\u7684\u8a55\u4f30MDCS\u65bc\u4e0d\u540c\u5730\u9707\u5f37\u5ea6\u4e0b\u4e4b\u6e1b\u9707\u6548\u80fd\u3002\u672c\u6587\u9996\u5148\u900f\u904e\u632f\u52d5\u53f0\u5be6 \u9a57\u8cc7\u6599\uff0c\u5efa\u7acb\u4e00\u68df3\u5c64\u6a13\u8db3\u5c3a\u92fc\u69cb\u4e3b\u7d50\u69cb\u4e4b\u975e\u7dda\u6027\u6a21\u578b\uff0c\u4f5c\u70ba\u8a2d\u8a08MDCS\u53c3\u6578\u8207 \u9032\u884c\u6578\u503c\u6a21\u64ec\u4e4b\u57fa\u790e\u3002\u63a5\u7e8c\u9078\u752820\u7b46\u8207\u8a2d\u8a08\u53cd\u61c9\u8b5c\u76f8\u7b26 (compatible) \u4e4b\u9707\u6ce2\uff0c\u9032 \u884cMDCS\u6e1b\u9707\u6548\u80fd\u8a55\u4f30\uff1b\u9707\u6ce2\u5f37\u5ea6\u5247\u4f9d\u64da\u53f0\u7063\u8010\u9707\u8a2d\u8a08\u898f\u7bc4\u4e2d\u67d0\u9707\u5340\u4e4b\u8a2d\u8a08\u4fc2\u6578\u8207 \u5371\u5bb3\u5ea6\u66f2\u7dda\uff0c\u5206\u70ba\u4e09\u7a2e\u5730\u9707\u7b49\u7d1a\uff1a\u5e38\u614b\u5730\u9707\u529b (service level earthquake, SLE)\u3001\u8a2d \u8a08\u5730\u9707\u529b (design basis earthquake, DBE) \u8207\u6700\u5927\u8003\u91cf\u5730\u9707\u529b (maximum considered earthquake, MCE)\u3002\u8a55\u4f30\u7d50\u679c\u986f\u793a\uff0c\u5373\u4f7f\u5728MCE\u5f37\u9707\u4f5c\u7528\u4e0b\u7d50\u69cb\u9032\u5165\u975e\u7dda\u6027\u884c\u70ba \u6642MDCS\u4ecd\u5177\u6e1b\u9707\u80fd\u529b\uff0c\u5176\u6e1b\u9707\u6548\u80fd\u8207\u7d93\u6700\u4f73\u5316\u8a2d\u8a08\u4e4b\u88ab\u52d5TMD\u76f8\u7576\uff0c\u4e14\u5728\u5927\u591a \u6578\u60c5\u6cc1\u4e0b\u53ef\u5927\u5e45\u964d\u4f4e\u6700\u5927\u885d\u7a0b\u9700\u6c42\uff0c\u5c55\u73fe\u826f\u597d\u4e4b\u5be6\u52d9\u61c9\u7528\u6f5b\u529b\u3002<\/td><\/tr><\/tbody><\/table>
Title<\/th>Nonlinear Dynamic Analysis-Based Seismic Performance Assessment Method for Structures With Mass Dampers<\/td><\/tr>
Author<\/th>Ging-Long Lin, Lyan-Ywan Lu, Tian-Zhi Yu<\/td><\/tr>
Keywords<\/th>performance assessment, mass dampers, nonlinear structure, seismic mitigation assessment, Bouc-Wen model, variable-stiffness mass damper<\/td><\/tr>
Abstract<\/th>The design and seismic performance evaluation of traditional passive tuned mass dampers (TMD) are typically based on the assumption that the primary structure behaves as a linear system. However, when the primary structure enters a nonlinear state during seismic excitation, its natural frequency becomes time-dependent, resulting in a detuning effect that may degrades the vibration mitigation performance of the TMD. In response to this limitation, this study aims to develop a nonlinear dynamic analysis-based performance assessment method for evaluating the control effectiveness of mass dampers installed in nonlinear structures. As a demonstration, the proposed assessment method is used to investigate the performance of a nonlinear structure equipped with a mass damper with controllable stiffness (MDCS). A nonlinear model of a full scale three-story steel structure was first developed based on shaking table test data and used as the foundation for MDCS parameter design and subsequent numerical