臺灣博碩士論文加值系統

審視岩石力學與相關工程應用之關聯性時，多因簡化假設而先以擬靜態行為進行研究，惟實際案例如邊坡滑移、落石坍方等往往需要考量到較高應變率乃至是衝擊式之力學行為。關於國內應變率之研究，主要以巨觀尺度進行研探；故本研究藉由透過微觀非破壞檢測將巨-微觀力學行為作一驗證比對，以探求擬脆性岩材於不同應變率之破壞特徵。
本研究以非破壞檢測之聲射技術(Acoustic Emission, AE)進行受載試體產生微震裂源之監測；並同步搭配電子斑紋干涉術(Electronic Speckle Pattern Interferometry, ESPI)量測試體表面之變形場，以探討不同應變率對岩材加載歷程及其巨、微觀破壞機制之研析。實驗設計變數乃以：(1)岩材－人造類岩(水泥砂漿)與天然岩材(木山層砂岩)；(2)以MTS加載系統執行擬靜態區間之應變率10-5～10-1 s-1；及高應變率102～250 s-1之分離式霍普金森壓桿動態試驗；並於擬靜態應變率區段搭配聲-光非破壞檢測技術。
本研究內容計可研探：(1)巨觀力學行為－岩材峰前的單壓加載歷程，亦即壓應力-壓應變曲線之尖峰強度、楊氏模數、破壞應變及破壞型態；微觀力學行為－岩材之微觀破壞演化特徵：叢聚、初裂。
由試驗成果得知，於擬靜態行為下，兩種擬脆性材料之單壓強度、楊氏模數與破壞應變皆隨應變率提升而漸增，而試體破壞面亦由剪裂轉成劈裂型態；另於高應變率下，單壓強度與楊氏模數顯現陡增之趨勢，但破壞應變則呈遞減趨勢。微觀非破壞檢測發現，10-5～10-3 s-1之應變率為合適觀察區段；當應變率由10-5 s-1增至10-3s-1，兩種岩材均顯示其微裂發展之叢聚時機，由加載比LL = 40~67％提前於LL =19~30％發生，而變形不連續之初裂時機更由LL = 83~93％提前至LL =35~56％，亦即微-巨觀破壞特徵隨應變率之增加而有提前發生之趨勢。本研究相關成果，建議可建置工程資料庫俾供不同應變率之工程佐參。

As examining the application of rock mechanics and engineering association, the behavior of quasi-static is used to study because of simplifying assumptions. Except for actual cases, such as sliding slope and falling rock, etc. are often required considering the higher strain rate even the impact of the mechanical behavior. The researches of strain rate in Taiwan are mainly in the macroscopic scale. Therefore, this study compares the mechanical behaviors of macro to the behaviors of micro by using nondestructive techniques in order to seek quasi-brittle rocks at different strain rates of failure features.
This study uses AE (Acoustic Emission) and synchronizes ESPI (Electronic Speckle Pattern Interferometry) to locate micro-seismic activities and to measure the deformation of the surfaces of specimens. Several key factors are also considered: rock types – artificial (cement mortar) rocks and natural (Mushan sandstone) rocks, strain rates for quasi-static (10-5 - 10-1 s-1) by MTS loading system and high strain rate (102 - 250 s-1) by SHPB (Split-Hopkinson Pressure Bar). Meanwhile, in conjunction of nondestructive techniques at quasi-static strain rate.
This research is about to explore: macroscopic – the loading curve until pre-peak, max. stress, Young’s modulus, failure strain and failure type; Microscopic – localization and initial crack.
From the results, the maximum stress, Young’s modulus and failure strain of two kinds of quasi-brittle materials are rising with strain rate at the quasi-static. And the failure types are changed from shear failure to splitting failure. The high strain rate, the max. stress and Young’s modulus are extremely increasing, but the failure strain is decreasing. In this study, nondestructive techniques show that strain rate from 10-5 to 10-3 s-1 is appropriate for observation. When the strain rate increased from 10-5 to 10-3 s-1, the load level of localization also happened earlier from 40-67% to 19-30%, and the load level of initial crack occurred from 83-93% to 35-56%. It means the failure features of microscopic and macroscopic could both take place ahead of schedule with the increasing strain rate. To build a database of different strain rates for engineering to consult is advised.

論文口試委員審定書 i
致謝 ii
摘要 iii
Abstract iv
表目錄 viii
圖目錄 ix
符號對照表 xiii
中英文縮寫對照表 xv
第一章 緒論 1
1.1 研究動機與目的 1
1.2 研究範圍與方法 1
1.2.1 試驗材料 2
1.2.2 破壞性試驗 2
1.2.3 非破壞性檢測 2
1.3 研究流程與架構 2
第二章 文獻回顧 5
2.1應變率相關研究 5
2.1.1 國外相關研究 5
2.1.2 國內相關研究 7
2.2 單軸壓縮加載歷程與微-巨觀破壞演化 8
2.2.1 單軸壓縮試驗完整應力-應變曲線 8
2.2.2 單軸壓縮試驗加載歷程峰後曲線類型 11
2.2.3 強度與變形關係 12
2.3 線彈性破壞力學沿革與應用 13
2.3.1 破裂力學理論發展 13
2.3.2 Griffith能量平衡理論 15
2.4 分離式霍普金森壓桿基本假設與原理 17
2.4.1 SHPB基本假設 17
2.4.2 SHPB計算原理 17
2.4.3 SHPB試驗精度影響因素 21
2.5 非破壞檢測－聲射(AE)之原理與應用 23
2.5.1 聲射定位原理 24
2.5.2 聲射定位準則 27
2.6 非破壞檢測－電子斑點干涉術(ESPI)之沿革與應用 29
2.6.1 光測位移基本理論 29
2.6.2 電子斑點干涉術沿革 31
2.6.3 斑點效應特性內位移系統 32
2.6.4 面內位移系統 33
2.7 巨-微觀破壞演化特徵 36
第三章 試驗架構與執行 39
3.1 試驗材料 39
3.1.1 人造類岩製作 40
3.1.2 天然岩材選用 45
3.2 試驗儀器設備 47
3.2.1 MTS伺服系統 47
3.2.2 分離式霍普金森壓桿試驗裝置與訊號量測設備 48
3.2.3 聲射(AE)擷取系統 51
3.2.4 電子斑點干涉術(ESPI)設備 52
3.3 試驗方法與流程 57
3.3.1 實驗設備校正檢驗 57
3.3.2 非破壞檢測系統校正 58
3.3.3 單軸壓縮試驗步驟 62
3.3.4 分離式霍普金森壓桿試驗步驟 63
3.4 試驗參數說明 64
第四章 試驗結果與分析 65
4.1 動-靜態單壓加載歷程 65
4.2 靜態單壓試驗成果 65
4.2.1 巨觀層面 66
4.2.2 微觀層面 72
4.3 動態單壓試驗成果 83
4.3.1 輸入輸出桿波形比較 84
4.3.2 巨觀參數 86
4.4 動-靜單壓試驗成果整合 91
第五章 結論與建議 96
5.1 結論 96
5.1.1 靜態單壓試驗(應變率 = 10-5 ~ 10-1 s-1) 96
5.1.2 動態單壓試驗(應變率 = 102 ~ 250 s-1) 98
5.1.3 動-靜態單壓試驗整合 99
5.2 建議 99
5.2.1 試驗材料 99
5.2.2 單軸壓縮試驗 100
5.2.3 非破壞檢測 100
參考文獻 102
附錄A.微觀成果 107
附錄B.委員意見回覆表 152

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