Mechanical Properties of Continental Clay under Low Confining Pressure.

低围压下大陆粘土的力学性能。

• 批准号: 63550358
• 负责人: OGAWA Shoji
• 金额: $ 1.34万
• 依托单位: Nagaoka University of Technology
• 依托单位国家: 日本
• 项目类别: Grant-in-Aid for General Scientific Research (C)
• 财政年份: 1988
• 资助国家: 日本
• 起止时间: 1988 至 1989
• 项目状态: 已结题
• 来源: https://kaken.nii.ac.jp/grant/KAKENHI-PROJECT-63550358/
• 关键词: Saturated soil; Unsaturated soil; Consolidated undrained test; Stress path; Stress history; O C R; Pre-confined stress ratio; Static and dynamic loading application; 先行応力比; 含水比; 応力径路; 過圧密; 繰返し荷重; せん断強さ; 粘性土

During 2 Years. We had carried static and dynamics shearing test on saturated and unsaturated continental clay subjected to different confining pressure.On the results of these investigation following results are obtained.; 1. Undrained shearing strengths of saturated clay under low confining pressure are 50% larger than those of saturated clay calculated on the strength increment value under high confining pressure. 2. Strength anisotropy of saturated clay are nearly constant in spite of difference of confining pressure and overconsolidation ratio. 3. Shearing strength of unsaturated continental clay are influenced by the dry density and water content. Yielding point of stress-strain relationship are appeared clearly at higher pre-confined stress ratio ( P<@D2c@>D2/sigmaM<@D2c@>D2 and yield stress are changed on value of P<@D2c@>D2/sigma<@D2c@>D2 and water content W. 4. Shearing strengths (tau<@D2f@>D2) on the 45ﾟ plane increase with normal stress (digma<@D2f@>D2) and the degree(phi) of tau<@D2f@>D2-sigma<@D2f@>D2 relation are increasing with magnitude of pre-con- fined stress ratio ( P<@D2c@>D2/sigma<@D2c@>D2 ). And also , sin phi increases linearly with log( P<@D2c@>D2/sigma<@D2c@>D2 ) but gradually approach to 1 at large P<@D2c@>D2/sigma<@D2c@>D2.5. phi<@D2wn@>D2 any water content (w) and P<@D2c@>D2/sigma<@D2c@>D2= n in shown as following equation . phi<@D2wn@>D2 = <@D7pi(/)2@>D7 - (<@D7pi(/)2@>D7 - phi<@D2w1@>D2) exp { - <@D70.434W(P<@D2c@>D2/sigma<@D2c@>D2)(/)(pi/2-phi<@D2w1@>D2)cosphi<@D2w1@>D2@>D7 } 6. Residual strain of unsaturated clay subjecting to repeated deviator stress ( q<@D2d@>D2 ) is nearly same axial strain under static compression state during smaller repetition (N <100) 7. Elastic properties are increasing with increase of repetition.

在2年内。通过对饱和和非饱和陆相粘土在不同围压下的静力和动力剪切试验，得出以下结论：1.饱和粘土在低围压下的不排水剪切强度比按高围压下的强度增量计算的饱和粘土的强度大50%。2.尽管围压和超固结比不同，饱和粘土的强度各向异性基本不变。3.非饱和陆相粘土的抗剪强度受干密度和含水率的影响。在较高的预约束应力比(P&lt；@D2C@&gt；D2/sigmaM&lt；@D2C@&gt；D2)下，应力应变关系的屈服点明显出现，屈服应力随P&lt；@D2C@&gt；D2/sigma&lt；D2和含水率W的变化。4.45ﾟ平面上的抗剪强度(tau&lt；@D2f@&gt；D2)随着正应力(Digma&lt；@D2f@&gt；D2)和Tau&lt；程度(Phi)的增加而增加。@D2f@&gt；D2-sigma&lt；@D2f@&gt；D2关系随着预定义应力比(P&lt；@D2c@&gt；D2/sigma&lt；@D2c@&gt；D2)的增大而增大。此外，Sin Phi与log(P&lt；@D2C@&gt；D2/sigma&lt；@D2C@&>D2)线性增加，但在较大范围内逐渐接近1。Phi&lt；@D2wn@&gt；D2任意含水率(W)和P&lt；@D2C@&gt；D2/sigma&lt；@D2C@&gt；D2=n，如下式所示。Phi&lt；@D2wn@&gt；D2=&lt；@D7pi(/)2@&gt；D7-(&lt；@D7pi(/)2@&gt；D7-Phi&lt；@D2w1@&gt；D2)exp{-&lt；@D70.434W(P&lt；@D2c@&gt；D2/sigma&lt；@D2c@&gt；D2)(/)(pi/2-phi&lt；@D2w1@&gt；D2)cosphi&lt；@D2w1@&gt；D2@&gt；D7}6.非饱和粘土在重复偏应力作用下的残余应变(Q&lt；@D2D@&gt；D2)在较小重复次数(N&lt；100)的静压状态下的轴向应变基本相同。7.弹性性能随重复次数的增加而增加。

项目成果

玉川善徳: 第24回土質工学研究発表会講演集. (1989)

玉川义典：第 24 届土壤工程研究会议论文集（1989 年）。

高木広道 他4: "低拘束条件での粘性土の強度変形特性" 第23回土質工学研究発表会講演集. 509-510 (1988)

Hiromichi Takagi 等人 4：“低约束条件下粘性土的强度-变形特性”第 23 届土壤工程研究会议论文集（1988 年）。

MORI Masuki et al.: "Mechanical properties of unsaturated cohesive soil subjected to stress history." Proc. of 45th annual Conf. of the JSCE., Vol.3, 1990.

MORI Masuki 等人：“受应力历史影响的非饱和粘性土的力学特性。”

玉川善徳 他4: "低拘束圧領域におけるK_o圧密粘性土の非排水せん断特性" 第24回土質工学研究発表会講演集. 631-632 (1989)

Yoshinori Tamakawa 等人 4：“低围压区域 K_o 固结粘土的不排水剪切特性”第 24 届土壤工程研究会议论文集 631-632（1989 年）。

TAMAGAWA Yoshinori et al.: "Undrained shear characteristics of K_o-consolidated cohesive soil at low confined pressure." Proc. of the 24th Japan. National Conf. on Soil Mech. and Found. Engi., pp.631-632, 1989.

TAMAGAWA Yoshinori 等人：“K_o-固结粘性土在低承压压力下的不排水剪切特性。”