低放射性廢棄物最終處置場緩衝材料之潛變試驗及變形分析

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賴彥丞(Yean-Cheng Lai) 查詢紙本館藏

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土木工程學系

論文名稱

低放射性廢棄物最終處置場緩衝材料之潛變試驗及變形分析

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摘要(中)

低放射性廢棄物最終處置場在國際間採用多重障壁的設計理念，利用層層的處置設施隔絕放射性物質遠離生物圈。緩衝材料在多重障壁中扮演相當重要的角色，須具備低水力傳導度、適當的回脹壓力等。當處置場啟用後，未來可能受到地下水的入侵，緩衝材料可能受到影響改變原本預期的行為特性。
本研究主要分為兩部分，第一部分以MX-80膨潤土與K-V1膨潤土在不同乾密度下進行直接剪力試驗和單向度壓密試驗，模擬處置場初期荷重之影響。第二部分進行回脹壓力、水力傳導度試驗、飽和的應變/應力控制的直剪試驗與單向度壓密試驗，模擬處置場在飽和時之情況，最後使用有限元素軟體ABAQUS進行分析模擬。
研究結果顯示，(1)在回脹壓力上MX-80膨潤土較佳，因為MX-80膨潤土的蒙脫石含量高於K-V1膨潤土的關係；(2)MX-80膨潤土於高乾密度、高正向應力及飽和的直接剪力試驗中，比K-V1膨潤土有較佳的抗剪能力；(3)應力控制直剪顯示，施予剪應力越大，潛變發生的時間會加速；(4)單向度壓密試驗顯示，正向應力越大膨潤土的應變量也越大，潛變時間也會提前。

摘要(英)

The low-level radioactive waste final disposal adopts the design concept of multiple barriers internationally, and uses layers of disposal facilities to isolate radioactive materials away from the biosphere. Buffer material play a very important role in multiple barriers system, and must have low hydraulic conductivity and appropriate swelling pressure. When the disposal site is enabled, the future may be subject to groundwater intrusion, buffer material may be affected by changes in the original expected behavior characteristic.
This study is mainly two parts. The first part uses MX-80 bentonite and
K-V1 bentonite at different dry density to conduct direct shear test and one dimensional compression test to simulate the effect of initial load at the disposal site. The second part conducts swelling pressure, hydraulic conductivity test, saturated strain/stress controlled direct shear test and one dimensional compression test to simulate the situation of the disposal site at saturation, and finally uses finite element software ABAQUS for analysis and simulation.
The results of the study show that (1) MX-80 bentonite is better in terms of swelling pressure, because the montmorillonite content of MX-80 bentonite is higher than that of K-V1 bentonite. (2) MX-80 bentonite in the direct shear test has high dry density, high normal stress and saturation, it has better shear resistance than K-V1 bentonite. (3) Stress control direct shear shows that the greater the applied shear stress, the faster the occurrence of creep will be accelerated. (4) The one dimensional compression test shows that the greater the normal stress, the greater the strain of bentonite and the earlier the creep time.

關鍵字(中)

★ 緩衝材料
★ 回脹壓力
★ 直接剪力試驗
★ 潛變參數

關鍵字(英)

論文目次

摘要 I
ABSTRACT II
致謝 III
第一章緒論 1
1.1研究動機 1
1.2研究目的 2
1.3研究範圍 2
第二章文獻回顧 5
2.1低放射性廢棄物分類 5
2.2低放射性廢棄物處置情形 7
2.2.1國外低放射性廢棄物最終處置現況 7
2.2.2國內低放射性廢棄物最終處置現況 13
2.2.3國內低放射性廢棄物最終處置場設計概念 15
2.2.4低放射性廢棄物最終處置場 16
2.3 膨潤土基本特性 17
2.3.1膨潤土的礦物結晶組成 17
2.3.2膨潤土的水化作用 18
2.3.3膨潤土的分散與凝絮結構 19
2.4 擴散雙層定理 20
2.5 膨潤土的回脹行為 22
2.5.1壓實膨潤土之結構 22
2.5.2膨潤土定體積回脹行為 23
2.6 膨潤土的力學行為 24
2.6.1壓實膨潤土的剪力強度 24
2.6.2潛變基本性質 27
2.6.3膨潤土的潛變行為 28
第三章研究計劃 37
3.1 研究內容與架構 37
3.2 試驗材料 38
3.2.1 Wyoming granular bentonite (MX-80) 膨潤土 38
3.2.2 Kunigel-V1 bentonite (K-V1) 膨潤土 39
3.3基本物理性質分析方法 40
3.4回脹壓力與水力傳導試驗 40
3.4.1 回脹壓力與水力傳導試驗方法 41
3.4.2定體積回脹壓力與水力傳導度試體製作 42
3.4.3定體積回脹壓力與水力傳導試驗系統配置 43
3.4.4水力傳導試驗 45
3.5應變控制直接剪力試驗 46
3.5.1試體製作 46
3.5.2非飽和試體應變控制直接剪力試驗 48
3.5.3飽和試體直接剪力試驗 49
3.6應力控制直接剪力試驗 50
3.6.1試體製作及飽和 50
3.6.2應力控制直接剪力試驗 51
3.7單向度壓密試驗 53
3.7.1單向度壓密試驗試體製作 53
3.7.2單向度壓密試驗 54
第四章試驗結果與分析 55
4.1材料基本物理性質分析 55
4.1.1 MX-80基本性質 55
4.1.2 K-V1基本性質 57
4.2定體積回脹壓力試驗結果 59
4.3水力傳導度試驗結果 62
4.4應變控制直接剪力試驗結果 63
4.4.1非飽和試體-不同正向應力之影響 63
4.4.2非飽和試體-不同乾密度之影響 66
4.4.3非飽和試體-不同膨潤土之差異 69
4.4.4飽和試體-不同正向應力之影響 71
4.4.5飽和試體-不同膨潤土之差異 75
4.5應力控制直接剪力試驗結果 77
4.6單向度壓密試驗結果 83
第五章 ABAQUS數值模擬 89
5.1膨潤土潛變參數 89
5.1.1膨潤土的力學性能 89
5.2有限元素模型與網格設定 95
5.2.1初始條件 97
5.2.2邊界條件 97
5.2.3有限元素的計算程序與步驟 98
第六章有限元素結果與分析 101
6.1應力控制直剪參數分析結果 101
6.2單向度壓密試驗參數分析結果 106
6.3不同試驗參數結果比較 110
第七章結論與建議 112
7.1 結論 112
7.2 建議 113
參考文獻 114

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指導教授

黃偉慶

審核日期

2020-8-24

推文