simulations. A set of 20 ground motions compatible with the design response spectrum was selected to evaluate the seismic control performance of the MDCS system. The intensities of these ground motions were scaled to three codified intensity levels: service level earthquake (SLE), design basis earthquake (DBE), and maximum considered earthquake (MCE). The assessment results indicate that even under strong ground motions at the MCE level, when the structure exhibits nonlinear behavior, the MDCS still provides effective vibration control, with performance roughly equal to that of an optimally designed passive TMD. Moreover, it significantly reduces the required maximum stroke as compared to the passive system, highlighting its practical advantages and potential for implementation in real-world engineering applications.<\/td><\/tr><\/tbody><\/table><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t
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\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u4ee5FLAC3D Byrne\u6a21\u578b\u63a2\u8a0e\u5730\u4e0b\u69cb\u9020\u7269\u65bc\u4e0d\u540c\u57cb\u7f6e \u6df1\u5ea6\u4e4b\u5730\u5c64\u53cd\u61c9<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t
\u6a19\u984c<\/th>\u4ee5FLAC3D Byrne\u6a21\u578b\u63a2\u8a0e\u5730\u4e0b\u69cb\u9020\u7269\u65bc\u4e0d\u540c\u57cb\u7f6e \u6df1\u5ea6\u4e4b\u5730\u5c64\u53cd\u61c9<\/td><\/tr>
\u4f5c\u8005<\/th>\u767d\u90c1\u5b87<\/td><\/tr>
\u95dc\u9375\u5b57<\/th>Byrne\u6a21\u578b\u3001\u6f5b\u76fe\u96a7\u9053\u3001\u571f\u58e4\u6db2\u5316\u3001\u8d85\u984d\u5b54\u9699\u6c34\u58d3\u529b<\/td><\/tr>
\u6458\u8981<\/th>\u672c\u7814\u7a76\u5229\u7528FLAC3D (fast Lagrangian analysis of continua in 3 dimensions) \u6240\u63d0 \u4f9b\u8a08\u7b97\u571f\u9ad4\u6db2\u5316\u7684Byrne\u6a21\u578b\uff0c\u6a21\u64ec\u5730\u4e0b\u69cb\u9020\u7269\u4e0d\u5b58\u5728\u8207\u5b58\u5728\u7684\u60c5\u6cc1\u4e0b\uff0c\u5730\u76e4\u5728\u6ce2 \u52d5\u5834\u7684\u52d5\u529b\u4f5c\u7528\u4e0b\u5c0d\u5b54\u9699\u6c34\u58d3\u7684\u5f71\u97ff\u3002\u7814\u7a76\u7d50\u679c\u8aaa\u660e\uff0c\u5730\u4e0b\u7d50\u69cb\u7269\u7684\u5be6\u5fc3\u8207\u5426\u53ca\u57cb \u6df1\uff0c\u6703\u5f71\u97ff\u5730\u4e0b\u7d50\u69cb\u7269\u4e0a\u65b9\u548c\u4e0b\u65b9\u5730\u76e4\u7684\u5b54\u9699\u6c34\u58d3\u529b\u5927\u5c0f\uff1b\u5728\u6c92\u6709\u5730\u4e0b\u69cb\u9020\u7269\u5b58\u7684 \u60c5\u6cc1\u4e0b\uff0c\u56e0\u5730\u9707\u6240\u5f15\u8d77\u7684\u8d85\u984d\u5b54\u9699\u6c34\u58d3\u529b\u96a8\u8457\u5730\u76e4\u8986\u571f\u6df1\u5ea6\u7684\u589e\u52a0\u800c\u6e1b\u5c11\uff1b\u5728\u6709\u5730 \u4e0b\u69cb\u9020\u7269\u5b58\u7684\u60c5\u6cc1\u4e0b\uff0c\u56e0\u5730\u9707\u6240\u5f15\u8d77\u7684\u5730\u76e4\u5411\u4e0a\u6d6e\u6258\u4f7f\u5f97\u5b54\u9699\u6c34\u58d3\u529b\u4e0b\u964d\u81f30\uff0c\u5730 \u76e4\u571f\u58e4\u5448\u73fe\u9b06\u6563\u72c0\u6cc1\u3002\u5728\u90fd\u6703\u5340\u8a2d\u8a08\u5730\u4e0b\u8eca\u7ad9\u548c\u6f5b\u76fe\u96a7\u9053\uff0c\u5982\u63a1\u7528\u65e5\u672c\u9053\u8def\u5354\u6703\u300c\u5171 \u540c\u6e9d\u8a2d\u8a08\u6307\u91dd\u300d\u5730\u4e0b\u69cb\u9020\u7269\u6297\u4e0a\u6d6e\u5b89\u5168\u4fc2\u6578\u5b9a\u7fa9\u53ca\u8a08\u7b97\u516c\u5f0f\u4f86\u8a55\u4f30\u5730\u4e0b\u69cb\u9020\u7269\u6297\u6d6e \u7a69\u5b9a\u6027\uff0c\u5c0d\u65bc\u8d85\u984d\u5b54\u9699\u6c34\u58d3\u529b\u7684\u8a08\u7b97\uff0c\u9700\u8981\u8b39\u614e\u8a55\u4f30\u3002<\/td><\/tr><\/tbody><\/table>
