臺灣博碩士論文加值系統

本文主要目的為量測結構之共振頻率與阻尼比，量測架構是利用衝擊槌使結構產生激振，且以單軸向加速規收集原始振動訊號，並以類比/數位轉換卡將訊號進行快速傅立葉轉換，然後將轉換來的振動訊號加以分析。再藉由電磁方程式的推導，結合數學模型之後，即可據以求得結構的動態特性，並將其結果作為修改部分結構量之重要依據，以避開共振頻率所影響之損害，且可預知各個振型並加以評估比較，以求得抑制共振效能，並提供業界在採購新品或設計新的產品時更能防範於未然。本文中實際以興達發電廠複循環汽渦輪發電機軟銅帶為例，經由實際量測結果驗證本論文所提方法之可行。

To meet the criteria based on the designing viewpoints, it is often required to do some certain change of adding or extracting a substructures without reanalyzing the changed structure. For the reason of changing the partial structure, however, must be provide an effective methods to resolve mentioned problem. The purpose of this thesis is to investigate the natural frequency and damping ratio of a line structure. The measuring facilities contain an impact hammer, an accelerometer, an analogue/digital card, and an analysis software based on Fast Fourier Transformer. From the field tests, the characteristics of the structure body can be obtained in Hsin-Ta Power Station T.P.C. By utilizing the electrical- magnetic field equation, the existence of the reasonance force to damage the device from the line current was proved. The practical results changing parts of the structure to avoid of resonant frequency to damage the power device was verified in the thesis.

摘 要 ..............................................I
誌 謝..............................................III
目 錄..............................................IV
圖 目 錄..............................................VIII
符 號 表..............................................XI
第一章 緒論 ...........................................1
1.1 研究動機與目的.....................................1
1.2 論文章節概要 ......................................3
第二章 振動訊號理論...................................4
2.1 前言..............................................4
2.2 結構的矩陣方程式 ..................................5
2.3 模態解藕之理論 ....................................6
2.4 具阻尼之自由振動分析...............................8
2.5 強迫振動之理論分析................................9
2.6 共振之理論分析.....................................12
第三章 電磁力磁場分析推導..............................15
3.1 發電機軟銅帶系統架構介紹...........................15
3.1.1 發電機概述 .....................................15
3.1.2 發電機軟銅帶.....................................18
3.2 材料之疲勞........................................19
3.2.1 反覆載荷........................................19
3.2.2 S-N曲線.........................................19
3.2.3 低頻振動破壞.....................................20
3.3 電磁場 —向量磁位..................................22
3.3.1 向量磁位........................................22
3.3.2 畢歐-沙伐特定律(Biot-Savart Law)................23
3.4 發電機軟銅帶模型建立..............................25
3.4.1 發電機軟銅帶磁場推導............................26
3.4.2 發電機軟銅帶磁力計算............................28
3.4.3 發電機軟銅帶磁場、磁力計算......................29
第四章 結構動態分析...................................33
4.1 動態分析的工具比較................................33
4.2 脈衝試驗與分析....................................34
4.2.1 衝擊槌的原理與構造..............................34
4.2.2 壓電感測器特性之探討............................38
4.2.3 壓電感測器的等效電路............................40
4.2.4 單軸向加速規.....................................42
4.2.5 衝擊鎚的校正.....................................45
4.3 傅立葉(Fourier)頻譜分析............................46
第五章 系統架構自然頻率量測............................52
5.1 訊號量測系統......................................52
5.1.1 訊號量測儀器.....................................54
5.2 自然頻率量測過程..................................56
5.2.1 發電機端蓋之測量................................56
5.2.2 發電機軟銅帶自然頻率量測........................59
5.3 自然頻率分析......................................64
5.3.1 共振頻率的集合效應..............................64
第六章 振動破壞機制-共振頻率問題探討..................66
6.1 共振頻率之制振性 .................................66
6.2 增加發電機軟銅帶配重對共振頻率之影響..............68
6.3 發電機軟銅帶配重後自然頻率量測之比較..............74
第七章 結論與未來研究方向.............................78
7.1 結論..............................................78
7.2 未來研究方向.......................................79
參考文獻..............................................80
附錄一 發電機(機-電)常數(Data for generator)........83
附錄二 發電機軟銅帶廠商(Siemens)設計規格............85
附錄三 發電機軟銅帶任兩相倍頻推導式.................86
作者簡介..............................................90

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