In general, ground surface strengthening such as using geotextile is needed to secure trafficability of construction equipment. Several studies have been carried out to figure out behavior of very soft ground covered with geotextile, however, the boundary condition of geotextile is fixed. In this study, numerical analyses were carried out to figure out the bearing mechanism of very soft ground covered with geotextile as altered constraint condition of geotextile. In numerical analyses, joint elements were used to evaluate the friction between geotextile and ground. To verify numerical analysis method, results of model test was compared with its results. In conclusion, effects of boundary condition of geotextile on bearing mechanism of very soft ground covered with geotextile were figured out from the load dispersive effect of geotextile and the relation between load pressure and settlement.

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We investigated the deformation of 2 types of reinforced soil wall used a geotextile and geocell (cellure confinement system) by using model experiments. The deformation in this case is from the earth pressures generated in a reinforced soil wall and a geocell soil wall. Each deformation is different. It was proven that the difference of the mechanism of the reinforced soil wall greatly affected the deformation of the reinforced soil wall from this result. As a next step, we estimated a resonant frequency of a geocell soil wall by using a theory of elasticity. However in this case model experiments were not carried out until now. However, these results can be utilized for design of geocell soil wall taking into account earthquake.

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In the Third Conference of the Parties to the UN Framework Convention on Climate Change, it was decided that some developed countries must reduce the defined amount of greenhouse gases from 2008 to 2012. Japan must cut down its annual emission of greenhouse gases by 6 % by 2012 from 1990 levels. The Japanese national and local governments planed to reduce the greenhouse gases by absorbing the gases in the forest, so that they promoted the thinning operation to grow the healthy forests. To utilize the thinned wood effectively, authors applied the forest thinning to the facing panel of reinforced soil wall. This paper reports the results of field investigation of the reinforced soil wall constructed in the past and refers to stability of the wall, corrosion condition of the thinned wood and vegetation condition.

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The divided box bag method(D·BOX Method) has been developed as a modern earth reinforcement method using "soilbags". Based on the results of 3D elastic consolidation analysis by FEM and the loading test on the D·BOX bags set at a very soft clay ground, it is reported that the D·BOX bags with crushed stones inside act as a permeable layer and develop the local consolidation and strengthening of the very soft clay soil just under the D·BOX bags in a few weeks. In addition, the D·BOX bags also act as an apparatus damping the traffic vibration, because the vibration energy is dissipated as the frictional heat energy between soil particles in the D·BOX bags. The case study of the in-situ vibration test on a road constructed by the D·BOX method is also reported.

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Recently it is required that pipelines are buried shallowly because of reduction of construction cost. Thrust force is generated at a pipeline bend due to internal water pressure. It was found that the method of shallowly buried pipeline is effective against uplift force by buoyancy. However it is not clarified that the method is effective against lateral force as a thrust force. We proposed that the method of shallowly buried pipeline is installed at a pipeline bend and a series of lateral loading tests for shallowly buried bend were carried out in order to verify the effectiveness of this method. The results show that the lateral resistance in the proposed method was increased. In addition, numerical analyses by the two dimensional discrete element methods (DEM) were performed in order to clarify the resistance mechanism of the ground against lateral loading of pipe.

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Pullout resistance of reinforcement was very important factor to design the reinforced earth wall structure. Reinforced earth walls with discrete-layout reinforcements were constructed by considering the dilatancy effect. A series of small model test was performed to compare deformation behaviors. Difference in deformation behaviors of reinforced earth walls between normal-layout and discrete-layout reinforcements was discussed. The width of model reinforcement was changed among three types of the width such as full width, 10%, and 20% narrowing. In conclusion, horizontal displacement of front panel in 10% narrowing was smaller than that full width. The discretelayout has an advantage to reduce the horizontal displacement by selecting the reasonable width of reinforcement.

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The experiment al study was carried out for the purpose of investigating the structure of geo-cell using the urethane ground model and various kinds of geo-textile models. Improvement of soft ground and reduction of settlement of strip foundation by the geo-cell is targeted to study. Especially extensional rigidity and combination of geo-cell and geo-textile is focused on. The experimental behavior by the urethane ground model test s is analyzed as the fundamental references. The model test gave the ordinary results that the higher the rigidity of geo-textile is, the larger the reduction of settlement level is. This improvement effect show efficiently when geo-textile is installed in the tension zone of strip foundation. It is necessary to extend the result to develop the geo-cell structure as the stripe foundation. Hence the test result s is tried to interpret roughly by the elastic theory applied for the stripe foundation. It is expected to the prototype scale, actual materials, combination and piling through the elasticity.

