Showing papers on "Lateral earth pressure published in 2009"
TL;DR: A series of laboratory soil-nail pullout tests have been carried out on a completely decomposed granite soil in nearly saturated condition under a combination of different grouting pressures and overburden stresses.
Abstract: Grouted soil nails are widely used in slope stabilization. The influence of both grouting pressure and overburden stress on the soil-nail pullout interface shear resistance is still not well understood due to the complex of soil-grout interactions. A series of laboratory soil-nail pullout tests have been carried out on a completely decomposed granite soil in nearly saturated condition under a combination of different grouting pressures and overburden stresses. The pullout tests simulate the real construction process of a soil nail, including establishment of initial soil stresses in a soil slope, drilling a hole with stress release, grouting, and soil-nail pullout when the slope is sliding. The pullout box is well instrumented. Test data are collected automatically by a data logger. Typical test results are presented, explained, and discussed in this paper. The soil-nail interface shear resistance data from all tests are analyzed and interpreted. The study shows that the grouting pressure and overburden stress have interactional influence on the soil-nail pullout resistance. Based on the test results, a new empirical liner equation with two grouting pressure dependent parameters is proposed for calculation of soil-nail pullout resistance considering both grouting pressure and overburden stress. New understandings and findings from the study are presented.
99 citations
TL;DR: In this paper, the authors derived an analytical expression for the total active force on the retaining wall for c-phi soil backfill considering both the horizontal and vertical seismic coefficients, and compared these results with those obtained from earlier analytical expressions for the active force under seismic conditions, and found a similar trend of variation.
Abstract: This technical note describes the derivation of an analytical expression for the total active force on the retaining wall for c-phi soil backfill considering both the horizontal and vertical seismic coefficients. The results based on this expression are compared with those obtained from earlier analytical expressions for the active force for c-phi soil backfill under seismic conditions, and found to have a similar trend of variation. The parametric study shows that the inclination of the critical failure plane with the horizontal plane decreases with the increase in values of seismic coefficients; the decrease being more for their higher values. The total active force increases with the increase in value of horizontal seismic coefficient; while it decreases with the increase in value of vertical seismic coefficient except for a very high value of horizontal seismic coefficient. Design charts are presented for various combinations of horizontal and vertical seismic coefficients (kh and kv), and values of cohesion and angle of shearing resistance for estimating the total active force on the retaining wall for c-phi soil backfill for practical applications.
93 citations
TL;DR: In this paper, a cast-in-situ concrete-rigid facing geogrid reinforced soil retaining wall in the Gan (Zhou)-Long (Yan) railway main line of China was monitored during construction.
88 citations
TL;DR: In this article, the relationship between ground pressure and deformation at the final state prevailing far behind the face is not unique, but depends on the support characteristics, because these affect the stress history of the ground surrounding the tunnel.
84 citations
TL;DR: A tactile pressure sensor is an array of small sensing units, called sensels, embedded in a polymeric sheet or pad that measures the magnitude and distribution of stresses normal to the sheet surface as mentioned in this paper.
Abstract: This paper provides an assessment of tactile pressure sensors for geotechnical applications. A tactile pressure sensor is an array of small sensing units, called sensels, embedded in a polymeric sheet or pad that measures the magnitude and distribution of stresses normal to the sheet surface. Methods for minimizing the effects of shear on sensor measurements are discussed and the efficacy of these methods are demonstrated by laboratory experiments. The time-dependent characteristics of the sensors are evaluated and recommendations are provided for measurements that account for time-dependent effects. Tactile pressure sensor measurements in response to vertical loading and unloading and to lateral loads on full-scale pipelines affected by large horizontal ground movements are compared with independent measurements of the loads. Sensor measurements are used to show the distribution of normal stress on pipelines subject to large lateral soil movement.
72 citations
TL;DR: A backfilled room-and-pillar test section of the Buick Mine near Boss, Missouri, USA, has been used for nearly 16 years to monitor long-term underground safety by supporting the mine roof and maintaining the strength of support pillars as discussed by the authors.
67 citations
TL;DR: In this article, a full-scale cyclic lateral load test of an abutment backwall configured to represent the dimensions ( 1.7 m height), boundary conditions, and backfill materials (compacted silty sand) that are typical of California bridge design practice is presented.
