Development of Measuring Device and Field Test on Pore Water Pressure Fluctuation in the Seabed

1989 ◽  
Vol 32 (1) ◽  
pp. 91-101
Author(s):  
Yasuo Takagaki ◽  
Takujiro Miyamoto ◽  
Shigeru Yoshinaga ◽  
Yoshio Haruki ◽  
Mineo Sato
Keyword(s):  
Pore Water ◽  
Field Test ◽  
Pressure Fluctuation ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Measuring Device

scholarly journals A case study of the pore water pressure fluctuation on the slip surface using horizontal borehole works on drainage well

2005 ◽  
Vol 78 (1-2) ◽  
pp. 105-118 ◽  
Author(s):  
T.M. Tsao ◽  
M.K. Wang ◽  
M.C. Chen ◽  
Y. Takeuchi ◽  
S. Matsuura ◽  
...  
Keyword(s):  
Pore Water ◽  
Pressure Fluctuation ◽  
Slip Surface ◽  
Pore Water Pressure ◽  
Water Pressure

scholarly journals Field Test Investigation of the Pile Jacking Performance for Prefabricated Square Rigid-Drainage Piles in Saturated Silt Sandy Soils

2019 ◽  
Vol 2019 ◽  
pp. 1-11 ◽  
Author(s):  
Xiangying Wang
Keyword(s):  
Pore Water ◽  
Field Test ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Field Tests ◽  
Excess Pore Water Pressure ◽  
New Type ◽  
Test Investigation ◽  
First Time ◽  
Excess Pore

The rigid-drainage pile, designed to accelerate the dissipation of excess pore water pressure around the pile, is a new type of pile that combines the bearing capacity of ordinary rigid piles and the draining capacity of gravel piles. Field tests of these new piles were performed for the first time at a construction site in the new campus of Jiangyin No. 1 High School. Numerous parameters were observed for the test piles in many trials, including the excess pore water pressures, horizontal soil pressures, and displacements. At the measuring position at 0.6 m from the pile center, the rigid-drainage pile dissipates 70% of the peak excess pore water pressure in 1000 s, whereas the ordinary pile requires nearly 4000 s to dissipate the identical amplitude. The field test results clearly demonstrate that the rigid-drainage pile can reduce the amplitude of the peak pressure caused by piling in the liquefiable layer, quickly dissipate the excess pore water pressure, reduce the loss of effective stress in the soil surrounding the pile, and maintain the foundation stability.

scholarly journals Effects of the thickness of sandy beds on pore water pressure and liquefaction by pressure fluctuation

1997 ◽  
Vol 13 ◽  
pp. 459-464
Author(s):  
Toshihiko Yamashita ◽  
Takaaki Minarrumura ◽  
Takao Akutu ◽  
Kenji Yano
Keyword(s):  
Pore Water ◽  
Pressure Fluctuation ◽  
Pore Water Pressure ◽  
Water Pressure

scholarly journals Pore Water Pressure Fluctuation on the Landslide Slip Surface Based on Controlling Drainage Experiment of Drainage Wells

Landslides ◽  
1999 ◽  
Vol 36 (1) ◽  
pp. 35-42_1
Author(s):  
Tsung-Ming TSAO ◽  
Takehiko OHTA ◽  
Yoshitsugu TAKEUCHI ◽  
Sumio MATSUURA ◽  
Hirotaka OCHIAI
Keyword(s):  
Pore Water ◽  
Pressure Fluctuation ◽  
Slip Surface ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Drainage Wells

Field Test on the New Method of Vacuum Dewatering with Lower-energy Dynamic Consolidation for Silty Soil Ground

2011 ◽  
Vol 243-249 ◽  
pp. 3306-3310 ◽  
Author(s):  
Hong Bo Zhang ◽  
Xiu Guang Song ◽  
Hong Hong Wang ◽  
Zheng Ma
Keyword(s):  
Pore Water ◽  
Field Test ◽  
Groundwater Level ◽  
Lower Energy ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Excess Pore Water Pressure ◽  
Dynamic Consolidation ◽  
Vacuum Dewatering ◽  
Excess Pore

The dynamic consolidation method has been used widely in various engineering domain. With this method, the velocity of reconsolidation settlement was enhanced, the consolidation result was good, and the cost was lower than other methods. However, in the flooded area of Yellow River, the groundwater level is higher, and the shallow saturated silty soil liquefaction will be happened with this single method of dynamic consolidation. It goes against the roadbed stability. According to engineering practice, the vacuum dewatering with lower energy dynamic consolidation method was proposed in this paper. In order to monitor the effect of this consolidation method, the water-level observation hole, pore water pressure gauge, standard guide pile, level gauge have been set up. They could be used to get the groundwater level, the excess pore water pressure, horizontal displacement and land subsidence, respectively. These monitors would last the whole period of the consolidation experiment. Field test results shows that the excess pore water pressure was reduced by 80%-90% during one to three days.