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Tensile strength properties of HDPE geogrid, which was damaged by compaction in sandwich with gravel, were investigated. Damage level was evaluated by surface roughness measured by a laser microscope, and deformation of tensile tests was evaluated by image analysis method. Effect of damage level on tensile strength properties is discussed statistically. Achievement of this paper will contribute for design strength evaluation of geogrid.

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As a basic study for the constructing a model of soils mixed with crushed expanded plastic wastes, it was intended to estimate the compressive property caused by the deformation of the plastic wastes. A series of one-dimensional compression tests was executed using aluminum and expanded polystyrene rods, considering the effects of initial arrangement of rod-stacking. In the experiment, pictures of the states of compression were taken with digital camera. The images were analyzed by computer to calculate the volumetric change of plastic particles themselves and pore space, and considered from microscopic and geometric point of view. As a result, three more compressive components were added to the ordinary theory of compression (pore phase reduction by soil skeleton rearrangement). Firstly compression of the deformable particles themselves, secondly, pore phase reduction by deformation of the particle skeletons and thirdly, reduction caused by further rearrangement of deformable particles.

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Ballast flow may occur at the place where displacement of roadbeds is large in curve. Ballast flow cause deformation of ballast shape and deterioration of lateral ballast resistant force, therefore maintenance work must be carried out frequently in that place. To control ballast flow, a method to restrict movement of the ballast around edge of sleeper with geosynthetic bags was examined. This method was evaluated by compulsion vibration test which used real scale track model on the imitation soft roadbed. As a result, ballast flow occurred at the resonance frequency in case of the normal track, however, ballast flow didn't occur in case of the track reinforced with geosynthetic bags.

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The construction of embankment on soft ground often causes the differential settlement. A deep mixing method of soil stabilization and earth reinforcement technology using geogrid are used in order to reduce this settlement. It is usually considered that embankment load can be transferred with arching effect and membrane effect of geogrid. However, only the geogrid tensile stiffness in one direction of it orientation is considered for present design. The geogrid is a multidimensional structure and it is considered that a membrane effect is on not only one direction but also two or other direction depending on its orientation. The objective of this paper is to investigate the effect of anisotropy of geogrid stiffness on load transfer mechanism of pile-geogrid combined method using Discrete Element Method (DEM). As a conclusion, the load transfer mechanism depending on the geogrid orientation was clearly observed.

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Various reinforcement methods as a technique for decreasing the liquefaction damage have been proposed. However, most of them are large scale and very expensive such as soil improvement techniques and drain methods. Then simple and low-cost method are required. In this study, we carried out a series of experiments for a reinforcement method, which uses geotextiles, of existing oil storage tank foundations. At first, bearing capacity tests were performed to verify the reinforce effectivity of the method. Next, we carried out the shaking table tests to examine the effectivity of a new method by using the geotextile for decreasing the liquefaction damage. As the results, we could observe that the proposed method is effective for reinforcement of foundations of existing oil storage tanks.

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Deformation due to frost heaving has been reported on earth walls using geotextile materials in cold regions. Full-scale models have been constructed with a focus on replacement, drainage and heat insulation, and their strain and deformation were measured and compared with the conventional method. The results indicated the possibility of using the replacement and heat insulation methods for reducing deformation caused by frost heaving. In this study, further measurements were made for reinforced earth walls that were constructed one year ago, and three new types of frost-heaving control works with a focus on heat insulation were constructed. The results of measuring individual reinforcement walls revealed that strain and deformation caused by frost heaving remained after thawing, and worsened with freezing the following winter.

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In every year, the slope failure of embankment frequently took place in Japan. Main factors of such embankment failure are seepage flow in the embankment and surface erosion as well as lateral flow of the backfill due to saturation. It was considered that embankment stability against rainfall can be increase by draining of the porewater at the toe of slope as well as reinforcing of the backfill by using geosynthetics. In this paper, the effects of drainage of the porewater and reinforcing of the backfill with geosynthetics on embankment stability against rainfall were investigated by performing of a series of laboratory model tests. As the results of model tests, it was confirmed that drainage of the porewater and reinforcing of the backfill with geosynthetics is effective method to improvement embankment stability against rainfall.