Title<\/th>Study on the Ground Response of Underground Structures at Different Burial Depths Using FLAC3D Byrne Model<\/td><\/tr>
Author<\/th>Jin-Yueih Bair<\/td><\/tr>
Keywords<\/th>Byrne model, mechanised shield tunnelling, soil liquefaction, excess pore water pressure<\/td><\/tr>
Abstract<\/th>This study uses the Byrne model provided by FLAC3D (fast Lagrangian analysis of continua in 3 dimensions) to calculate soil liquefaction, simulating the impact of the ground on pore water pressure under the dynamic action of a wave field, both in the absence and presence of underground structures. The research results indicate that whether an underground structure is solid and its burial depth affects the pore water pressure above and below the underground structure.; In the absence of underground structures, the excess pore water pressure caused by an earthquake decreases with increasing ground cover depth. In the presence of underground structures, the uplift of the ground caused by an earthquake reduces the pore water pressure to zero, resulting in a loose soil condition. When designing underground stations and shield tunnels in metropolitan areas, if the Japan Road Association\u2019s Common Tunnel Design Guidelines definition and calculation formula for the safety factor of the underground structure\u2019s anti buoyancy stability are used to assess the anti-buoyancy stability of the underground structure, the calculation of excess pore water pressure needs to be carefully evaluated.<\/td><\/tr><\/tbody><\/table><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t
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\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u96e2\u5cb8\u98a8\u6a5f\u5854\u67b6\u7d50\u69cb\u4e4b\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668\u4e4b \u5f37\u5065\u6027\u6700\u4f73\u5316\u8a2d\u8a08<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t
\u6a19\u984c<\/th>\u96e2\u5cb8\u98a8\u6a5f\u5854\u67b6\u7d50\u69cb\u4e4b\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668\u4e4b \u5f37\u5065\u6027\u6700\u4f73\u5316\u8a2d\u8a08<\/td><\/tr>
\u4f5c\u8005<\/th>\u984f\u6674\u3001\u8521\u8b19\u777f\u3001\u8a79\u9d6c\u53f0<\/td><\/tr>
\u95dc\u9375\u5b57<\/th>\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668\u3001\u96e2\u5cb8\u98a8\u6a5f\u5854\u67b6\u3001\u7d50\u69cb\u6700\u4f73\u5316\u3001\u53c3\u6578\u4e0d\u78ba\u5b9a\u6027\u3001\u9006\u5143\u7d20\u4ea4\u63db\u6cd5<\/td><\/tr>