Abstract: Bridge abutments typically contain a backwall element that is designed to break free of its base support when struck by a bridge deck during an earthquake event and push into the abutment backfill soils. Results are presented for a full-scale cyclic lateral load test of an abutment backwall configured to represent the dimensions ( 1.7 m height), boundary conditions, and backfill materials (compacted silty sand) that are typical of California bridge design practice. An innovative loading system was utilized that operates under displacement control and that assures horizontal wall displacement with minimal vertical displacement. The applied horizontal displacement ranged from null to approximately 11% of the wall height (0.11H) . The maximum earth pressure occurred at a wall displacement of 0.03H and corresponded to a passive earth pressure coefficient of Kp =16.3 . The measured force distribution applied to the wall from hydraulic actuators allowed the soil pressure distribution to be inferred as triangula...
61 citations
TL;DR: In this paper, a laboratory soil nail pullout box with full instrumentation and a special pressure grouting was introduced to evaluate the interface shear strength between a soil nail and the surrounding soil, which is required in the design analysis and safety assessment of a soil nailed structure such as a slope, retaining wall or excavation.
Abstract: The interface shear strength between a soil nail and the surrounding soil is required in the design analysis and safety assessment of a soil nailed structure, such as a slope, retaining wall or excavation. It has been found that a number of factors may influence the interface shear strength, such as the normal stress, soil properties, soil nail surface roughness, degree of saturation and grouting pressure. Some initial results from field pullout tests on soil nails grouted under pressure have indicated that the grouting pressure contributes to the pullout resistance. Pressure grouting is a cost-effective method for increasing the soil nail pullout resistance, thus improving the performance of the nailed structure. Studies on the soil nail failure mechanisms and quantitative data from tests investigating how grouting pressure influences the pullout resistance are, however, very limited. First, this paper introduces a laboratory soil nail pullout box with full instrumentation and a special pressure grouting...
59 citations
TL;DR: In this paper, one-g shake table experiments were conducted to explore the response of single piles due to liquefaction-induced lateral soil flow, where piles were embedded in saturated Medium Relative Density (Dr) sand strata 1.7-5.0 m in thickness.
Abstract: One-g shake-table experiments are conducted to explore the response of single piles due to liquefaction-induced lateral soil flow. The piles are embedded in saturated Medium Relative Density (Dr) sand strata 1.7–5.0 m in thickness. Peak lateral pile displacements and bending moments are recorded and analyzed by uniform and triangular pressure distributions. On this basis, the observed levels of pile bending moment upon liquefaction suggest a hydrostatic lateral pressure approximately equal to that due to the total overburden stress. Using the experimental data, comparisons with current recommendations are made, and the Showa Bridge case history is briefly assessed.
58 citations
TL;DR: In this article, a series of centrifuge model tests was conducted to investigate the behavior of pile groups of various sizes and configurations behind a retaining wall in very soft clay, and the test results revealed that the induced bending moment on an individual pile in a free-head pile group is always smaller than that on a corresponding single pile located at the same distance behind the wall.
Abstract: A series of centrifuge model tests was conducted to investigate the behavior of pile groups of various sizes and configurations behind a retaining wall in very soft clay. With a 1.2-m excavation in front of the wall, which may simulate the initial stage of an excavation prior to strutting, the test results reveal that the induced bending moment on an individual pile in a free-head pile group is always smaller than that on a corresponding single pile located at the same distance behind the wall. This is attributed to the shadowing and reinforcing effects of other piles within the group. The degree of shadowing experienced by a pile depends on its relative position in the pile group. With a capped-head pile group, the individual piles are forced to interact in unison though subjected to different magnitudes of soil movement. Thus, despite being subjected to a larger soil movement, the induced bending moment on the front piles is moderated by the rear piles through the pile cap. A finite element program developed at the National University of Singapore is employed to back-analyze the centrifuge test data. The program gives a reasonably good prediction of the induced pile bending moments provided an appropriate modification factor is applied for the free-field soil movement and the amount of restraint provided by the pile cap is properly accounted for. The modification factor applied to the free-field soil movement accounts the reinforcing effect of the piles on the soil movement.
56 citations
TL;DR: In this article, a general tangential stress coefficient is used instead of the Haar & von Karman hypothesis in the slip line method, and its effect on the earth pressure is discussed.
TL;DR: In this paper, a model for predicting displacement-dependent lateral earth pressure was proposed based on an earth pressure − displacement relationship commonly observed in practice, and the proposed model is a monotone model.
Abstract: A model for predicting displacement-dependent lateral earth pressure was proposed based on an earth pressure – displacement relationship commonly observed in practice. The proposed model is a monot...