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The pond at kobe airport is now reclaimed by using the dredged clay. It is urgent matter how to reduce the volume of the dredged clay with super high water content. In this study, the chemical as well as the physical properties of the clay were in detail examined. The variation of elastic shear modulus with water content was also examined in a consolidometer equipped with bender elements. The effects of flocculant to reduce the volume of the clay were examined in the laboratory. Also, the drainage performance of some PBDs was evaluated.

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Severe wave erosions caused by floods during every rain season are serious problem in Bangladesh. Vulnerable infrastructures are not only insufficient to protect human life, houses, livestock and their livelihoods, but also induce vicious circle of poverty with loss of economy activities and increase of maintenance costs. For this reason, it is essential to alleviate serious flood disasters caused by wave erosion, and to develop a cost-effective countermeasure against wave erosion for soil structures (e.g., road embankments, bridge abutment approaches). In this study, based on the soil bag reinforcement technology developed by National Institute for Rural Engineering (NIRE), we proposed a new countermeasure technology against wave erosion using Labor-Based-Technology (LBT) and available natural resources in Bangladesh. We reported the pilot test for road embankment (H=2.9 m, 1.0V:0.6H, L=28.0 m, total 1,776 bags,), which consist two type of slope protection sections using 980 jute bags and 796 geosynthetic bags.

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Based upon numerical analysis, the damage of a river dike caused by a localized torrential downpour is presumed to be related to the saturation of the dike, due to seepage water from the dike surface and blow off of pore air (air blow) following a rise in the seepage line in the dike. Since a river dike located at the downstream, where urbanization has been in progress, is composed of sandy soil consisting mainly of soft and fine particles, the river dike is considered to be easily damaged by pore air that has been enclosed within the dike body. In this study, by performing experiments using a dike model equipped with a rainfall generation apparatus, the behavior of a pore air mass captured by rainfall seepage and a rise in the river water level was investigated. When no countermeasures had been taken to the dike, a rise in the pore air pressure and an air blow phenomenon were confirmed following rainfall seepage and a rise in the river water level. When seepage prevention measures using an unbreathable - waterproof sheet had been taken, the pore air pressure below the sheet rose. When seepage prevention measures using a breathable - waterproof sheet had been taken, the effect of preventing rainfall seepage and that of reducing the pore air pressure were confirmed.

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The objective of this study is to consider a suitable geotextile filter to be hard to arise a clogging for fine-grained soils at a field site. This study was performed to focusing on a change of coefficient of permeability normal to plane on a kind of geotextile filter. A series of constant head permeability test on woven fabric geotextile filter was performed sandwiching in a geotextile filter between fine-grained geomaterial and gravel layer. Based on the test results and formally test results on non-woven geotextile filters, it was found that woven fabric geotextile filters in this study to be harder to arise a clogging than non-woven geotextile filters.

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A series of dynamic centrifuge model tests was carried out so as to investigate into both static and dynamic behaviors of segmental geosynthetic reinforced soil retaining walls (GRS walls). Based on the investigations on the seismic response of the GRS walls (e.g. inertia force, dynamic earth pressure, displacement), it was found that the mechanisms of the deformations and the response of the GRS walls can be explained by considering the combined deformation mechanism, which are backfill shear deformation and relative displacement between the segments.

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At the 1995 Hyogo Nanbu Earthquake, the spillways on small earth dam were seriously damaged. In general, spillways are made of heavy concrete materials. Therefore, if they are subjected to earthquake vibration, they can be displaced and failed due to inertia force. The authors of the study proposed the quakeproof lightweight spillway with geogrids and verified its validity by shaking table test. However, the mechanism of reinforced effect remains to be clarified. In this study, the shear deformation of surrounding ground was focused and the cyclic simple shear test was conducted against the proposed method. The small-scale tests with aluminum rods layer and the numerical simulations using the 2-dimensional discrete element method were conducted and mechanism of spillway behavior was clarified by these approaches. Both experiments and analyses found that the spillway displacement is decreased by pull-out resistance of reinforcement materials.

