臺灣博碩士論文加值系統

因為張力強度甚小且直接張力試驗施做困難，軟弱岩石之直接張力行為並未被完全瞭解，及應用於實際工程設計上。本研究設計一適合軟弱岩石之直接張力夾具及附屬之變形量測設備，除可得到直接張力強度外，並可量測受拉下岩石之伸張量。此外，並配合巴西試驗得到軟岩之間接張力強度，藉此初步探討軟岩之間接與直接之相關性。本研究採用之軟岩試體來自台中大坑地區之新鮮砂岩塊，經實驗室鑽取後，進行力學試驗，其岩心張力強度介於0.05Mpa至0.58MPa之間，單壓強度約為張力強度之15-40倍，而軟岩之張力強度亦因含水量增加而有降低之趨勢。由壓密不排水之三軸試驗之結果回歸分析，Hoek-Brown破壞準則對於直接張力強度之預測較為合理。直接張力試驗得之應力-應變曲線具非線性之關係，此關係可用雙曲線函數來模擬，且在應變量0.1%以下即產生張力破壞。微小應變階段0.005%之變形似乎較具線性，其楊氏模數較壓力狀態之楊氏模數低，顯示軟岩具有材料之雙模數特性。

Due to the difficulties of direct tensile testing, neither direct tensile behaviors of weak rocks are not understood completely, nor are tensile properties adopted for rock engineering design. A suitable direct tensile grip for weak rock has been developed for not only measuring the direct tensile strength but also the axial displacement during tests. Besides, a series of direct tensile tests and indirect tensile tests (Brazilian tests) was conducted using a weak rock. Then, the experimental results were adopted for investigating the direct tensile behaviors and the relationship of indirect and direct tensile strength.All tests were performed on specimens cored from rock blocks collected from a construction site at the Dakeng hilly area of the Taichung City, Taiwan. Experimental results indicate that the direct tensile strength is about 0.05 MPa - 0.58 MPa, the average uniaxial compressive strength is15 - 40 times higher than the direct tensile strength. Also, the tensile strength decreases with the increase of the water content in the specimens. Incorporating with the results of consolidated undrained triaxial tests and using a regression analysis, it is found that the experimental data match well with the Hoek-Brown failure criterion. Hence, the author recommends that the criterion can be used for predicting the direct tensile strength of weak rocks.Stress-strain curves obtained from direct tensile tests exhibit nonlinear relationships. Most of the specimens failed while the axial strain is lower than 0.1 %, and the curve are linear for the axial strain less than0.005%. The curves can be simulated well by a hyperbolic function. Also, the characteristics of material bi-modularity exists in the rock which Young''s modulus in tension is lower than compression.