\u6458\u8981<\/th>\u5728\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668 (tuned mass dampers, TMD) \u8a2d\u8a08\u4e2d\uff0c\u907f\u514d\u96e2\u983b\u6548\u61c9\u662f\u4e00\u9805 \u4e3b\u8981\u6311\u6230\uff0c\u56e0\u6b64\u63d0\u5347\u7cfb\u7d71\u7684\u5f37\u5065\u6027\u5c24\u70ba\u91cd\u8981\u3002\u672c\u7814\u7a76\u91dd\u5c0d\u96e2\u5cb8\u98a8\u6a5f\u5854\u67b6\u7d50\u69cb\u9032\u884c\u6e1b \u632f\u63a7\u5236\u6700\u4f73\u5316\uff0c\u63a1\u7528\u55ae\u4e00\u8abf\u8ae7\u8cea\u91cf\u963b\u5c3c\u5668 (single tuned mass damper, STMD) \u914d\u7f6e \u65b9\u5f0f\u70ba\u521d\u59cb\u914d\u7f6e\uff0c\u4e26\u4f7f\u7528\u62c9\u4e01\u8d85\u7acb\u65b9\u62bd\u6a23 (Latin hypercube sampling, LHS) \u5c0d\u7d50\u69cb \u7e3d\u9ad4\u8cea\u91cf\u8207\u52c1\u5ea6\u5f15\u5165\u8b8a\u7570\uff0c\u4ee5\u6a21\u64ec\u5be6\u969b\u7d50\u69cb\u4e4b\u4e0d\u78ba\u5b9a\u6027\u3002\u7814\u7a76\u4e2d\u900f\u904e\u591a\u968e\u5c64\u898f\u5283\u4e4b \u9006\u5143\u7d20\u4ea4\u63db\u6cd5 (multi-level inverse element exchange method, MulIEEM)\uff0c\u5206\u5225\u91dd\u5c0d \u6a23\u672c\u5e73\u5747\u503c\u6700\u5c0f\u5316\u3001\u6a23\u672c\u6a19\u6e96\u5dee\u6700\u5c0f\u5316\u8207\u55ae\u4e00\u6a23\u672c\u6700\u5c0f\u5316\u4e09\u7a2e\u4e0d\u540c\u76ee\u6a19\u51fd\u6578\uff0c\u9032\u884c TMD\u8cea\u91cf\u3001\u52c1\u5ea6\u8207\u963b\u5c3c\u53c3\u6578\u4e4b\u6700\u4f73\u5316\u914d\u7f6e\u3002\u5916\u529b\u5efa\u6a21\u65b9\u9762\uff0c\u5229\u7528\u4e0d\u540c\u98a8\u6d6a\u689d\u4ef6\u9032 \u884c\u6aa2\u6838\u3002\u7d50\u679c\u986f\u793a\uff0c\u5404\u6700\u4f73\u5316\u914d\u7f6e\u65bc\u6700\u5927\u4f4d\u79fb\u5e73\u5747\u503c\u8207\u6a19\u6e96\u5dee\u7b49\u7d71\u8a08\u6307\u6a19\u7686\u5c55\u73fe\u660e \u986f\u6539\u5584\uff0cMulIEEM\u80fd\u6709\u6548\u5c0e\u5f15\u914d\u7f6e\u4ee5\u964d\u4f4e\u53cd\u61c9\u4e26\u63d0\u5347\u5f37\u5065\u6027\u3002\u7d9c\u5408\u63a7\u5236\u6548\u80fd\u8207\u8a08 \u7b97\u8cc7\u6e90\u8003\u91cf\uff0c\u4ee5\u55ae\u4e00\u6a23\u672c\u9032\u884c\u6700\u4f73\u5316\u53ef\u540c\u6642\u517c\u9867\u6e1b\u632f\u6548\u679c\u8207\u5f37\u5065\u6027\u3002<\/td><\/tr><\/tbody><\/table>
Title<\/th>Optimizing Robustness of Tuned Mass Dampers in Offshore Wind Turbine Tower Structures<\/td><\/tr>
Author<\/th>Ching Yen, Qian-Rui Cai, Peng-Tai Chan<\/td><\/tr>
Keywords<\/th>tuned mass damper, offshore wind turbine tower, structural optimization, parameter uncertainty, inverse element exchange method<\/td><\/tr>
Abstract<\/th>Avoiding detuning effects is a major challenge in the design of tuned mass dampers (TMD), making the improvement of system robustness crucial. This study optimizes vibration control for offshore wind turbine tower structures using a single tuned mass damper (STMD) configuration as the initial design. Latin hypercube sampling (LHS) is employed to introduce variations in the overall mass and stiffness of the structure, simulating the uncertainties of the actual structure. T he study utilizes inverse element exchange with multi-level programming (multi-level inverse element exchange method, MulIEEM) to optimize the