TL;DR: In this article, a new approach is suggested to determine the active earth pressure on retaining walls with reinforced and unreinforced cohesive-frictional backfill based on the horizontal slices method.
TL;DR: In this paper, the authors established a benchmark test using a simple statically determinate approach, in order to check if different design procedures satisfy equilibrium, and examined three existing design methods: AASHTO, National Concrete Masonry Association, and K and subscript o-stiffness.
Abstract: Common design of MSE walls is based on a lateral earth pressure approach. A key aspect in design is the determination of the reactive force in each reinforcement layer so as to maintain the system in equilibrium. This force leads to the selection of reinforcement with adequate long term strength. It is also used to calculate the pullout resistive length needed to ensure the capacity of each layer to develop strength. Lateral earth pressures used in design may or may not satisfy basic global equilibrium of the reinforced soil mass. Hence, the present work establishes a benchmark test using a simple statically determinate approach, in order to check if different design procedures satisfy equilibrium. Basic statics indicate that such a test is necessary, but not sufficient, to ascertain the validity of the calculated reactive force. Three existing design methods are examined: AASHTO, National Concrete Masonry Association, and K and subscript o-stiffness. AASHTO, which is the simplest to apply and generally considered conservative, satisfies the benchmark test. However, it may yield very conservative results if one considers the facing to play a major role. NCMA is likely satisfactory if one explicitly accounts for the facing shear resistance in assessing the reaction in the reinforcement. The emerging K and subscript o-stiffness approach, which is empirical, may violate statics potentially leading to underestimation of the reinforcement force.
TL;DR: In this article, the authors analyzed the interaction among wall, reinforced layers, and fill using the finite element software, MARC, and evaluated the stress distribution of the geocell flexible retaining wall.
Abstract: Geocell flexible retaining wall is a new type of retaining structure constructed by stacking three-dimensional network geocells filled with soil or gravel. The writers analyzed the interaction among wall, reinforced layers, and fill using the finite element software, MARC, and evaluated the stress distribution of the geocell flexible retaining wall. Field testing was conducted to measure the lateral earth pressure of a geocell flexible retaining wall constructed on an expressway in central north China's Shanxi Province. It was shown that the deformation of flexible retaining wall was significantly influenced by the width of wall, distance between adjacent reinforced layers, and foundation modulus. The width of wall affected the stress level noticeably. The horizontal displacement of reinforced layers increased as the external load applied on the fill behind the wall increased. The horizontal stress of tied reinforced layers developed in three phases: bending, stretching-bending, and stretching as the external load increased. Economic analysis demonstrated that the cost of geocell flexible retaining wall can be reduced by 24%, which brings about remarkable economic benefits.
TL;DR: In this article, a large-scale test on a pile group and a sheet pile quay wall which were subjected to liquefaction-induced large ground deformation was conducted at the National Research Institute for Earth Science and Disaster Prevention (NIED), Hyogo Earthquake Engineering Research Center, Japan.
TL;DR: A parametric analysis of the material properties of concrete shows that the compressive strength of concrete has a dominant effect on the load-carrying capacity, although the compressed fracture energy of concrete remarkably influences the post-peak deformation behavior of the tunnel.
Abstract: : This article presents a brief description and summary of the testing of scale models of concrete tunnels subjected to diagonally concentrated loads. Based on the experimental findings, an extended discussion is carried out to select a rational compressive model for concrete that represents the dominant failure modes of deformed concrete tunnels. Three main dominant final failure modes are described: structural failure due to the plastic rotation of softening hinges, tensile failure caused by localized cracks, and material failure due to concrete deterioration. A parametric analysis of the material properties of concrete shows that the compressive strength of concrete has a dominant effect on the load-carrying capacity, although the compressive fracture energy of concrete remarkably influences the post-peak deformation behavior of the tunnel. Moreover, the soil pressure, which is regarded as a distributed external load, plays an important role in controlling the final failure modes and the deformation behavior of concrete tunnels. The size effect on the load-carrying capacities of different-sized concrete tunnels is also discussed based on the numerical simulations.
TL;DR: In this article, the critical technology of earth pressure balance (EPB) control in shield tunneling has been discussed, and a theoretical principle for EPB control is proposed, on the assumption that the conditioned soil in the working chamber of the shield is plasticized.
