Secondary Consolidation of Ariake Clay

有明粘土的二次固结

• 批准号: 10660232
• 负责人: TAKAYAMA Masateru
• 金额: $ 2.3万
• 依托单位: KYUSHU UNIVERSITY
• 依托单位国家: 日本
• 项目类别: Grant-in-Aid for Scientific Research (C)
• 财政年份: 1998
• 资助国家: 日本
• 起止时间: 1998 至 1999
• 项目状态: 已结题
• 来源: https://kaken.nii.ac.jp/grant/KAKENHI-PROJECT-10660232/
• 关键词: Ariake Clay; Secondary Consolidation; Clay Mineral; Coefficient of Secondary Compression; Coefficient of Earth Pressure at Rest; Compression Index; Swelling Index; Settlement Prediction

1. Coefficient of secondary compression of clay : Effects of major clay minerals on the coefficient of secondary compression (CィイD2αeィエD2 were examined. The value of CィイD2αeィエD2 was constant for kaolinite, halloysite, and sericite while showed a maximum for bentonite and Ariake clay against an increase of consolidation pressure. The ratio of CィイD2αeィエD2 against compression index CィイD2cィエD2 was constant for kaolinite, halloysite, and sericite while decreased for bentonite and Ariake clay when the consolidation pressure was increased. Thus, the secondary consolidation-related characteristics for remolded clay exhibited did not exhibit a regular tendency, but differed whether smectite was present in the clay as a primary mineral. The value of CィイD2αeィエD2/CィイD2cィエD2 for undisturbed clay showed a maximum at consolidation yield stress, PィイD2cィエD2, and exhibited almost constant above this stress level. The average of CィイD2αeィエD2/CィイD2cィエD2 was 0.0392 with confidence intervals of 0.029 to 0.04 … More 9 which was within a range proposed by Ladd.2. KィイD20ィエD2, λ, κ : The values of KィイD20ィエD2, λ, and κ needed for deformation analysis were assessed using the consolidation test apparatus which is capable of measuring horizontal stress. The value of KィイD20ィエD2 showed the minimum of 0.2 to 0.5 at around a consolidation yield stress, pィイD2cィエD2, and increased with increasing consolidation pressure above pィイD2cィエD2, but was almost constant (0.45 to 0.65) above 4 to 6 pィイD2cィエD2. The value of λ estimated from the value of CィイD2cィエD2 in one-dimensional consolidation tests gave overestimation. The following equations were obtained for Ariake clay : λィイD2cィエD2=0.521 *-1.08, κ/λ≒0.1, where f denotes volume ratio.3. Prediction of settlement from in-situ data : Hyperbolic curve and Hoshino's method are available to predict settlement of clay from in-situ test data. Equations in those methods are represented as an upward convex hyperbolic curve when the equations are obtained in terms of dS/dlogt-logt, where S is the amount of settlement and t is time. The plotted settlement data showed a straight line which was away from the hyperbolic curve after a certain time tィイD2sィエD2. Therefore, the prediction of settlement was carried out by the hyperbolic curve method until tィイD2sィエD2 and the settlement was assumed to be proportional to logt after tィイD2sィエD2. These produced good results. Effects of pore water salinity on consolidation characteristics of clay and deformation analysis of Ariake clay ground were also studied. Less

1.粘土的次压缩系数：考察了主要粘土矿物对次压缩系数（C_（max）D_2 αe_（max）D_2）的影响。随着固结压力的增加，高岭石、埃洛石和绢云母的C_（10）D_2 αe_（10）D_2值基本不变，而膨润土和有明粘土的C_（10）D_2 αe_（10）D_2值出现极大值。随着固结压力的增加，高岭石、埃洛石和绢云母的C_（10）D_（2 α）e_（10）D_（2 α）与压缩指数C_（10）D_（20）c_（10）D_（2 α）的比值保持不变，而膨润土和有明粘土的C_（10）D_（20）与压缩指数C_（10）D_（20）的比值则减小。因此，重塑粘土的二次固结相关特性并没有表现出规律性的趋势，但不同的蒙脱石是否存在于粘土中作为一种主要矿物。原状粘土的C D2αe D2/C D2c D2的值在固结屈服应力P D2c D2时显示出最大值，并在此应力水平以上几乎保持不变。C肽D2αe肽D2/C肽D2 c肽D2的平均值为0.0392，置信区间为0.029 ~ 0.04 ...更多信息 9，在Ladd.2建议的范围内。K D20 D2、λ、κ：使用能够测量水平应力的固结试验装置评估变形分析所需的K D20 D2、λ和κ值。在固结屈服应力p D2c D2附近，K D20 D2的值显示出0.2至0.5的最小值，并且在p D2c D2以上，K D20 D2的值随着固结压力的增加而增加，但是在4至6 p D2c D2以上，K D20 D2的值几乎是恒定的（0.45至0.65）。根据一维固结试验中C_（10）D_（20）D_（20）D_（20）值估算的λ值过高。对于有明粘土，得到了以下方程：λ_（max）D_（2c）λ_（max）D_（2c）=0.521 *-1.08，κ/λ_（max）= 0.1，其中f表示体积比。根据实测数据预测沉降：根据实测数据预测粘土沉降的方法有双曲线法和星野法。当以dS/dlogt-logt获得方程时，这些方法中的方程被表示为向上凸的双曲线，其中S是沉降量，t是时间。绘制的沉降数据显示出一条直线，该直线在一定时间t D2 s D2之后远离双曲线。因此，通过双曲线法进行沉降预测，直到t D2 s D2，并且假定沉降在t D2 s D2之后与logt成比例。这些都产生了良好的效果。研究了孔隙水矿化度对粘土固结特性的影响，并对有明粘土地基进行了变形分析。少

项目成果

東孝寛: "弾塑性FEMによる盛土基礎地盤の圧密変形解析"農業土木学会論文集. 202. 23-35 (1999)

Takahiro Higashi：“使用弹塑性有限元法对路堤地基进行固结变形分析”日本农业土木工程学会会刊 202. 23-35 (1999)。

高山昌照: "間隙水中の塩が土粒子の密度試験結果に及ぼす影響"農業土木学会論文集. 203. 101-106 (1999)

Masaaki Takayama：“孔隙水中盐对土壤颗粒密度测试结果的影响”日本农业和土木工程师学会会刊 203. 101-106 (1999)。