為研析隧道結構 (如襯砌結構) 受溫度 (如火害、地熱及其他溫差效應) 與應力 (大地、工作應力) 同時作用後，其結構材料力學行為，因此，本研究應用主、被動式聲-光非破壞探傷技術，研析巨觀殘餘力學性能佐以微觀破壞演化之觀察，俾能作為實驗室及現場之傷損判識工具/方法。本研究針對首當其衝受熱損之二次襯砌，探討襯砌受溫度與壓應力作用之環境作為研究對象，以混凝土設計強度420 kgf/cm2、最高溫度 (25 ~ 600 ℃) 及工作應力比 (0 ~ 0.45) 作為試驗控制變數，並以控制升溫速率10 ℃/min、初始持溫時間與室溫冷卻為試驗控制常數進行研討。前述之初始持溫時間以單向度暫態熱傳理論進行推估，完成已知熱損環境之模擬前後，執行以環狀位移計作為控制訊號的單壓試驗，求得固材之真實峰後加載歷程，計算固材之三項巨觀力學參數：勁度 (E)、強度 (qu)、韌度 (T) 之折減率，同時結合於材料外部設置之同步化判識技術-聲學微震量測技術及光學面內位移量測系統，藉以量測材料內部之微觀裂縫時間分佈和材料外部之巨觀表面裂縫生衍，觀察固材之另三項微觀破壞特徵之演化：叢聚、初裂、裂衍；最後，試驗後量測之巨-微尺度力學性能與其熱損溫度歷程結果與試驗前整合之聲學的超音波脈衝量測之「剪-壓波速比 (VS/VP)」作相互對應。由試驗成果顯示，使用單向度暫態熱傳導理論簡化模擬混凝土的受溫歷程，得知實驗與理論初始時間差異性小於7 %，並以COMSOL有限元素程式驗證理論之正確性；巨觀力學部分，對照組為無工作應力狀態，於低溫段 (< 530 ℃) 之工作應力作用下其殘餘勁、強分別可提升15 ~ 60 %，於高溫段( 600 ℃) 0.45的工作應力作用，反而傷損6 %之殘餘勁、強度；於微觀特徵部分，因工作應力作用使峰前之聲射事件累積大量減少；於剪-壓波速比反應部分，於低溫階段 ( < 530 ℃) 之工作應力比作用下，其剪-壓波速比變化由0.68至0.64，與工作應力為零條件之0.68至0.71呈現相反之趨勢，相關成果應可作為災前之防火性能設計及災後的現場傷損判識之參佐。

For investigating mechanical behaviors of tunnel structure (like tunnel lining) is subjected to a coupling of temperature (such as fire, geothermal, and the other thermal gradient) and stress (geostress and working stress) treatment. This study was focusing on the investigation of macroscopical residual mechanical behavior and microscopical fracture evolution utilizing acousto-optical nondestructive technique. The acoustical nondestructive technique is also divided by active and inactive means which is like supersonic and acoustic emission method, respectively. The measurein laboratory and in-situ emplying nondestructive techaniques are eager to obtain the macro- and microscopical results for judging the damage severity of material.This research paid attention on the linking material such as concrete (fc’ = 420 kgf/cm2) that due to serious fire-induced damage, by applying the uniaxial compressive stress (working stress ratio = 0 ~ 0.4) and complete thermo history (maximum temp. = 25 ~ 600 ℃) in the same time to simulate the critical failure of tunnel lining, with constant the rate of heating (10 ℃/min), exposure time that calculated by one dimensional heat transfer equation (8 min), and way of cooling (cooling in air). The macro-scale mechanical parameters and complete loading history were obtained from compressive test which using lateral displacement as a feedback signal, during the compressive test, associated with synchronized acousto-optic nonintrusive technique (AE & ESPI) to investigate the 3 types of macro-scale mechanical parameters (Stiffness, Strength and Tougness) and 3 types of micro-scale failure evolution (Localization, Crack initiation and propagation). Build up the relationship of macro and micro-scale mechanical parameters and ‘‘velocity ratio, VS/VP’’ which obtained from ultrasonic pulse (UP).Based on the result of measurement temp. inside concrete, the one dimensional heat transfer equation could simplify the temp. history for obtaining the intial exposure time. In macro-scale, the stiffness and strength of specimens stressed in compression during heating (< 530 ℃) were geneally 15 to 60 % higher than those of companion spcimens which were not stressd during heating, but the specimens which stress in working stress ratio 0.45 and max temp. 600 ℃ were decreased 6 % of stiffness and strength. In micro-scale, as the working stress ratio increase, AE events before the peak load were decreased .In velocity ratio, the working stress was obvious effect in max temp. 400 ~ 530 ℃ and displaced the reverse trend compared with non-working stress condition.

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