Abstract: This paper mainly deals with the critical technology of earth pressure balance (EPB) control in shield tunneling. On the assumption that the conditioned soil in the working chamber of the shield is plasticized, a theoretical principle for EPB control is proposed. Dynamic equilibrium of intake volume and discharge volume generated by thrust and discharge is modeled theoretically to simulate the earth pressure variation during excavating. The thrust system and the screw conveyor system for earth pressure control are developed based on the electro-hydraulic technique. The control models of the thrust speed regulation of the cylinders and the rotating speed adjustment of the screw conveyor are also presented. Simulation for earth pressure control is conducted with software AMESim and MATLAB/Simulink to verify the models. Experiments are carried out with intake control in clay soil and discharge control in sandy gravel section, respectively. The experimental results show that the earth pressure variations in the working chamber can be kept at the expected value with a practically acceptable precision by means of real-time tuning the thrust speed or the revolving speed of discharge system.
TL;DR: In this article, a study on the seismic active earth pressure behind a rigid cantilever retaining wall with bilinear backface using a pseudo-dynamic approach is presented.
TL;DR: In this article, an alternative pseudo-dynamic method proposed by Steedman and Zeng, and further modified by Choudhury and Nimbalkar, that considers the above effects is presented.
Abstract: Numerous pseudo-static methods are available for assessing the seismic stability of reinforced soil walls. These methods consider the dynamic effects of earthquake loading by adding a pseudo-static seismic earth pressure component to the static earth pressure force; they do not consider the effects of time or of body waves travelling through the wall. Hence these approaches provide an approximate and conservative solution. This paper considers an alternative pseudo-dynamic method proposed by Steedman and Zeng, and further modified by Choudhury and Nimbalkar, that considers the above effects. Most of the available methods for analysing the stability of reinforced soil walls consider only the axial resistance of the reinforcement to pullout. However, the failure surface in a reinforced soil structure nearly always intersects the reinforcement layers obliquely, and thus subjects the reinforcement to an oblique force imposed by the sliding mass of soil. The seismic stability of reinforced soil walls is invest...
Patent•
20 May 2009
TL;DR: In this article, a comprehensive testing system for a shield tunnel structural model, which comprises a soil horizon simulating and soil pressure loading device and a tunnel structural models, is presented.
Abstract: The invention provides a comprehensive testing system for a shield tunnel structural model, which comprises a soil horizon simulating and soil pressure loading device and a tunnel structural model; the soil horizon simulating and soil pressure loading device is a simulated soil body cavity enclosed by steel plates; a horizontal reaction frame is arranged outside the soil body cavity; a horizontal soil pressure jack is connected between each edge of the reaction frame and the soil body cavity; the tunnel structural model is attached with a uniform water pressure loading device and a non-uniform water pressure loading device, and is axially and vertically arranged in the center of the soil body cavity; simulation testing soil is filled between the tunnel structural model and the soil body cavity; the upper part of the soil body cavity is covered by a steel cover board; a vertical reaction portal frame is arranged above the soil body cavity; and a vertical soil pressure jack is connected between the lower part of a girder of the vertical reaction portal frame and the steel cover board. The system can simulate interactions between tunnel structures in different forms of fractures with the stratum under different stratigraphic and hydrologic conditions, and more truly simulate the environment conditions of the tunnel structures with more accurate and reliable test data, thereby providing more reliable safeguard for shield tunnel constructions.
05 Oct 2009
TL;DR: An effective soil pressure sensor for geotechnical applications based on Fibre Bragg Gratings is presented in this paper, which simultaneously measures total soil pressure and pore pressure, allowing the calculation of the effective stress of soil.
Abstract: An effective-soil-pressure sensor for geotechnical applications based on Fibre Bragg Gratings is presented. The sensor simultaneous measures total soil pressure and pore pressure, allowing the calculation of the effective stress of soil. Calibration of the sensor using pressurised air demonstrated a pressure sensitivity of 2.02x10 -3 ± 2.84x10 -5 nm/kPa and 1.87x10 -3 ± 6.88x10 -5 nm/kPa for the total and pore pressure respectively. This corresponds to a pressure resolution of 4.95x10 -1 kPa and 5.46x10 -1 kPa for total and pore pressure using a 1pm interrogation system. Measurements undertaken in two types of soil demonstrated dependence of the total pressure sensitivity on soil density/stiffness. Pore pressure measurements agreed well with the preliminary calibration.