目錄頁次中文摘要………………………………………………………………….i英文摘要…………………………………………………………………ii誌謝……………………………………………………………………...iii目錄……………………………………………………………………...iv圖目錄…………………………………………………………………...vi表目錄……………………………………………………………...……ix附錄目錄……………………………...………………………………….x 第一章 前言11.1研究動機11.2研究目的21.3研究流程2第二章 文獻回顧42.1軟弱岩石之概述42.1.1軟岩的定義42.1.2軟岩的形成62.1.3軟弱岩石之特性92.1.4臺灣中北部軟弱岩石之力學行為152.2張力強度及試驗方法172.2.1直接張力試驗192.2.2間接張力試驗212.2.3直接張力強度分析242.2.4間接張力強度分析272.2.5軟弱岩石之張力強度342.3岩石之張力強度破壞準則362.3.1 Griffith Theory362.3.2 Mohr-Coulomb 強度破壞準則392.3.3 Hoek-Brown 破壞準則402.3.4 Johnston 準則422.4 岩石材料之雙模數性442.5台灣中北部軟砂岩簡介472.5.1頭嵙山層472.5.2卓蘭層48第三章 直接張力試驗儀器研製503.1直接張力試驗儀器及直接張力夾具形式503.2本直接張力量測儀之荷重、變形量測及資料擷取系統703.3驅動系統76第四章 其它試驗儀器及其試驗計畫804.1加壓儀器804.2巴西試驗儀器834.3超音波試驗儀器854.4試驗流程及試驗方法884.5試體來源及試樣準備894.6試體要求914.7試驗步驟934.7.1超音波試驗934.7.2直接張力試驗934.7.3單壓試驗944.7.4巴西試驗954.7.5物性試驗95第五章 試驗結果分析與討論975.1基本性質試驗結果975.1.1物理性質975.1.2超音波試驗結果985.2張力狀態下之應力-應變行為1005.3軟弱砂岩之張力強度1205.4張力強度破壞準則初步探討131第六章 結論與建議1376.1結論1376.1.1軟弱砂岩之張力強度1376.1.2張力狀態下之變形性1385.1.3基本指數性質之相關性1385.2建議138參考文獻140附錄A 直接張力試驗結果143附錄B 單壓試驗試驗結果161 圖目錄圖1.3.1研究流程示意圖3圖2.1.1 ISRM建議之大地材料單壓強度分類分級圖（Johnston,1993）5圖2.1.2 岩石材料依單壓強度之分級圖（Bieniawski,1993）5圖2.1.3 軟弱岩石成因示意圖（Dobereiner et al.,1986）7圖2.1.4 顆粒接觸之型態（Barton,1993）7圖2.1.5 凝聚力之來源（Barton,1993）8圖2.1.6 乾燥（實線）與飽和（虛線）軟砂岩之單壓試驗軸向應力應變比較圖（Bell,1993）11圖2.1.7 軟砂岩依飽和含水量及單壓強度之分級圖（Dobereiner et al.,1986）12圖2.1.8 細微裂縫和應力狀態對軟岩的應力應變特性之影響（Hight,1995）14圖2.2.1 一般求取岩石張力強度的方法（楊明宗,1995）18圖2.2.2 Fairhurst直接張力試驗裝置及其夾具設計（Vutukuri et al.,1974）20圖2.2.3 不同夾具黏貼方式之應力分佈圖（Barla,1974）25圖2.2.4 荷重速率對張力強度之影響（Mokhnachev et al.,1970）26圖2.2.5 荷重延時與張力強度之關係圖（Mokhnachev et al.,1970）26圖2.2.6 巴西試驗，及其使用之符號（Vutukuri et al.,1974）28圖2.2.7 不同加載外型在荷重直徑剖面的應力分佈(a)條形荷重 (b)線荷重（Vutukuri et al.,1974）29圖2.2.8巴西試驗（砂岩）：厚度-直徑比對張力強度的影響（Dube et al.,1969）30圖2.2.9 巴西試驗（花崗岩）：試體體積對張力強度之影響（Lundborg,1967）30圖2.2.10 加壓速率對張力強度之影響（Mellor and Hawkes,1971）30圖2.2.11 圓盤試驗：K值與ζ值關係圖（Choi et al.,1988）32圖2.2.12 有限元素網格模擬圓環試驗（Choi et al.,1988）33圖2.2.13 圓環試驗：不同幾何條件之應力分佈（Choi et al.,1988）33圖2.2.14 人造軟岩張力試驗結果（Choi et al.,1988）35圖2.3.1 橢圓形孔洞並承受無限遠處均向的張力（Whittaker,1992）36圖2.3.2 拋物線型的莫爾包絡線來表示的Griffith破壞準則（Brady,1993）38圖2.3.3 迴歸經驗破壞準則所需之試驗結果資料點（Johnston,1985）43圖2.4.1單軸壓縮試驗、單軸張力試驗求得岩石之楊氏模數，其中Et及Ec為應力應變曲線初始線性段之斜率（Stimpson and Chen.,1992）44圖2.4.2 巴西試驗之有限元素網格（Chen and Stimpson,1993）46圖2.4.3 由有限元素法得之，模數比k對正規化最大張力強度之影響（Chen and Stimpson.,1993）46圖3.1.1 直接張力夾具（Choi et al.,1988）52圖3.1.2 Johnston使用有限元素法得以（試驗機拉力/試體中央段面積）為函數之分佈圖（Choi et al.,1988）52圖3.1.3 本文設計之軟岩直接張力夾具（未修正偏心）54圖3.1.4 測試夾具之中空鋁棒應變計配置圖55圖3.1.5 