Coefficient of earth pressure at rest of organic peat ground.

有机泥炭地静止时的土压力系数。

• 批准号: 07806031
• 负责人: KATO Makoto
• 金额: $ 1.28万
• 依托单位: Tokyo University of Agr.&.Tech.
• 依托单位国家: 日本
• 项目类别: Grant-in-Aid for Scientific Research (C)
• 财政年份: 1995
• 资助国家: 日本
• 起止时间: 1995 至 1996
• 项目状态: 已结题
• 来源: https://kaken.nii.ac.jp/grant/KAKENHI-PROJECT-07806031/
• 关键词: peat; normal consolidation; KO Consolidation; undisturbed sample; shear strength; undrained shear strength; over consolidation; 不攪乱土; 静止土圧係数; Ko圧密; 応力経路; せん断強度増加率

In order to investigate the coefficient of earth pressure at rest of highly organic soil, two series KO-consolidated undrained triaxial compression shear test.Some samples were used this experimental studies were undisturbed samples. from paddy field on Sakata city in Yamagata prefecture. in which water content (W) was 591-861%, void ratio (e) was 12.55, ignition loss (lg) was 54.5-70.0%. The length of sample was 150mm. The diameter of sample was 75mm.The conclusions from this study are :1) In normal consolidation, KO value of organic peat soil was about 0.3.2) In over consolidation ratio 2.4.7.10, each KO value was 0.372,0.593,0.889,0.843.3) The relation KO value and KOR is KO value in swelling was expressed the following equation.KOR=KO (OCR) ^<alpha>where、KOR is KO value in swelling.KO is earth presume at restart normal consolidation.OCR is over consolidation ratio.alpha is constantThe KOR was able to expressed with the following equationKOR=0.445 (OCR)^<0.621>4) The coefficient of shear properties could not to obtained.According to esqueeze out water in pore, the effective stress in confining pressure (sigma_3') became 0 kgf/cm^2.So, highly organic soil could not be adapted the theory of shear properties to be connected with cohesive soil.

为了研究高有机质土的静止土压力系数，进行了两个系列的KO固结不排水三轴压缩剪切试验。从山形县酒田市的稻田里。其中含水量（W）为591- 861%，空隙率（e）为12.55，烧失量（lg）为54.5- 70.0%。样品长度为150 mm。结果表明：1）正常固结时，有机泥炭土的KO值约为0.3; 2）超固结时2.4.7.10，KO值分别为0.372，0.593，0.889，0.843; 3）膨胀时的KO值与KOR值的关系为：KOR=KO（OCR）^<alpha>其中，KOR为膨胀时的KO值，KO为重新开始正常固结时的土假定值，OCR为超固结比，α为常数，KOR可用下式表示：KOR =0.445（OCR）^<0.621>4）根据孔隙水的排出，围压下的有效应力σ_3 '为0 kgf/cm ^2，因此，高有机质土不能用抗剪理论与粘性土联系起来。

项目成果

M.Kato, H.Nomura: "A method of the KO consolidation Triaxial compression test." Synpojyum of The Japanese Geotechnical Society in 1993. 67-79 (1993)

M.Kato、H.Nomura：“KO 固结三轴压缩试验的方法。”

E,Hirose.M.Kato: "Rate of lncrease in Undraind Shear Strength of Peat Soil." Aurnual report The Japanese Geotechnical Society in 1996. 897-898 (1996)

E,Hirose.M.Kato：“泥炭土不排水剪切强度的增加率。”

加藤誠、野村英雄: "Ko圧密三軸圧縮試験の一方法" 地盤工学会,高有機質土の諸問題に関するシンポジュウム. 67-79 (1993)

Makoto Kato，Hideo Nomura：“Ko 固结三轴压缩试验的方法”，日本岩土工程学会，高有机土问题研讨会 67-79 (1993)。

M.Kato, H.Nomura: "Shear Properties of Peat Soil." Aurnual report The Society of lrrigation, drainage and Reclamation Engineering in 1994. 604-605 (1994)

M.Kato，H.Nomura：“泥炭土的剪切特性”。

広瀬栄樹 加藤誠: "泥炭土のせん断強度増加率" 地盤工学会平成8年度発表講演集. 897-898 (1996)

Hideki Hirose 和 Makoto Kato：“泥炭土的剪切强度增加率”日本岩土工程学会会议记录 1996. 897-898 (1996)