臺灣博碩士論文加值系統

在地質營力的作用下，地殼抬升與侵蝕造成地形起伏，隨著地形越陡峭，剝蝕率也逐漸增加，直到抬升速率與剝蝕率達平衡，此時的地形即為臨界穩定地形。而剝蝕作用主要有三類，分別為風化、山崩及侵蝕。山崩為構造活動劇烈之地區主要的剝蝕作用，又山崩的發生與岩體強度密不可分，因此有許多探討地形與岩體強度關係之研究。除了岩體強度外，地震力亦是影響邊坡穩定的外在因素，故地形起伏也一定程度記錄了地震的影響。因此，研究區域選擇於已呈臨界穩定地形的臺灣中部，透過野外調查與室內實驗估計岩體強度，假設垂直地震力係數為水平的1/2進行邊坡穩定分析，逆分析具代表性之岩坡於臨界穩定下可承受之地震力係數。結果顯示研究區可能承受之最大水平地震力係數為0.50~0.61，考慮邊坡擬靜力地震力係數之平均值一般為尖峰地震力係數之1/2，此一範圍大於大部分與測試區同屬斷層上盤之集集地震強震記錄（水平地震力係數0.105~0.625），符合本研究逆分析結果應為該研究區曾承受之地震力係數的上限，顯示由岩體強度、坡度與坡高反算岩坡曾承受之地震力係數具可行性。若考慮本案例參數的不確定性，逆分析結果可產生±65%的變化。另外，透過參數敏感度分析，發現地質強度指標（GSI）對於地震力係數逆分析之敏感度最高，孔隙水壓比（Ru）居次，單壓強度（UCS）與岩性係數（mi）相對較不敏感。

The maximum stable relief is defined as the balance of topography which the denudation rates equal to uplift rates. In active orogen, the denudation rate is highly correlated to with landslides. For non-structural controlled landslide, rock mass strength is a key factor dominating the slope stability. Therefore, there is a close linkage between rock mass strength and relief in active orogen region. Furthermore, seismic forces also play an important role in slope stability. In this study, we selected a stable relief region located in central Taiwan. The rock mass strength of representative rock slopes was estimated from field investigations and laboratory experiments. Subsequently, we back calculated the upper bound of seismic coefficient through slope stability analysis. Results show that the seismic coefficients（0.50~0.61）are greater than most of the strong motion records （seismic coefficient 0.105~0.625）on the hanging wall near the research area during the Chi-Chi earthquake. The results show the seismic coefficients are upper bound of the study area which indicates that the back calculated seismic coefficients are reasonable. The results also show ±65% deviation if the uncertainty of all parameters is considered. According to parameter study, the GSI is the most sensitive parameter influencing the back calculate results of seismic coefficient.

中 文 摘 要 i
英 文 摘 要 ii
誌 謝 iii
目 錄 iv
圖 目 錄 vii
表 目 錄 x
符 號 說 明 xi
一、 緒論 1
1-1 研究動機與目的 1
1-2 研究流程 6
1-3 論文架構 8
二、 文獻回顧 9
2-1 岩體強度與臨界穩定地形 9
2-2 邊坡反應曲線 12
2-3 邊坡穩定擬靜力分析 14
2-4 岩體強度Hoek and Brown破壞準則 19
2-5 地質強度指標GSI與岩性參數 mi 23
2-6 根據Hoek-Brown破壞準則估計Mohr-Coulomb破壞準則等值強度參數 33
2-7 邊坡孔隙水壓比 34
三、 研究方法 38
3-1 代表性地形剖面選擇 38
3-2 邊坡極限平衡分析程式SLIDE5.0 39
3-3 強度參數取得 40
3-3-1 單軸壓縮強度 σci 40
3-3-2 地質強度指標GSI 41
3-3-3 岩性參數 mi 45
3-4 地震力係數與孔隙水壓比 49
3-4-1 地震力係數 49
3-4-2 孔隙水壓 49
四、 結果 51
4-1 參數敏感度分析 52
4-1-1 坡高200m之邊坡敏感度分析 52
4-1-2 坡高700m之邊坡敏感度分析 53
4-1-3 坡高1500m之邊坡敏感度分析 53
4-2 地震力係數逆分析 56
4-2-1 野外調查結果 56
4-2-2 單壓強度 σci與單位重 γ 57
4-2-3 調查點處之代表性邊坡坡度及坡高 59
4-2-4 地震力係數逆分析結果與驗證 61
五、 討論 65
5-1 垂直與水平地震力係數比之假設合理性與對逆分析結果之影響 65
5-2 由地形及岩體強度逆分析水平地震力係數之不確定性分析 66
5-2-1 地質強度指標（GSI）評估方法造成之不確定性 66
5-2-2 單壓強度（UCS）之變異性造成之不確定性 66
5-2-3 岩性參數（ mi）之變異性造成之不確定性 66
5-2-4 孔隙水壓比（Ru）之變異性造成之不確定性 67
5-3 以簡化之地形剖面進行地震力係數逆分析之影響 71
5-4 與其他逆分析地震力係數之方法比較 71
5-5 參數敏感度分析之相關討論 72
5-4-1 地質強度指標GSI 73
5-4-2 岩性參數 mi 74
六、 結論與建議 80
6-1 結論 80
6-2 建議 81
參 考 文 獻 82
附 錄 一 RMR評分表（1989年版） 90
附 錄 二 Q法評分表 91
附 錄 三 野外調查露頭照片 95
附 錄 四 GSI野外調查記錄 98
附 錄 五 FRMR、FQ與 FRMi 之讀取記錄 104
附 錄 六 無圍壓單軸壓縮試驗資料 110
附 錄 七 各調查點之地形圖與代表性剖面選擇 111
附 錄 八 各調查點附近之代表性剖面 113
附 錄 九 各調查點之岩坡穩定立體投影分析 115
附 錄 十 1999年集集地震在東西向、南北向或垂直向任一方向之尖峰加速度超過0.18g之測站記錄 116

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