TL;DR: In this paper, the problem of active earth pressure on rigid retaining wall is formulated in terms of the calculus of variations by means of Lagrange multipliers, and is transcribed as the functional of extreme value problem by two undetermined function arguments, and further transformed into determining the minimax solution of restrained functions incorporating geometrical relations of the problem.
Abstract: Within the framework of limiting equilibrium approach, the problem of active earth pressure on rigid retaining wall is formulated in terms of the calculus of variations by means of Lagrange multipliers. It is transcribed as the functional of extreme-value problem by two undetermined function arguments, and is further transformed into determining the minimax solution of restrained functions incorporating the geometrical relations of the problem. The function of (fmincon) in the optimization toolbox of MATLAB 6.1 can be used to find the minimax solution. Computation results show there exist two kinds of modes of failure sliding along plane surface and rotating around log-spiral cylinder surface when the soil behind the walls reaches the critical active state. The magnitude of active earth pressure in the case of translational mode is less than that in the case of rotational mode. The location of action point of earth pressure in the case of translational mode is at or below height of the wall, and in the case of rotational mode, is above height of the wall. Preliminary study indicates a pair of numbers by two theoretical modes can be regarded as an interval estimation of active pressure. Copyright © 2009 John Wiley & Sons, Ltd.
Patent•
08 Apr 2009
TL;DR: In this article, a construction method that a composite soil pressure balanced shield machine passes through a shallow sand layer rich in water, pertaining to the technical field of tunnel construction, is presented.
Abstract: The invention discloses a construction method that a composite soil pressure balanced shield machine passes through a shallow sand layer rich in water, pertaining to the technical field of tunnel construction. When the composite soil pressure balanced shield machine passes through the shallow sand layer rich in water, an injecting system is arranged at the position of a pressure plate and a cutter head of the shield machine so as to inject a matter-a foaming agent, or bentonite, or a macromoleclar polymer, or the mixture of the three, which has the performances of rapid volume expansion and viscosity increase after absorbing water, into the front shallow sand layer rich in water; the shallow sand layer rich in water is rapidly expanded, soil entering an integral pressure cabin is caused to form plastic flow state, and the soil is caused to reach the permeability coefficient of lower than the magnitude of 10 cm/s which is needed by the construction and the caving degree of 10 to 15cm. The technical proposal is scientific and reasonable, simple and easy to implement, can acquire obvious technique effect, adopts the composite soil pressure balanced shield machine for passing through the shallow sand layer rich in water successfully and acquires satisfactory construction quality as well as guarantees the construction period.
Patent•
26 Aug 2009
TL;DR: In this paper, a utility model relates to a soil pressure balancing-type shield construction process simulating tester, where a model shield machine is arranged inside a rectangular soil body cavity with the upper part being opened and filled with simulated soil body.
Abstract: The utility model relates to a soil pressure balancing-type shield construction process simulating tester; a model shield machine is arranged inside a rectangular soil body cavity with the upper part being opened and is filled with simulated soil body, and the axle line of the model shield machine is overlapped with the axle line of the soil body cavity; a concrete bedding layer is covered on the simulated soil body, and the upper surface of the concrete bedding layer is connected with a horizontal loading beam through two or more soil pressure jacks, and the horizontal loading beam is connected with the bottom part of the soil body cavity through an anchor rope; and a soil pressure box, a fiber grating sensor and a displacement meter are arranged inside the simulated soil body, and the soil pressure box, the fiber grating sensor and the displacement meter are electrically connected with a data collecting and processing device. The tester can conveniently and truly effectively simulate the influence of the subway interval shield channel construction on the ground layer and the periphery environment, thereby providing true and correct experiment data for the channel construction and design, and ensuring the high efficiency and safety of the urban shield tunnel construction.
TL;DR: In this paper, the authors describe the development and implementation of an experimental program to measure in-situ triaxial normal stresses and strains during static and vibratory roller passes.
Abstract: The measurement of soil properties via roller compactor-integrated instrumentation has gained increased attention. Employing roller-based measurement of mechanistic soil properties for quality assurance or performance prediction has significant potential benefits. To advance the development and understanding of static and vibratory roller measurement systems, the geotechnical community must better understand soil behavior during roller loading. This paper describes the development and implementation of an experimental program to measure in-situ triaxial normal stresses and strains during static and vibratory roller passes. Field tests revealed complex triaxial stress-strain behavior with near plane-strain conditions beneath the center of the drum. The observed stress response matched well with behavior predicted by Hertzian elastic contact theory. The soil stiffness dependent drum/soil contact width plays a significant role in stress distribution and depth of influence of the roller. The influence of drum vibration and static roller weight are visible in stress and strain measured during vibratory operation. The curved drum significantly influences the induced stresses and strains. The results presented here reveal that rollers induce stresses and strains to depths approaching 2 m and that the stress state imparted by the roller is more complex than that used in resilient modulus testing.