夾具測試結果：產生偏心56圖3.1.6 本文設計之軟岩用直接張力夾具（已修正偏心）57圖3.1.7 夾具測試結果：偏心問題已獲改善58圖3.1.8 直接張力試驗夾具（楊明宗,1995）62圖3.1.9 直接張力試驗夾具（Barla,1974）63圖3.1.10 直接張力試驗夾具（Nova,1990）63圖3.1.11 直接張力試驗夾具（Lama,1974）64圖3.1.12 直接張力試驗夾具（ASTM,1993）65圖3.1.13 直接張力試驗夾具（Lama,1974）66圖3.1.14 狗骨狀試體示意圖（Lama,1974）66圖3.1.15 測試黏膠效果68圖3.2.1 直張變形量測：LVDT及其夾具（Hawkes et al.,1970）73圖3.2.2 伸張計及其夾具74圖3.2.3 資料擷取系統配置圖75圖3.3.1 直接驅動馬達的主要組成78圖3.3.2 馬達驅動之示意圖78圖3.3.3 直接張力試驗整體配置圖79圖4.2.1 巴西試驗示意圖84圖4.3.1 超音波試驗示意圖87圖4.4.1 試驗規劃流程圖88圖4.5.1 岩塊鑽心取樣90圖4.6.1 判斷試體側面是否平滑（ASTM,1993）92圖4.6.2 判斷試體兩端面是否平行，與試體測邊是否正交（ASTM,1993）92圖4.7.1 直接張力試驗施做照片96圖4.7.2 巴西試驗施做照片96圖5.1.1 典型P波探頭之波形99圖5.2.2 雙曲線函數模擬應力-應變關係示意圖（Desai and Siriwardane, 1984）102圖5.2.3 試體426B1應力-應變曲線及雙曲線模擬103圖5.2.4 本文採用之變形模數示意圖104圖5.2.5 試體426B1應力-應變關係及雙曲線近似結果（實線段為雙曲線近似）107圖5.2.6 試體426B2應力-應變關係及雙曲線近似結果（實線段為雙曲線近似）108圖5.2.7 試體426D1應力-應變關係及雙曲線近似結果（實線段為雙曲線近似）109圖5.2.9 岩塊426B直接張力試驗應力-應變圖112圖5.2.10 岩塊426D直接張力試驗應力-應變圖113圖5.2.10 試體426B1於應變量0.005%以內之變形116圖5.2.11 試體426D1於應變量0.005%以內之變形117圖5.2.12 試體426B Es-Strain關係圖118圖5.2.13 試體426D Es-Strain關係圖119圖5.3.1大坑岩塊426B張力強度結果123圖5.3.2大坑岩塊426C張力強度結果123圖5.3.3大坑岩塊426D張力強度結果124圖5.3.4大坑岩塊426E張力強度結果124圖5.3.5大坑岩塊526A張力強度結果125圖5.3.6大坑岩塊605A張力強度結果125圖5.3.7含水量改變對張力強度之影響128圖5.3.8孔隙率與張力強度之比較130圖5.4.1 426D三軸及單壓試驗：莫爾圓及其回歸包絡線132圖5.4.2 具張力拉斷之莫爾庫倫破壞準則133圖5.4.3 426D三軸試驗及單壓試驗：Hoek-Brown強度破壞準則135圖5.4.4 試體426D直張、單壓及三軸試驗結果之莫爾圓與Hoek-Brown破壞準則之比較136表目錄表2.2.1 不同張力試驗方法之結果比較（Vutukuri et al.,1974）23表2.3.1 Hoek-Brown(1980)之岩石分類及m,s值一覽表41表2.3.2 根據Johnston criterion預測單軸張力強度（Choi et al.,1988）43表2.4.1 各種岩石之張力壓縮狀態之楊氏模數一覽表（Stimpson and44Chen,1992）45表2.5.1 台灣西部麓山帶第三紀及更新世地層對比表（何春蓀,1986）49表3.1.1 300 A/B型接著劑之物性及基本性質（佑晟企業股份有限公司提供）67表3.3.1 直接驅動馬達特性76表4.4.1 力學試驗試驗數量、試體尺寸及控制模式一覽表89表4.7.1 各類岩石於單壓試驗之控制模式 （陳賀瑞,1997）94表5.1.1軟弱砂岩物理性質一覽表98表5.1.2 超音波試驗結果一覽表99表5.2.2 單軸力學試驗變形模數與超音波試驗比較111表5.3.1 張力強度及單壓強度試驗結果一覽表121表5.3.1 張力強度及單壓強度試驗結果一覽表（續）122表5.3.2 平均張力強度與單壓強度之比較129表5.4.1 岩塊426D力學試驗結果131表5.4.2 Johnston張力強度破壞準則預估結果134表5.4.3 張力強度破壞準則預測值與直接張力結果之比較135 附錄目錄圖A-1 426B1直接張力試驗應力-應變曲線144圖A-2 426B2直接張力試驗應力-應變曲線145圖A-3 426B3直接張力試驗應力-應變曲線146圖A-4 426B4直接張力試驗應力-應變曲線147圖A-5 426B5直接張力試驗應力-應變曲線148圖A-6 426C1直接張力試驗應力-應變曲線149圖A-7 426C3直接張力試驗應力-應變曲線150圖A-8 426D1直接張力試驗應力-應變曲線151圖A-9 426D2直接張力試驗應力-應變曲線152圖A-10 426D3直接張力試驗應力-應變曲線153圖A-11 426E1直接張力試驗應力-應變曲線154圖A-12 526A1直接張力試驗應力-應變曲線155圖A-13 605A1直接張力試驗應力-時間曲線156圖A-14 605A3直接張力試驗應力-時間曲線157圖A-15 605A4直接張力試驗應力-應變曲線158圖A-16 605A5直接張力試驗應力-應變曲線159圖A-17 605A7直接張力試驗應力-應變曲線160圖B-1 426Bu單壓試驗應力應變曲線162圖B-2 426C2單壓試驗應力應變曲線163圖B-3 426D4單壓試驗應力應變曲線164圖B-4 426E2單壓試驗應力應變曲線165圖B-5 526A2單壓試驗應力應變曲線166圖B-6 605A2單壓試驗應力應變曲線167

