Jinchun Chai

Saga University

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Shui‐Long Shen

Purdue University West Lafayette

Takenori Hino

Saga University

Norihiko Miura

Saga University

Dennes T. Bergado

Asian Institute of Technology

John Carter

University of Newcastle Australia

Wenqi Ding

Tongji University

Martin D. Liu

University of Wollongong

Yitian Lu

Shanghai University

Haizuo Zhou

China Earthquake Administration

Yafei Qiao

Tongji University

Cooperative Institutions

Saga University

Tianjin University

Tongji University

Shanghai Jiao Tong University

Wenzhou University

Zhejiang University

Collaborative Innovation Centre for Advanced Ship and Deep-Sea Exploration

State Key Laboratory of Hydraulic Engineering Simulation and Safety

Chinese Academy of Sciences

Ministry of Education of the People's Republic of China

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Geosynthetics Engineering Journal (2004)

Jinchun Chai Norihiko Miura Tadaaki Nomura Hiroshi YONEYA

真空圧密の効果は地盤の排水条件によって異なる。両面排水条件の地盤では、底面の排水砂層に真空圧をかけると、圧密促進効果は片面(地表)排水の場合より小さくなる。また、真空圧密では地盤中の側方変位は改良領域内に向かうが、盛土載荷では外向けとなる。真空圧密では、ジオシンセティックスドレーン(GD)を併用することが多い。GDの最適打設深度を計算によって求めるために、両面排水地盤を対象に、圧密沈下量を最大とする条件で式を提案した。また、軟弱地盤中に中間砂層が存在する場合、砂層の影響で真空圧の効果が低下しないように砂層部分のGDに不透気シールを付ける方法がある。本論文では、中間砂層部のGDにシールの最適長さを決定する式も導いた。さらに、佐賀の地盤状況を想定して、GDの打設深度及び中間砂層の影響を有限要素解析で検討した。

10.5030/jcigsjournal.19.133

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Progressive yielding/softening of soil–cement columns under embankment loading: a case study

Acta Geotechnica (2024)

Jinchun Chai Takenori Hino Yafei Qiao Wenqi Ding

Soil cement

10.1007/s11440-024-02346-4

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Citations (1)

Design vacuum consolidation considering energy requirement

Transportation Geotechnics (2023)

Jinchun Chai Yafei Qiao Wenqi Ding Hehua Zhu

Consolidation

10.1016/j.trgeo.2023.101086

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Citations (1)

Lateral Displacement of Ground Caused by Soil–Cement Column Installation

Journal of Geotechnical and Geoenvironmental Engineering (2005)

Jinchun Chai Norihiko Miura H. Koga

Closed form equations for calculating the lateral displacement caused by the installation of soil–cement columns are derived based on cylindrical cavity expansion theory. The radius of the cavity needs to be predetermined empirically, mainly with reference to the amount of admixture injected and injection pressure as well as the stiffness of the surrounding soil. Also, an empirical equation is proposed for considering the partial "plane strain" effect of installing a row of columns. The proposed method has been applied to four reported field tests conducted in Saga, Japan, using the slurry double mixing (SDM) method, the dry jet mixing (DJM) method, and the wet jet mixing (WJM) method. The radius of influence, i.e., where the lateral displacement in the soil is less than 5 mm during the installation of soil–cement columns, is found from the field data to be approximately 30, 40, and 50 m for the SDM, DJM, and WJM, respectively. It is shown that the proposed method yielded a reasonable prediction of these field measurements. The field data also indicate that the installation sequence has a considerable influence on the observed lateral displacement; but the proposed method can only consider two extreme conditions of this influence. It is suggested that the method is a useful tool for the design of soft subsoil improvement resulting from the installation of soil-cement columns.

Soil cement

Subsoil

Displacement field

10.1061/(asce)1090-0241(2005)131:5(623)

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Citations (72)

Behaviour of Winged PVD and the Method for Calculating Its Induced Degree of Consolidation

International Journal of Geosynthetics and Ground Engineering (2022)

Jinchun Chai Akinori Saito Takenori Hino Takehito Negami

Consolidation

Clogging

10.1007/s40891-022-00394-y

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Citations (6)

Performance of embankments with and without reinforcement on soft subsoil

Canadian Geotechnical Journal (2002)