Patent•
04 Feb 2009
TL;DR: In this paper, a method for embedding a side-direction soil pressure sensor in the soil and a device thereof, which belongs to the technical field of construction engineering, is described.
Abstract: The invention relates to a method for embedding a side-direction soil pressure sensor in the soil and a device thereof, which belongs to the technical field of construction engineering. The device comprises a sensor installation pipe, an extension pipe, a soil pressure sensor, a protective steel jacket, a U-shaped protective steel clip, a rigging screw, a connector pipe, a data transmission guide wire and a data collection instrument. The data transmission guide wire of the soil pressure sensor is connected with the data collection instrument. A notch is arranged in the center of the sensor installation pipe; the soil pressure sensor is put into the protective steel jack and then the soil pressure sensor and the protective steel jack are embedded in the notch; the U-shaped protective steel clip and the rigging screw are used to fix; the connector pipe is used to extend the sensor installation pipe and the extension pie to the design length; the pipes are put into a soil drilling hole; the guide pipes are fixed temporarily, and then fine sand is backfilled into the drilling hole; after the fine sand is consolidated, and the side direction soil pressure test is carried out. The invention has the advantages of convenient installation and operation, economy and practicality, high survival rate of the sensor embedded, capability of quite accurately measuring the side direction soil pressure in the soil, and accurate and reliable test result.
TL;DR: In this article, the authors focused on tunnel deformation caused by earth pressure, and attempted to apply numerical analysis to the situation, which demonstrated the applicability of determination for appropriate timing and countermeasure types.
Abstract: Some mountain tunnels suffer from deformation and cracks caused by earth pressure, and such damage can progress with the passage of time for some tunnels. Due the unknown variables involved in the time-dependent deformation and destruction behavior of such tunnels, no maintenance management method has yet been established. In this study, we focused on tunnel deformation caused by earth pressure, and attempted to apply numerical analysis to the situation. As the result of the study, we achieved simulation of the behavior of tunnel deformation as time progressed and demonstrated the applicability of determination for appropriate timing and countermeasure types.
TL;DR: In this article, an analytical method has been proposed to predict the ultimate uplift capacity of single vertical piles embedded in sand considering arching effect, which takes into consideration of various pile and soil parameters such as length (L), diameter (d), angle of internal friction of soil (ϕ), soil pile friction angle (δ), and unit weight of soil(γ).
Abstract: An analytical method has been proposed to predict the ultimate uplift capacity of single vertical piles embedded in sand considering arching effect. The present analysis takes into consideration of various pile and soil parameters such as length (L), diameter (d) of the pile, angle of internal friction of soil (ϕ), soil pile friction angle (δ) and unit weight of soil (γ). A modified value of coefficient of lateral earth pressure in uplift has been developed considering the arching effect of soil. A comparative assessment of the uplift capacity of piles predicted by using proposed theory and the existing available theories is made with the existing field and model test results. It has been observed that the present model considering the arching effect predicts the results closer.
TL;DR: In this article, a test series is conducted to measure static and dynamic lateral earth pressure on a 1.7 meter high bridge abutment wall, which is displaced horizontally into the dense sand backfill, in order to record the passive force-displacement relationship.
Abstract: SUMMARY During strong seismic excitation, passive earth pressure at the abutments may provide resistance to longitudinal displacement of the bridge deck. The dynamic pressure component may also contribute to undesirable abutment movement or damage. Current uncertainty in the passive force-displacement relationship and in the dynamic response of abutment backfills continues to motivate large-scale experimentation. In this regard, a test series is conducted to measure static and dynamic lateral earth pressure on a 1.7 meter high bridge abutment wall. Built in a large soil container, the wall is displaced horizontally into the dense sand backfill, in order to record the passive force-displacement relationship. The wall-backfill system is also subjected to shake table excitation. In the conducted tests, lateral earth pressure on the wall remained close to the static value during the low to moderate shaking events (up to about 0.5g). At higher levels of input acceleration, a substantial portion of the backfill inertial force started to clearly act on the wall.