1. 赤井浩一(1993）, "aspect of soft rocks" 土壤基礎（日本）, 41期, 1-6頁.2. 何春蓀(1986), "頝局蚺峊x灣地質圖說明書" 經濟部中央地質調查所, pp.99-102.3. 林聖諭(1998), "岩之微觀組構及其對力學性質之影響" 國立交通大學土木工程研究所碩士論文.4. 柳政男(1998), "能儀器研發及軟砂岩基本性質之探討, 國立交通大學土木工程研究所碩士論文.5. 黃亦敏(1998), "岩力學行為及其模式, 國立交通大學土木工程研究所碩士論文.6. 陳汝勤, 莊文星(1992), 岩石學. 聯經：台北.7. 陳賀瑞(1997), "部地區籍軟弱砂岩之物理與力學性質之初步探討" 國立交通大學土木工程研究所碩士論 文.8. 塗明寬, 林朝宗,陳文政(1984), "附近卓蘭層上部沈積環境之探討" 經濟部中央地質調查所特刊, 第3號 , 第61-73頁.9. 楊明宗(1995), "#34, 國立交通大學土木工程研究所碩士論文.10. ASTM D 2936-84 (1993), "test method for direct tensile strength of intact rock core specimens" American Society for Testing and Material ,pp. 380-383.11. ASTM. D 2938-86 (1993), "test method for unconfined compressive strength of intact rock core specimens" American Society for Testing and Material, pp. 389-390.12. ASTM. D 3967-92 (1993), "test method for splitting tensile strength of intact core specimens" American Society for Testing and Material, pp. 564-566.13. Barla, G. and Goffi, L. (1974), "tensile testing of anisotropic rocks" Proceedings 3rd International Congress Rock Mechanics, Vol.2 Part A. National Academy of Science. Washington DC, pp.93-9814. Barton, M. E. (1993), "sands: The natural transition from sands to sandstones" Geotechnical Engineering of Hard Soil-Soft Rocks, Anagnostopoulos et al. (end), 1993, Balkema, Rotterdam, ISBN 90 5410 3442, pp.367-374.15. Bell. F. G. and Culshaw M. G. (1993), "survey of the geotechnical properties of some relatively weak Triassic sandstones" The Engineering Geology of Weak Rock, Cripps et al. (eds), 1993, Balkema, Rotterdam. ISBN 90 6191 1672, pp.139-148.16. Brady, B.H.G and Brown, E.T (1993), "mechanics for underground mining"2ed Chapman & London.17. Chen, R. and Stimpson, B. (1993), "tension test on rock-analytical numerical correction for material bimodularity" Geotechnical Testing Journal, vol. 16, no. 2, pp.238-245.18. Choi, S. K., Haberfiled, C. M. and Johnston, I. W. (1988), "the tensile strength of soft rock" Geotechnical Engineering, AIT,vol.19, pp. 209-226.19. Dass, R. N., Yen, S.