mass, stiffness, and damping parameters of the multiple tuned mass dampers (MTMD) for three different objective functions: minimizing the sample mean, minimizing the sample standard deviation, and minimizing a single sample (i.e., the deterministic structure). External force modeling is performed under various wind and wave conditions. The results show that each optimized configuration significantly improves statistical indicators such as the maximum displacement mean and standard deviation. MulIEEM effectively guides the configuration to reduce response and improve robustness. Considering both control performance and computational efforts, optimization using a single sample simultaneously achieves both vibration reduction and robustness.<\/td><\/tr><\/tbody><\/table><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t
\n\t\t\t\t\t
\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u5730\u4e0a\u578b\u5730\u9707\u8d85\u6750\u6599\u4e4b\u8868\u9762\u6ce2\u8870\u6e1b\u8a2d\u8a08\u7b56\u7565<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t
\u6a19\u984c<\/th>\u5730\u4e0a\u578b\u5730\u9707\u8d85\u6750\u6599\u4e4b\u8868\u9762\u6ce2\u8870\u6e1b\u8a2d\u8a08\u7b56\u7565<\/td><\/tr>
\u4f5c\u8005<\/th>\u8607\u4e8e\u742a\u3001\u5468\u5bb6\u5349\u3001\u5f35\u5bb8\u6137<\/td><\/tr>
\u95dc\u9375\u5b57<\/th>\u5730\u9707\u8d85\u6750\u6599\u3001\u5e7e\u4f55\u8a2d\u8a08\u3001\u96f7\u5229\u6ce2<\/td><\/tr>
\u6458\u8981<\/th>\u8fd1\u5e74\u4f86\uff0c\u8a31\u591a\u91dd\u5c0d\u5c0d\u5efa\u7bc9\u6700\u5177\u7834\u58de\u6027\u4e4b\u8868\u9762\u6ce2\u7684\u5730\u4e0a\u578b\u5730\u9707\u8d85\u6750\u6599\u8a2d\u8a08\u88ab\u63d0 \u51fa\uff0c\u4f46\u537b\u56e0\u7f3a\u4e4f\u8de8\u6a21\u578b\u9593\u7684\u7cfb\u7d71\u6027\u6bd4\u8f03\u8207\u5206\u6790\uff0c\u7121\u6cd5\u6307\u51fa\u4f55\u7a2e\u55ae\u4e00\u6750\u6599\u7d44\u6210\u7684\u5e7e\u4f55 \u69cb\u578b\u5728\u8870\u6e1b\u5730\u9707\u8868\u9762\u6ce2\u65b9\u9762\u6700\u5177\u6548\u76ca\u3002\u70ba\u586b\u88dc\u6b64\u4e00\u7f3a\u53e3\uff0c\u672c\u7814\u7a76\u5c07\u904e\u53bb\u6587\u737b\u4e2d\u7684\u8a2d \u8a08\u7c21\u5316\u4e26\u6b78\u985e\u70ba\u56db\u7a2e\u6a21\u578b\uff1a\u76f4\u7acb\u9577\u65b9\u9ad4\u3001\u5e73\u8eba\u9577\u65b9\u9ad4\u3001\u5c16\u7aef\u671d\u4e0b\u7684\u6b63\u56db\u9762\u9ad4\uff0c\u4ee5\u53ca \u5c16\u7aef\u671d\u4e0a\u7684\u6b63\u56db\u9762\u9ad4\uff0c\u5176\u5206\u5225\u4ee3\u8868\u6211\u5011\u5c07\u6587\u737b\u5206\u985e\u7684\u7acb\u67f1\u578b\u3001\u5e73\u5c55\u578b\u3001\u4e0a\u96c6\u91cf\u578b\u3001 \u4e0b\u96c6\u91cf\u578b\u7684\u5730\u9707\u8d85\u6750\u6599\u8a2d\u8a08\u3002\u6b64\u56db\u7a2e\u6a21\u578b\u7686\u63a1\u7528\u6676\u683c\u5e38\u6578\u70ba2.5 m\u4e4b\u9031\u671f\u6392\u5217\uff0c\u4e26 \u5728\u76f8\u540c\u9ad4\u7a4d\u8207\u6750\u6599\u6027\u8cea\u689d\u4ef6\u4e0b\u4f7f\u7528\u6709\u9650\u5143\u7d20\u6cd5\u5206\u6790\u5176\u5c0d\u96f7\u5229\u6ce2 (Rayleigh wave) \u7684 \u983b\u6563\u7279\u6027\u52a0\u4ee5\u6bd4\u8f03\u3002\u5206\u6790\u7d50\u679c\u986f\u793a\uff0c\u5c16\u7aef\u671d\u4e0b\u7684\u6b63\u56db\u9762\u9ad4\u53ef\u5f62\u6210\u6700\u5bec\u4e14\u6700\u4f4e\u983b\u4e4b \u5e36\u9699\uff0c\u7bc4\u570d\u70ba1.21\u20132.89 Hz\u8207 6.12\u20139.24 Hz\uff1b\u5176\u6b21\u70ba\u76f4\u7acb\u9577\u65b9\u9ad4\uff0c\u5176\u5e36\u9699\u5206\u5225\u70ba 7.07\u20137.96 Hz \u8207 10.76\u201313.08 Hz\uff1b\u800c\u5e73\u8eba\u9577\u65b9\u9ad4\u8207\u5c16\u7aef\u671d\u4e0a\u4e4b\u6b63\u56db\u9762\u9ad4\u5247\u50c5\u5206\u5225\u7522 \u751f\u7a84\u5e36\u9699\u8207\u7121\u5e36\u9699\u3002\u6574\u9ad4\u800c\u8a00\uff0c\u4e0a\u96c6\u91cf\u578b\u5728\u4f4e\u983b\u8870\u6e1b\u8868\u73fe\u6700\u4f73\uff0c\u4f46\u65bd\u5de5\u7a69\u5b9a\u6027\u8f03\u5dee\uff1b \u7acb\u67f1\u578b\u5247\u517c\u5177\u53ef\u884c\u6027\u8207\u7a69\u5b9a\u5ea6\u3002\u672c\u7814\u7a76\u85c9\u7531\u6b64\u56db\u7a2e\u6a21\u578b\u4e4b\u5206\u6790\u8207\u6bd4\u8f03\uff0c\u5efa\u7acb\u4e00\u5957\u53ef \u4f9d\u5faa\u4e4b\u5730\u9707\u6ce2\u8d85\u6750\u6599\u8a2d\u8a08\u7b56\u7565\u3002<\/td><\/tr><\/tbody><\/table>
Title<\/th>Design Strategies for Surface Wave Attenuation Using Above-Ground Seismic Metamaterials<\/td><\/tr>
Author<\/th>Yu-Chi Su, Gu-Hui Zhou, Chen-Kai Zhang<\/td><\/tr>
Keywords<\/th>seismic metamaterials, geometric design, Rayleigh wave<\/td><\/tr>
Abstract<\/th>In recent years, numerous above-ground seismic metamaterial designs targeting surface waves\u2014the most destructive type of seismic waves to buildings\u2014have been proposed. However, the lack of systematic cross-model comparison and analysis has made it difficult to identify which single-material geometric configuration is most effective for attenuating seismic surface waves. To address this issue, this study simplifies and categorizes existing designs in the literature into four representative models: an upright rectangular prism, a horizontal rectangular prism, a downward-pointing regular tetrahedron, and an upward-pointing regular tetrahedron. These models respectively represent the pillar-type, planar-type, upper-mass-concentrated, and lower-mass-concentrated seismic metamaterial configurations classified in this work. All four models adopt a periodic arrangement with a lattice constant of 2.5 m and are analyzed under identical volume and material properties using finite element simulations to obtain and compare the band structures. The results show that the downward-pointing tetrahedron produces the widest and lowest-frequency bandgaps, spanning 1.21\u20132.89 Hz and 6.12\u20139.24 Hz. The upright rectangular prism follows, exhibiting bandgaps of 7.07\u20137.96 Hz and 10.76\u201313.08 Hz. In contrast, the horizontal prism generates only a narrow bandgap, while the upward-pointing tetrahedron produces no bandgap. Overall, the upper-mass-concentrated configuration achieves the best low-frequency attenuation performance, though it is less stable in practical construction. The pillar-type configuration offers narrower bandgaps but provides superior structural stability and feasibility. Through the comparative analysis of these four models, this study establishes a set of design strategies for seismic metamaterials intended for Rayleigh wave attenuation.<\/td><\/tr><\/tbody><\/table><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t
