Grant-in-Aid for Developmental Scientific Research (B).
|Research Institution||Nagoya University|
MATSUO Minoru Nagoya University, Engineering, Professor, 工学部, 教授 (40025937)
金谷 嘉久 中部電力(株), 立地環境本部, 副本部長
OHTSUKA Satoru Nagoya University, Engineering, Associate professor, 工学部, 助教授 (40194203)
ASAOKA Akira Nagoya University, Engineering, Professor, 工学部, 教授 (50093175)
KANATANI Yoshihisa Chubu Electric Power Co., Environment Division, Engineer
|Project Fiscal Year
1990 – 1991
Completed(Fiscal Year 1991)
|Budget Amount *help
¥4,600,000 (Direct Cost : ¥4,600,000)
Fiscal Year 1991 : ¥1,600,000 (Direct Cost : ¥1,600,000)
Fiscal Year 1990 : ¥3,000,000 (Direct Cost : ¥3,000,000)
|Keywords||Bearing capacity / Consolidation / Elastic-Plastic / Sand pile / Vertical drain / Soil improvement / Permeability / 支持力 / 圧密 / 弾塑性 / 砂杭 / ヴァーチカルドレーン / 地盤改良 / 土の透水性 / 軟弱地盤 / 変形|
(1)The range of soil permeability which yields the variation of partial drain behavior was found
10^<-7>cm/sec k 10^<-4>cm/sec
when a clay deposit of about 25 meters thick is considered.
(2)When soil permeability lies on this particular range the bigger the load intensity, the more the partial drain effect should be expected.
(3)The efficiency of sand drains is to be observed in a limited range of soil permeability and under a particular magnitude of load intensity.
2. Sand Compaction Piles
(1)The bearing capacity of soft clay with vertical sand compaction piles is extremely influenced by the stiffness of applied load. When load application through a rigid
footing is considered fully drained/swelling conditions for sand piles provide bigger
bearing capacity than undrained/no swelling conditions. On the other hand, when
flexible load application such as embankment loading is the case, undrained conditions
give bigger bearing capacity than fully drained/swelling condition.
(2)The increase of the undrained strength of clay due to displacement and consolidation by sand pile installation should be correctly evaluated when relatively low sand replacement ratio is considered.