Key Laboratory of Port Geotechnical Engineering of Tianjin

Tianjin, China

Key Laboratory of Port Geotechnical Engineering of Tianjin

Tianjin, China
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Li B.,China Communications Construction Company Ltd. | Li B.,Japanese Ministry of Internal Affairs and Communications Japan | Li B.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liu J.,Power Construction Corporation of China
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2016

The deep overburden layer under embankment dam foundation is high of permeability. It has seepage stability problems, such as huge leakage, piping and soil flow, and prevention measures should be taken. For a high embankment dam on deep overburden layer, seepage properties are regarded as the main indices to design the quantity, thickness and layout pattern of diaphragm wall, and the finite element method (FEM) and seepage analysis software are used to compare the design schemes and to select the optimum design scheme. The mixed concrete cutoff wall is select as the impermeable body, and an auxiliary cutoff wall is located upstream of the main one. The two cutoff walls are 1.4 m and 1.2 m in thicknesses, and the spacing between them is 14 m. The design scheme of the auxiliary diaphragm wall on the upstream of the main diaphragm wall meets the requirements of the seepage control of embankment dams. © 2016, Chinese Society of Civil Engineering. All right reserved.


Li B.,China Communications Construction Company Ltd. | Li B.,Japanese Ministry of Internal Affairs and Communications Japan | Li B.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Wang Y.,China Communications Construction Company Ltd. | And 3 more authors.
MATEC Web of Conferences | Year: 2015

With the constant development of construction technology of embankment dam, the constructed embankment dam becomes higher and higher, and the embankment dam with its height over 200m will always adopt the current design criteria of embankment dam only suitable for the construction of embankment dam lower than 200m in height. So the design criteria of high embankment dam shall be improved. We shall calculate the stability and safety factors of dam slope of high embankment dam under different dam height, slope ratio and different seismic intensity based on ratio of safety margin, and clarify the change rules of stability and safety factors of dam slope of high embankment dam with its height over 200m. We calculate the ratio of safety margin of traditional and reliable method by taking the stable, allowable and reliability index 4.2 of dam slope of high embankment dam with its height over 200m as the standard value, and conduct linear regression for both. As a result, the conditions, where 1.3 is considered as the stability and safety factors of dam slope of high embankment dam with its height over 200m under seismic condition and 4.2 as the allowable and reliability index, are under the same risk control level. © Owned by the authors, published by EDP Sciences, 2015.


Li B.,China Communications Construction Company Ltd. | Li B.,Japanese Ministry of Internal Affairs and Communications Japan | Li B.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Chen Z.,China Communications Construction Company Ltd. | And 2 more authors.
MATEC Web of Conferences | Year: 2015

As the main part of the anti-seepage system, core wall is a key point in the design of high em-bankment dam. The dam slope stability is a major factor for the type of core wall. But it is still unclear what effects the core wall structure might have on the slope stability. Based on practical projects of high embankment dam in Nuozhadu, Lianghekou and Shuangjiangkou, this paper analyzes safety factors and dangerous slip sur-faces of dam slopes of high embankment dams in both straight and slanting core wall structures and compares the influences of different core wall structures on the slope stability of high embankment dam through numerical calculations. The safety margin of the embankment dam of straight core wall is larger than that of slanting core wall in the operating condition of the reservoir water level's drawdown. Compared with that of the straight core wall scheme, the position of the dangerous slip surface of the downstream dam slope is closer to the dam crest in the slanting core wall scheme. © Owned by the authors, published by EDP Sciences, 2015.


Li B.,China Communications Construction Company Ltd. | Li B.,Japanese Ministry of Internal Affairs and Communications Japan | Li B.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liu Z.,China Communications Construction Company Ltd. | Sun P.,China Institute of Water Resources and Hydropower Research
Conference Proceedings of the 3rd International Symposium on Project Management, ISPM 2015 | Year: 2015

With the development of embankment dams construct technology, embankment dams has built higher and higher, over-200m high embankment dam design has been used embankment dam design specifications which only apply to the construction of 200m below embankment dams, embankment dam design specification need improvement. This calculates embankment dam slope stability safety factor under different dam heights, different slope ratios and different seismic intensity based on the ratio safety ratio, and clears slope stability safety factor change variation of over-200m high embankment dam .This paper takes allowed slope stability reliable indicator of extra-200m high embankment dam is 4.2, Calculates the ratio safety ratios of traditional method and reliability method, and does linear regression. The result shows slope stability safety factor of extra-200m high embankment dam values 1.6 under normal conditions, safety factor values 1.3 and allowed reliable indicator 4.2 are at the same risk level.


Liu A.-M.,China Communications Construction Company Ltd. | Liu A.-M.,Japanese Ministry of Internal Affairs and Communications Japan | Liu A.-M.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liang A.-H.,China Communications Construction Company Ltd. | And 5 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2016

At present, for the soft soil ground such as newly reclaimed silt and mud flows, it is generally considered that the integral plastic drainage board with anti-clogging reinforced effect is more desirable than the ordinary plastic drainage board; while for the soft soil ground such as newly reclaimed clay and silty clay, the comparative field test results show that the integral plastic drainage board and the general plastic drainage board have similar reinforced effects, that is to say the advantages of the integral plastic drainage board is not obvious. © 2016, Chinese Society of Civil Engineering. All right reserved.