-C., Das, B. M., Puri, V. K. and Wright, M. A. (1994), "stress-train characteristics of lightly cemented sand" Geotechnical Test Journal, GTJODJ, vol. 17, no. 3, September, pp.305-314.20. Desai, C. S. and Siriwardance H. J. (1984), Constitutive laws for engineering materials with emphasis geologic materials" pp. 174-17821. Dobereiner, L. & M.H. (1986), "properties of weak sandstones" Geotechnique, vol. 36, no.1, pp. 79-94.22. Hoek, E. and Brown, E. T. (1980), "strength criterion for rock masses" Journal of the Geotechnical Engineering Division, ASCE, vol. 106, no. GT9, paper 15715, pp. 1013-1035.23. Johnston, I.W.& H. K. (1984), "of weathered melboume mudstone" Journal of Geotechnical Engineering, ASCE, vol. 110, no 7, pp.177-183.24. Johnston, I.W. (1985), "of two stregth criteria for intact rock" Journal of Geotechnical Engineering, vol. 111, no 12, pp.1449-1454.25. Johnston, I.W. (1985b), "of intact geomechanical materials" Journal of Geotechnical Engineering, ASCE, vol. 111, no. 6, pp. 730-749.26. Johnston, I.W. and Choi, S.K. (1986), "synthetic soft rock for laboratory model studies" Geotechnique, vol.36, no. 2, pp.251-263.27. Johnston, I.W. (1993), "rock engineering" Comprehensive Rock Engineering, ed. J. A. Hudson, vol. 1, pp. 367-393.28. Lama, R. D. & V. S. (1978), Handbook Mechanical Properties of Rocks, vol. 2.29. Liao, J. J., Yang, M. T. & H. Y. (1997), "tensile behavior of a transversely isotropic rock" International Journal Rock Mechanics and Mining Science, vol. 34, no. 5, pp. 837-849.30. Nova, R. & A. (1990), "investigation into the tensile behavior of a Schistode rock"International Journal Rock Mechanics and Mining Science, vol. 27, pp. 231-242.31. Oliveria, R. (1993), "rock materials" Engineering Geology Special Publication, no. 8, pp. 5-15.32. Sheorey, P. R. (1997), Empirical Rock Failure Criteria. A. A. Balkema Publishers, Old Post Road, Brookfield, VT 05036-9740, USA.33. Stimpson, B. & R. (1993), "of rock elastic modul in tension and in compression and its practical significance" Canadian Geotechnical Journal, no. 30, pp338-347.34. Tatsuoka F. &Y. (1995), "of hard and soft rock in engineering applications" Pre-failure Deformation Geomaterials, Shibuya, Mitachi&Miura(eds), 1995, Balkema, Rotterdam. ISBN 90 5410 399X, pp. 947-1063.35. Vutukuri, V. S. & R. D. (1978), Handbook Mechanical Properties of Rocks, vol. 1.36. Whittaker, B. N., Singh, R. N. & G. (1992), Rock Fracture Mechanics(Principles, Design and Applications).