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Centrifuge model tests and dynamic effective stress FEM analyses were carried out to evaluate the effect of deformation control method for embankment by using geosynthetic sandwiched between gravel. The cases carried out were 1)no counter measure, 2)geosynthetic, 3)this new method. The settlement of shoulder of the slope decreased nearly 35% by using this new method compare to no counter measure case. Case2) showed only 15% decreased. Horizontal expansion between the toes of slope also decreased about 70%. In addition, measured acceleration of embankment after liquefaction in all case decreased significantly. By using dynamic stress analysis, general tendency of this deformation control effect could be simulated. This new counter measure is expected as a promising candidate to keep the embankment robust during liquefaction.

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In the embankment for the slab track of Shinkansen, there are a lot of restrictions and it influences the construction cost for the improvement of the seismic effeciency and the decrease of maintenance. The expansion that material of the embankment is applied and the development of the method that rapid construction is possible were needed to construct more economical embankment. Then, we have developed pile slab track soil embankment that reinforced by geogrid against material with a lot of fine-grained soil etc, and supported concrete roadbed by piles with soil stabilization. We define the seismic behavior, response, and subsidence properties etc, from shaking table test and report the effect of material reinforced embankment and piles with soil stabilization.

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Effects of the height of the transversal member of tensile reinforcement on the pull-out resistance were evaluated experimentally. Despite a limited extent of test condition, the test results indicate that, due to a large height of the transversal member, a geocell could exhibit a higher pull-out resistance than ordinary geogrids. It was also found that this advantageous feature can be fully taken by increasing the longitudinal tensile stiffness of geocell. The seismic stability of an integral bridge having backfill reinforced with geocell layers connected to the facing was evaluated by performing a shaking table test. The test results showed that the seismic stability of integral bridge increases considerably by reinforcing the backfill with a geocell, but the increased seismic stability was not as large as the one attained by reinforcing the backfill with geogrid layers. It is suggested that the seismic stability can increase by increasing the longitudinal tensile stiffness of a geocell that reinforces the backfill.

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The seismic stability of the conventional-type bridge, comprising a pair of cantilever-type abutments (e.g., gravity-type or L-shaped RC structure) supporting a girder on their top via fixed and movable bearings with the unreinforced backfill, is rather low. With Integral Bridges, the girder is integrated to a pair of RC abutments. A new type, called the GRS Integral Bridge, comprising a girder integrated to the top of a pair of RC facings with the backfill reinforced with geogrid layers connected to the facings, has a much higher seismic stability. The seismic stability increases by cement-mixing part of the reinforced backfill. By analyzing the results of shaking table tests on three Integral Bridge types by the one-degree-of-freedom dynamic theory, it is shown that the seismic stability increases with an increase in the dynamic strength, the dynamic ductility and the damping capacity.

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A series of dynamic centrifuge model tests was carried out so as to investigate into both static and dynamic behaviors of segmental geosynthetics reinforced soil retaining walls (GRS walls). This paper begins with the reviews of background of the design methodology of the GRS walls and further requirements for the development of more rational design procedure. Second, model test procedures and test conditions are briefly summarized. A series of the comparison of model test behaviors with the results of the stability analyses at the normal conditions was also carried out. It clarified that current design methodology tends to overestimate the required tensile resistances of the reinforcements although the results of analyses could express the normal stability of the GRS walls at the normal conditions qualitatively.

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A series of dynamic centrifuge model tests was carried out so as to investigate into both static and dynamic behaviors of segmental geosynthetics reinforced soil retaininGWalls (GRS walls). Based on the results from the model tests, failure mechanisms of the GRS walls were investigated. It was found from the investigations of the failure processes of the GRS wall models that the extensions of the reinforcements did not accumulate the deformations of the GRS walls while the local instability of the facing panel resulted into the catastrophic failure of the models. The importance of the auxiliary reinforcement was also highlighted because the local instability of the facing panel did not occur at the facing panel with the auxiliary reinforcements.

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The life cycle analysis method is proposed for geogrid reinforced soil wall. The proposed method evaluates life cycle cost as total cost of initial cost, maintenance cost and repairing risk. For the repairing risk, reliability analysis method which is considerable ductility of geogrid reinforced soil wall is used. Base on results of life cycle analysis, it is shown that geogrid reinforced soil wall has a strong advantage against L-shaped RC wall or no-reinforced embankment. Content of this paper is from achievement produced by Technical Committee: Stage 4 established in IGS Japan chapter (2007-2009).