Liu A.-M.,China Communications Construction Company Ltd. | Liu A.-M.,Japanese Ministry of Internal Affairs and Communications Japan | Liu A.-M.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liang A.-H.,China Communications Construction Company Ltd. | And 2 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2016

In combination with the actual project, the application of geosynthetics are introduced. The results show that woven nonwoven geotextile, nonwoven geotextile, filling bags and other geosynthetics can be used to solidify soil sea dike project, and they play the role of drainaging, filtration, separation, protection and so on. The key technical problems of mud embankment is solved. The construction of water transportation is promoted. They are worthy of further application. © 2016, Chinese Society of Civil Engineering. All right reserved.


Hou J.-F.,China Communications Construction Company Ltd. | Hou J.-F.,Key Laboratory of Port Geotechnical Engineering of the Ministry of Communication | Hou J.-F.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Yu Z.-F.,China Communications Construction Company Ltd. | And 8 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2013

The artificial island outside of a sea is composed of steel cofferdam and sand filling in the island. The steel cofferdam inserts the impermeable soil layer. The soft clay ground of artificial island is treated by surcharge preloading with PVDs. In order to know the settlement of soft clay ground with steel cofferdam, the numerical analysis is adopted. The results of numerical analysis are compared with the field monitoring data. Through back analysis of the calculated and monitoring data curves, the parameters are modified, and more reliable results are achieved. From the results, the steel cofferdam restrains the lateral deformation of soft clay ground. The failure plane of soft clay ground is hard to form. The settlement velocity is farther greater than that defined in the relative code. So the settlement velocity rule of the relative code should be broken for such special structure. At the same time, the residual settlement is calculated by means of the numerical analysis method, and its value is 9 cm. The consolidation settlement is completed two years later after the project completion. The calculated results may provide reference for the period of its use.


Kou X.-Q.,China Communications Construction Company Ltd. | Kou X.-Q.,Key Laboratory of Port Geotechnical Engineering of the Ministry of Communication | Kou X.-Q.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liu A.-M.,China Communications Construction Company Ltd. | And 8 more authors.
15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering, ARC 2015: New Innovations and Sustainability | Year: 2015

With the development of the marine traffic engineering in China, it is needed to develop the construction method of artificial island in open sea. An artificial inland of 97962 m2 was built in a cross sea bridge project in southeast sea of China. The seawater depth at low tide at the location is 10 m depth and the seawater level at low tide is considered as standard level. The thickness of 6 m seabed mud (-10 m to -16m from standard level) was replaced by sand first. The steel cylinders were inserted into the impermeable soil layer (-40 m) and then the seawater were pumped. The PVDs was inserted from -8 m up to -33 m and the sand was added up to +4m to improve the soft ground by dewatering preloading. The settlements at three typical sections, east section of the island which has deepest burial depth of tunnel (section 1), central section of the island (section 2) and west section of the island which has thickest soft clay layer (section 3), were measured during stage the soft ground improvement. The 3D finite difference method was used to simulate the construction process of the fast-constructed artificial island. The fluid-mechanical interaction method and equivalent hydraulic conductivity is used to predict the degree of consolidation. The settlement curves predicted by numerical method are compared well with the measured results in the field up to 150 days. The numerical results show that the long-term settlements (2400 days) of sections 1, 2 and 3 reach to 2.74 m, 2.91 m and 2.80 m, respectively. The residual settlements after two years of finishing the tunnel construction (1550 days) are 1 cm, 12 cm and 10 cm, respectively. The settlement rate and final settlement of artificial island calculated by the present method using one-dimensional consolidation theory are smaller than the measurement values in the field and the values predicted by numerical simulation. So the predicted settlement results by present method need to be modified according to field data, and numerical simulation method should be used to predict the long-term settlement.


Gao Z.-Y.,China Communications Construction Company Ltd. | Gao Z.-Y.,Key Laboratory of Port Geotechnical Engineering of the Ministry of Communication | Gao Z.-Y.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Hou J.-F.,China Communications Construction Company Ltd. | And 5 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2013

It is suggested that the zero hydrostatic pressure level (or plane) should be defined as the groundwater level (or plane). Six factors for the groundwater measurement are analyzed. At the same time, the necessary and sufficient conditions for the decrease and increase of groundwater level are also shown. By analyzing the vacuum preloading mechanism and system of forces, necessary and sufficient conditions for change of groundwater level and field test results of groundwater level, the fact of the soils that are still saturated after improvement, and field data indicate that there are no lowering of the groundwater and preloading. It is illuminated that the groundwater level does not owing to ground improvement by vacuum preloading. A new type of rod instrument is put forward to measure the groundwater level. It is a direct method to measure the groundwater level, which eliminates the effects of incorrect vacuum degree and internal tube leaking as measured by means of the double pipe method. So this new instrument is reliable to measure the groundwater level.


Liang A.-H.,China Communications Construction Company Ltd. | Liang A.-H.,Key Laboratory of Port Geotechnical Engineering of the Ministry of Communication | Liang A.-H.,Key Laboratory of Port Geotechnical Engineering of Tianjin | Liu J.-J.,China offshore Oil Engineering Co. | And 6 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2013

A new vacuum preloading technology for ultra soft soils with footed-in filter tubes is verified through field tests. Compared with the construction technology reinforcement effect and engineering cost of the conventional vacuum preloading technology for surface-layer of ultra soft soils, the new technology is characterized by simple construction technology, low cost and good reinforcement effect. The technology is worthy of being widely spread. Smaller distance of drainage plates (0.4~0.6 m) in newly reclaimed ground can effectively improve the reinforcement effect and reduce consolidation time. The technology has successfully solved the problem that ultra soft foundation has large settlement but low strength increase after reinforcement.

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