\n\t\t\t\t\t
\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u57fa\u65bc\u8b8a\u5206\u6a21\u614b\u5206\u89e3\u5be6\u73fe\u96e2\u7dda\u540c\u6b65\u8207\u6a21\u614b\u5206\u6790<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t
\u6a19\u984c<\/th>\u57fa\u65bc\u8b8a\u5206\u6a21\u614b\u5206\u89e3\u5be6\u73fe\u96e2\u7dda\u540c\u6b65\u8207\u6a21\u614b\u5206\u6790<\/td><\/tr>
\u4f5c\u8005<\/th>\u6797\u7693\u54f2\u3001\u9ec3\u8b1d\u606d\u3001\u6797\u8a60\u5f6c\u3001\u6881\u6587\u5b97\u3001\u8b1d\u6709\u798f<\/td><\/tr>
\u95dc\u9375\u5b57<\/th>\u7d50\u69cb\u5065\u5eb7\u76e3\u6e2c\u3001\u4f4e\u6210\u672c\u611f\u6e2c\u7cfb\u7d71\u3001\u6a21\u614b\u5206\u6790\u3001\u8b8a\u5206\u6a21\u614b\u5206\u89e3\u3001\u96e2\u7dda\u540c\u6b65<\/td><\/tr>
\u6458\u8981<\/th>\u96a8\u8457\u7121\u7dda\u611f\u6e2c\u5668\u7db2\u8def (wireless sensor networks, WSN) \u6216\u662f\u4f4e\u6210\u672c (low-cost) \u611f\u6e2c\u7cfb\u7d71\u8d8a\u4f86\u8d8a\u5e38\u61c9\u7528\u5728\u7d50\u69cb\u5065\u5eb7\u76e3\u6e2c (structural health monitoring, SHM) \u6280\u8853 \u4e2d\uff0c\u5728\u7d50\u69cb\u671f\u670d\u52d9\u671f\u9593\u63d0\u5171\u5b89\u5168\u8a55\u4f30\u8207\u7dad\u8b77\u7684\u53ef\u884c\u6027\u8d8a\u4f86\u8d8a\u9ad8\uff0c\u53ef\u662f\u5404\u500b\u901a\u9053\u91cf \u6e2c\u6578\u64da\u51fa\u73fe\u6642\u9593\u5ef6\u9072\u7684\u60c5\u6cc1\u4e5f\u66f4\u70ba\u5e38\u898b\uff0c\u9019\u4e9b\u5ef6\u9072\u5f80\u5f80\u4f86\u81ea\u611f\u6e2c\u5668\u555f\u52d5\u6642\u9593\u4e0d \u540c\u3001\u5167\u90e8\u6642\u9418\u8aa4\u5dee\u6216\u53d6\u6a23\u983b\u7387\u4e0d\u4e00\u81f4\uff0c\u9032\u800c\u9020\u6210\u6a21\u614b\u5f62\u72c0\u5931\u771f\uff0c\u964d\u4f4e\u6a21\u614b\u5206\u6790 \u7684\u6e96\u78ba\u6027\u8207\u53ef\u9760\u5ea6\u3002\u70ba\u89e3\u6c7a\u6b64\u554f\u984c\uff0c\u672c\u7814\u7a76\u7d50\u5408\u8b8a\u5206\u6a21\u614b\u5206\u89e3 (variational mode decomposition, VMD) \u8207\u4e92\u76f8\u95dc (cross correlation, CC) \u51fd\u6578\u9032\u884c\u5ef6\u9072\u4f30\u6e2c\u8207\u8a0a\u865f\u540c \u6b65\u8655\u7406\uff0c\u6b64\u5916\u7814\u7a76\u900f\u904e\u8a66\u9a57\u91cf\u6e2c\u8207\u73fe\u5730\u76e3\u6e2c\u4e4b\u67b6\u69cb\uff0c\u9a57\u8b49\u6240\u63d0\u65b9\u6cd5\u4e4b\u7a69\u5b9a\u6027\u8207\u5be6\u7528 \u6027\uff0c\u4e26\u4e14\u4f7f\u7528\u96a8\u6a5f\u5b50\u7a7a\u9593\u8b58\u5225\u6cd5 (stochastic subspace identification, SSI) \u4f5c\u70ba\u4e3b\u8981 \u7684\u6a21\u614b\u5206\u6790\u5de5\u5177\uff0c\u5c55\u793a\u540c\u6b65\u8207\u5426\u5982\u4f55\u5f71\u97ff\u7d50\u69cb\u4e4b\u4e3b\u8981\u6a21\u614b\u7684\u8b58\u5225\u904e\u7a0b\uff0c\u540c\u6642\u5c55\u793a\u6240 \u63d0\u51fa\u4e4b\u65b9\u6cd5\u5177\u5099\u826f\u597d\u4e4b\u7a69\u5b9a\u6027\u8207\u9069\u61c9\u6027\uff0c\u80fd\u6709\u6548\u8655\u7406\u975e\u540c\u6b65\u8a0a\u865f\uff0c\u63d0\u5347\u6a21\u614b\u53c3\u6578\u8b58 \u5225\u7cbe\u5ea6\uff0c\u4e26\u6e1b\u5c11\u5c0d\u540c\u6b65\u786c\u9ad4\u7684\u4f9d\u8cf4\u3002<\/td><\/tr><\/tbody><\/table>