scholarly journals The Characteristics of Pore Water Pressure Fluctuation on the Slip Surface Based on Drainage Well Works

Landslides ◽  
1998 ◽  
Vol 35 (3) ◽  
pp. 24-33_1
Author(s):  
Tsung-Ming TSAO ◽  
Takehiko OHTA ◽  
Yoshitsugu TAKEUCHI ◽  
Sumio MATSUURA ◽  
Hirotaka OCHIAI
Keyword(s):  
Pore Water ◽  
Pressure Fluctuation ◽  
Slip Surface ◽  
Pore Water Pressure ◽  
Water Pressure

scholarly journals Field Test and Numerical Studies on Influences of PVD Spacing on Vacuum Treatment Effects of Dredged Slurry

2021 ◽  
Vol 2021 ◽  
pp. 1-13
Author(s):  
Yanming Yu ◽  
Junhui Sheng ◽  
Li Shi ◽  
Zhijun Hu
Keyword(s):  
Pore Water ◽  
Field Test ◽  
Treatment Effects ◽  
Pore Water Pressure ◽  
Numerical Models ◽  
Water Pressure ◽  
Vacuum Treatment ◽  
Vacuum Pressure ◽  
Numerical Studies ◽  
Consolidation Rate

A field test was conducted on vacuum treatment effects of a dredged slurry ground considering three PVD spacing, i.e., 700, 800, and 900 mm. The settlement and the pore water pressure dissipation were measured during the treatment period. As expected, the consolidation rate associated with closer PVD spacing case is higher than that of the larger spacing case. However, it is observed that the final and stable values of the settlement and the pore pressure dissipation of the close spacing case (e.g., 700 mm) are about 17% higher than the case of larger PVD spacing (e.g., 900 mm). The differences imply that enlarging the PVD spacing not only impedes the consolidation rate but also decreases the vacuum pressure in slurry. Numerical models incorporating the vacuum pressure attenuation effect and the clogging effect were established to reproduce the vacuum treatment process under the three PVD spacing. Good comparisons between the numerical and test results can be obtained given a proper account of vacuum attenuation and the clogging effect along the PVD depth. The comparison clarifies that, for vacuum treatment of slurry ground, the PVD spacing should be determined by due considerations both on the desired consolidation rate and on the pore water pressure that needs to be dissipated.

TIME TO THE END OF PRIMARY CONSOLIDATION (EOP) OF SOFT CLAYEY SOILS: CONCERNING THE EFFECT OF ATTERBERG’S LIMIT AND CYCLIC LOADING HISTORY

2019 ◽  
Vol 128 (2B) ◽  
pp. 29-41
Author(s):  
Trần Thanh Nhàn
Keyword(s):  
Cyclic Loading ◽  
Pore Water ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Clayey Soils ◽  
Loading History ◽  
Cyclic Shear ◽  
Wide Range ◽  
Primary Consolidation ◽  
Time Required

In order to observe the end of primary consolidation (EOP) of cohesive soils with and without subjecting to cyclic loading, reconstituted specimens of clayey soils at various Atterberg’s limits were used for oedometer test at different loading increments and undrained cyclic shear test followed by drainage with various cyclic shear directions and a wide range of shear strain amplitudes. The pore water pressure and settlement of the soils were measured with time and the time to EOP was then determined by different methods. It is shown from observed results that the time to EOP determined by 3-t method agrees well with the time required for full dissipation of the pore water pressure and being considerably larger than those determined by Log Time method. These observations were then further evaluated in connection with effects of the Atterberg’s limit and the cyclic loading history.

Conjectures, Hypotheses, and Theories of Drumlin Formation (In memory of Stanislaw Baranowski)

1981 ◽  
Vol 27 (97) ◽  
pp. 503-505 ◽  
Author(s):  
Ian J. Smalley
Keyword(s):  
Shear Strength ◽  
Pore Water ◽  
Stress Level ◽  
Critical Stress ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Glacial Till ◽  
Forming Process ◽  
Stress Levels

AbstractRecent investigations have shown that various factors may affect the shear strength of glacial till and that these factors may be involved in the drumlin-forming process. The presence of frozen till in the deforming zone, variation in pore-water pressure in the till, and the occurrence of random patches of dense stony-till texture have been considered. The occurrence of dense stony till may relate to the dilatancy hypothesis and can be considered a likely drumlin-forming factor within the region of critical stress levels. The up-glacier stress level now appears to be the more important, and to provide a sharper division between drumlin-forming and non-drumlin-forming conditions.

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