Jinchun Chai Norihiko Miura Shui‐Long Shen

A case history of both reinforced and unreinforced embankments on soft subsoil built-to-failure is described and analyzed. The effect of geotextile reinforcements on embankment behavior is discussed by comparing the field and numerical analysis results of cases with and without reinforcement. The results of a laboratory model test on the behavior of embankments on soft subsoil are discussed. Both field and laboratory tests, as well as analysis results, indicate that the reinforcement had a positive effect on embankment stability. However, at a working state (for a factor of safety of FS = 1.2~1.3) the reinforcement did not have an obvious effect on the subsoil response. The effect of reinforcement on subsoil deformation could be noticed only when the unreinforced embankment was close to failure. The laboratory model test results indicated that if the reinforcement is stiff and strong enough, the effect of reinforcement is considerable. It is suggested that although the geotextile has a beneficial effect on embankment over soft subsoil due to its relative lower stiffness, to achieve a substantial improvement on embankment behavior, the stiffer and stronger reinforcements should be used. This case history also demonstrated that the rate of lateral displacement and excess pore pressure development are sensitive indicators of the stability of embankment on soft subsoil.Key words: embankment, reinforcement, soft ground, field tests, laboratory tests, FEM analysis.

Subsoil

Geotextile

10.1139/t02-033

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Citations (91)

Evaluation of train-load-induced settlement in metro tunnels

Proceedings of the Institution of Civil Engineers - Geotechnical Engineering (2015)

Huai-Na Wu Shui‐Long Shen Jinchun Chai Dongmei Zhang Ye‐Shuang Xu

Based on a simplified mechanical model, the stress distribution pattern in subsoils around tunnels due to train movement is investigated. In this model, the effects of rails, connection bolts, ballast, lining and foundation are taken into account. The initial stress state and the dynamic stress state of the subsoils induced by train loading are obtained from a two-dimensional finite-element calculation. After combining the above results with the empirical equation proposed by Chai and Miura in 2002, the cumulative plastic strain of subsoils and the long-term settlement of tunnels are obtained. The results show that the cumulative train-load-induced tunnel settlement increased, but at a decreasing rate. The cumulative settlement was 15·5 mm after 8 years, 60% of which occurred within the initial 6 months.

Ballast

Settlement (finance)

Foundation (evidence)

10.1680/jgeen.13.00159

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Citations (48)

Prediction of soil-water characteristic curves using basic soil properties

Transportation Geotechnics (2019)

Jinchun Chai Peerapat Khaimook

10.1016/j.trgeo.2019.100295

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Citations (35)

Cr(VI) concentration from batch contact/tank leaching and column percolation test using fly ash with additives

Journal of Hazardous Materials (2008)

Jinchun Chai Katsutada Onitsuk Shigenori Hayashi

Cementation (geology)

Alkalinity

10.1016/j.jhazmat.2008.11.010

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Citations (27)

Anisotropic Consolidation Behavior of Ariake Clay from Three Different CRS Tests

Geotechnical Testing Journal (2012)

Jinchun Chai Rui Jia Takenori Hino

Abstract Three types of constant rate of strain (CRS) consolidation tests were conducted on samples of undisturbed Ariake clay, using a newly developed consolidometer, to investigate the anisotropic consolidation behavior of the clay. CRS tests conducted using vertically cut specimens (with respect to the in situ condition) tested with vertical (or end) drainage (with respect to test condition) were designated as CRS-V-V tests. Specimens cut vertically but with radial drainage were designated CRS-V-R, whereas those cut horizontally and tested with vertical drainage were designated CRS-H-V. The test results show that the ratio of the consolidation yield stress of a horizontally cut specimen (pch) to that of a vertically cut specimen (pcv) is in a range from 0.5 to 1.0. Both pcv and pch increased about 15 % with a tenfold increase in strain rate, but there was no clear difference in the degree of strain-rate dependency for pcv and pch. Values of the coefficient of consolidation obtained from CRS-H-V (chh) and CRS-V-R (chv) test are larger than those measured in CRS-V-V (cv) tests, and it has been identified that these differences arise mainly from the anisotropy of hydraulic conductivity (k). The ratio of k in the horizontal direction (kh) measured in a CRS-V-R test to that in the vertical direction (kv) from a CRS-V-V test is about 1.65, and the ratio of chv/cv is about 1.54. The value of kh from a CRS-H-V test is generally smaller than that from a CRS-V-R test.

Consolidation

10.1520/gtj103848

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Citations (19)