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It is important how to estimate initial, maintenance and repairing costs for valuable life cycle analysis. Authors propose the standard method for estimation of these basic costs to evaluate life cycle cost of geogrid reinforced soil wall. Technical guide of Ministry of Land, Infrastructure, Transport and Tourism and construction management book published from Construction Research Institute of Japan were referenced in developing of initial or maintenance cost estimation. Scenario for all-repairing due to earthquake disaster was considered in developing of repairing cost estimation. This paper explains the developed estimation methods and compares basic costs of geogrid reinforced soil wall with L-shape wall or no-reinforced embankment. Content of this paper is from achievement produced by Technical Committee: Stage 4 established in IGS Japan chapter (2007-2011).

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This paper describes a precise technique to compute seismic deformation of unreinforced and reinforced earth slopes using a low discrepancy sequence Monte Carlo (LDSMC) technique and these seismic life cycle costs. The life cycle cost is summed the initial construction cost obtained from the actual construction information and reconstruction cost assumed on certain reconstruction method. From the results of the seismic life cycle calculation, the life cycle cost of reinforced earth slope is lower than that of the unreinforced earth slope. The paper shows the efficiency of the life cycle cost evaluation rationally and quantitatively.

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Recent huge earthquakes have caused severe and small damage to a number of geogrid-reinforced soil walls. For proper repair or reconstruction, it is necessary to evaluate degree of damage of those structures. In this research, the pullout test of geogrid subjected to the unloading-reloading process was carried out to learn its effects on the pullout resistance. The results were then used to evaluate the factor of safety and sliding surface of the damaged geogrid reinforced soil wall. GRSW models in centrifuge shaking and tilting table tests under 50G were performed. The damaged GRSW models were first achieved by both shaking and tilting. The damaged GRSW were then subjected to unloading-reloading process until the full collapse occurred. The pullout peak value and residual value using in current design of GRSW were also discussed.

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This study aims to achieve the independent reinforced soil wall with pile foundation (Piled Geo-wall); whish can be built at narrow construction site such as beside of mountainous road and so on. In the previous period, the effectiveness of the application of pile foundation to improve lateral resistance of the independent reinforced soil structure was confirmed from a dynamic centrifuge test. Therefore, fundamental lateral resistance of Piled Geo-wall was investigated from static loading tests on the real scale model of Piled Geo-wall and normal Geo-wall without pile in this time.

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The rockfall protection wall using geosynthetics reinforced soil has been applied to many rockfall protecting works because it is flexible and has high impact absorption performance against the rockfall compared with the concrete retaining wall. However, the width of rockfall protection wall must be widened as the rockfall energy increases so that it is difficult to construct in the narrow width place. Consequently, authors carried out a full scale test in which the impact energy was acted on the Piled Geo-wall with high horizontal resistance. This paper presents the results of tests and impact absorption performance of Piled Geo-wall.

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Expanded Poly-Styrene, i.e. EPS is heaped up on a rockfall protection structure such as a rockshed, and the layer-built EPS has a good effect on defusing the impact force of a rockfall. The thickness of layer-built EPS must not be increased in proportion to the magnitude of a rockfall, since the workability andeconomical efficiency become bad and irrational in case of a hugerockfall. In order to improve the performance of layer-built EPS weight free-fall tests were carried out on the layer-built EPS reinforced with Geogrids which were put between the EPS layers. It was found in this investigation that the layer-built EPS reinforced with Geogrids has a good performance against rockfalls.

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Full-scale slope-rockfall tests were carried out in order to confirm the rockfall protection performance of soil-walls reinforced with two alternating kinds of geogrids. Moreover, cushioning layers made of geocells filled with relatively small gravel were arranged on the upstream side of reinforced soil-walls to buffer and disperse the impact of rockfalls. The reinforced soil-walls were demonstrated to have excellent performance as rockfall protection structures. Advanced techniques to measure the impact force of rockfalls rolling down actual slopes and design essentials of reinforced soil-walls were also developed.

