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研究生:李俊勳
研究生(外文):Lee, Chun Hsun
論文名稱:非連續性節理剪力強度趨動因子之研究
論文名稱(外文):Study on the Mobilization Factor of the Shear Strength for Non- persistent Joints
指導教授:楊長義楊長義引用關係
指導教授(外文):Yang Zon-Yee
學位類別:碩士
校院名稱:淡江大學
系所名稱:土木工程學系
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:1996
畢業學年度:84
語文別:中文
論文頁數:184
中文關鍵詞:非連續性節理疊加原理趨動因子人工試體
外文關鍵詞:non-persistencesuperposition principlemobilization factorartificial material
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非連續性節理岩石之剪力強度通常使用強度疊加法予以預估,但是疊加法
係假設岩橋與節理之尖峰強度可同時發揮,有高估剪力強度之缺點。本研
究主要考慮岩橋與節理變形性之差異,以探討破壞時節理剪力強度發揮出
來所佔比例之特性,改善疊加法高估剪力強度之情況。本文先以石膏及水
之混合物為模擬岩石材料,製作尺寸為10cm*10cm*5cm之非連續性節理岩
石試體,其中密合節理分別置於試體兩側。試驗中共採用連續度0,0.5
,0.8,1.0四種試體。進行直接剪力試驗,以求得非連續性節理岩石剪力
破壞時之尖峰剪力強度及尖峰剪位移。再由試驗結果分別以(i)完整岩石(
岩橋)及節理之尖峰強度關係(強度法)及以(ii)尖峰剪位移之關係(變形
法)分析節理剪力強度趨動因子改變特性。繼而將兩種分析方法所得之趨
動因子預測節理岩石之剪力強度,並經與其他種石膏試體及砂岩試體之試
驗結果比較,以檢核此一趨動因子之適用性。研究結果發現:(1)節理剪
力強度趨動因子隨連續度之增加而增大。(2)強度法及變形法所預測之節
理岩石剪力強度應分別屬於下限值及上限值,而非連續性節理岩石的剪力
強度應介於此兩上下限值之間,並由試驗結果證印此種趨勢。(3)本文建
議當正應力小於1/5 JCS時,C值為1,可直接使用強度疊加法估算共線非
連續性節理岩石之剪力強度;若正應力大於1/5 JCS時,則可先採用變形
法分析趨動因子以求疊加剪力強度。(4)閉合節理的摩擦作用可使岩橋之
應力集中減低,而提高節理岩石之剪力強度。(5)水平正應力效應在本試
驗確實存在,由完整岩石之試驗結果反求其值約為0.73之正應力值。
The shear strength of non-persistent jointed rocks is usually
estimated by superimposing the strengths of joints and rock
bridges. Due to the different stiffness, the peak strengths of
joints and rock bridge do not mobilize simultaneously. The
direct superposition approach could over-estimate the strength
of jointed rocks. A series test of non-persistent jointed rocks
molded by artificial material is performed by direct shear test.
The cases of persistence in this test program include 0 (intact
rock), 0.5, 0.8, and 1.0 (persistence joint). The percentage of
joint strength mobilized at the failure , called the
mobilization factor C, is then back-calculated from the test
results taken into account of deformabilities or strengths of
rock bridge and joints. Moreover, the predicted strength
considering the factor C is applied to sandstone.The main
conclusions of this study are drawn as follows. (1) The
mobilization factor C of joint strength increases as the joint
persistence increases. (2) The shear strength of jointed rocks
range between the lower and the upper strengths that obtained by
strength approach and by deformability approach, respectively.
(3) The C value is suggested as 1 when the normal stress is
lower than 1/5JCS. (4) The factor C obtained by the
deformability approach is more reasonable than the strength
approach. (5) The frictional force on joint planes reduces the
stress concentration of rock bridges. (6) The effect of the
additional confining stress on shear force plane is really
existing and the value equals 0.73 of the normal stress in this
research.
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