Title<\/th>Offline Synchronization and Modal Analysis Based on Variational Modal Decomposition<\/td><\/tr>
Author<\/th>Hao-Che Lin, Shieh-Kung Huang, Yung-Bin Lin, Wen-Tzong Liang, Yu-Fu Hsieh<\/td><\/tr>
Keywords<\/th>structural health monitoring, low-cost sensing system, modal analysis, variational mode decomposition, offline synchronization<\/td><\/tr>
Abstract<\/th>With the increasing applications of wireless sensor networks (WSN) or low-cost sensing systems in structural health monitoring (SHM) technology, the feasibility of providing safety assessments and maintenance throughout a structure\u2019s service life has improved significantly. However, time delays of each channel in measurement have become more prevalent since then. These delays often arise from the differences in sensor startup times, internal clock errors, or inconsistent sampling frequencies, resulting in distorted modal shapes and reduced accuracy and reliability in modal analysis. To address this issue, this study combines variational mode decomposition (VMD) with cross-correlation (CC) functions for delay estimation and signal synchronization processing. Furthermore, an experimental study and a field monitoring verification are conducted to examine the stability and practicality of the proposed method. Meanwhile, stochastic subspace identification (SSI) is employed as the primary modal analysis tool, demonstrating how synchronization or lack thereof affects the identification results of a structure\u2019s vibration modes. As a result, the proposed method exhibits excellent stability and adaptability, effectively handling asynchronous signals, enhancing the accuracy of modal parameter identification, and reducing reliance on synchronization hardware.<\/td><\/tr><\/tbody><\/table><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t
\n\t\t\t\t\t
\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\tQ&A<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t

\n\tQ&A(A)_No.159<\/a>\n
\n\tQ&A(B)_No.159<\/a>\n<\/p><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t

\n\t\t\t\t\t
\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u7de8\u8f2f\u59d4\u54e1<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t

\n\t\u7de8\u8f2f\u59d4\u54e1_No.159<\/a>\n<\/p><\/div>\n\t\t\t\t<\/div>\n\t\t\t\t\t\t\t

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\n\t\t\t\t\t\t\t\t\t\t\t\t\n\t\t\t\t\t\t\t\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t<\/i><\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\t<\/span>\n\t\t\t\t\t\t\t\t\t\t\t\t\u5168\u6587\u9023\u7d50 (\u6703\u54e1\u9650\u5b9a) \/ Full Text Links (Members Only)<\/a>\n\t\t\t\t\t<\/div>\n\n\t\t\t\t\t

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