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In July, 2009, a falling rock disaster occurred at Mt. Fuji the fifth stage. Though this disaster outbreak slope is a slow incline, a falling rock arrives at the suffering point and develops into a serious disaster. After disaster outbreak, I simulated a falling rock course based on a field work, and it was executed the work a falling rock protection reinforcement soil retaining wall mechanic (a Geo-Rock wall method of construction) which I could cope with a high energy falling rock as the measures mechanic that could cope with an assumed falling rock scale in future, and could consider a scene. I report the example of the real falling rock protection reinforcement soil retaining wall mechanic executed the work on the basis of design procedures from investigation of the disaster outbreak mechanism to the measures mechanic choice in this article.

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The capacity of geosynthetic clay liners (GCLs) to attenuate metals and metalloids such as Al, Fe, Cu, Zn, As, and Pb was evaluated in this study. For this purpose, free swell, sorption, and hydraulic conductivity tests on a needlepunched geosynthetic clay liner against a pH 3 artificial acid rock drainage (ARD) were conducted. Free swelling tests showed that at high metal concentration, the swell index decreased dramatically. Sorption test results showed that Na-bentonite had high capacity to sorb metals and metalloids. Hydraulic conductivity tests showed that k was 10 times lower when GCL was prehydrated with water, before permeating with ARD. Effluents were also evaluated in each case and results showed that the GCL tested has strong attenuation capacity toward metals and metalloids present in ARD, although desorption was observed in some cases.

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Landfill cap cover that simultaneously suppresses water infiltration to the waste and promotes rapid gas permeation is demanded. We have developed geocomposites (GCs), comprising a micro-porous sheet which is waterproof but have gas permeability, coated with nonwovens to protect it, and investigated the characteristics of GCs as a landfill cap cover. In this study, waterproof characteristics of GC under tensile deformation were evaluated by examining the resistance to water penetration (RTWP) of GC after tensile deformations. Results showed that the RTWPs of GC remained unchanged even when tensile strain of GC in longitudinal direction, which was applied under restraining deformation in width direction, reached approximately 90% of that at breakage.

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As per the landfill constructed in the sea, the unimproved subground consolidates as the filling the waste proceeds. This causes to differential settlement between the shore bank and subgroud and leads that the barrier sheet is forced to cause tensile strain and tensile stress within the sheet. In this paper, the authors conducted the large tests that modeled the barrier system subjected to differential settlement, using soil tank made of concrete and water-bag which can simulate the consolidation behavior of soft ground by drawing the water from water bag. Two types of sheets of which rigidity are different, LLDPE and PVC, were used. As a result, it is found that the tensile strain breaks out in bell-shape distribution having the maximum tensile strain at the boundary of stable part and the subsiding part.

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The GEO-TUBE METHOD, a geotextile tube dehydration method, is capable of making a high-watercontent cohesive soil or a soft soil which accumulating in lakes possible to be used as embankments. This capability is brought by the permeability and the tension of the geotextile tube. By filling the cohesive or soft soil to it, they will be dehydrated and reduced in weight, and therefore could be piled to make embankments being contained in the tube. Additionally, its filtration ability allow to purify drainage from itself, by containing contaminants within the tube with things such as soil particles or suspended solids strongly adsorbed.
Actually, the result of the survey of this filtration ability done when the excavation of polluted sediments using The GEO-TUBE METHOD was conducted in harbor, showed that the tube should deserve acclaim for its filtration ability.

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Vacuum dewatering method with geotextile tube, which applied vacuum consolidation to Geotextile tube dehydration method, was previously proposed. The proposed method is the technology for improving the performance of dewatering and volume reduction by providing a simple drainage layer in a geosynthetics bag and applying vacuum pressure in the drainage layer. In this paper, the very easy method was newly proposed in order to improve the workability and dewatering performance in a narrow space like an intermountain area and small pond. The method is to install several plastic board drains with sealing caps between two heaped dewatering bags. Dewatering tests in indoor and the field were carried out, and the validities were verified.

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The disposal of the dredged mud has become a worldwide problem recently. There are urgent demands for developing alternatives to dispose the dredged material in a more economical and environment-friendly manner. In this paper, siphon method is proposed to dewater the high-water-content dredged mud with horizontally installed plastic drainage plate. A series of parallel tests are conducted to preliminarily investigate the dewatering and strength behavior of the dredged mud with vacuum and siphon methods, respectively. On the basis of the test results, siphon method is proved to be an effective and energyfree approach to dewater the dredged slurry.

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