scispace - formally typeset
Search or ask a question
Topic

Lateral earth pressure

About: Lateral earth pressure is a research topic. Over the lifetime, 5334 publications have been published within this topic receiving 62552 citations.


Papers
More filters
Journal ArticleDOI
TL;DR: In this paper, a small-scale laboratory setup that involves a mechanically adjustable lining installed in granular material under an axisymmetric condition is described, and the earth pressure acting on the shaft and the surface displacements are measured for different induced wall movements.
Abstract: Experimental and numerical studies have been conducted to investigate the earth pressure distribution on cylindrical shafts in soft ground. A small-scale laboratory setup that involves a mechanically adjustable lining installed in granular material under an axisymmetric condition is first described. The earth pressure acting on the shaft and the surface displacements are measured for different induced wall movements. Numerical modeling is then performed using the discrete element method to allow for the simulation of a large soil displacement and particle rearrangement near the shaft wall. The experimental and numerical results are summarized and compared against previously published theoretical solutions. The shaft-soil interaction is discussed, and conclusions regarding soil failure and the earth pressure distributions in both the radial and circumferential directions are presented.

40 citations

Journal ArticleDOI
TL;DR: In this paper, the performance of sheet pile wall in peat during roadway construction was studied and a long-term instrumentation program was conducted over a period of two years, measuring total lateral earth pressures, sheet pile deflections, soil movements, and water table level variances during construction.
Abstract: To study the performance of sheet pile wall in peat during roadway construction, a long-term instrumentation program was conducted over a period of two years, measuring total lateral earth pressures, sheet pile deflections, soil movements, and water table level variances during construction. The analysis of field data indicated: 1 The earth pressure distribution in peat matched well with the classic Rankine earth pressure; 2 the expected long-term postconstruction sheet pile movement due to the creep behavior of peat was not observed; 3 fully passive earth pressure in peat was mobilized once the maximum measured sheet pile deflection exceeded 0.8% of sheet pile length; and 4 arching effect due to the protruding cross section of sheet pile caused pressure differences of 3-10 kPa between the inside web and outside web of the sheeting. Then, all the construction stages were continuously modeled by finite-element method and the calculated results were compared with the field measurements. The comparisons showed that the calculated results were consistent with the field data and provided reasonable explanations and helpful insights to understand soil-structure interaction mechanism. Finally, some conclusions and suggestions for sheet pile design and construction in peat were reached.

40 citations

01 Jan 2007
TL;DR: In this article, an abutment wall with a backfill height H of 5.5 ft was constructed and tested under boundary conditions in which the wall was displaced laterally into the backfill and not allowed to displace vertically.
Abstract: This research involved analysis and field testing of numerous foundation support components for highway bridges. Two classes of components were tested - cast-in-drilled-hole (CIDH) reinforced concrete piles (drilled shafts) and an abutment backwall. The emphasis of this document (Part II of the full report) is abutment backwall elements. The backwall test specimen was backfilled to a height of 5.5 up from the base of the wall with well-compacted silty sand backfill material (SE 30). The wall is displaced perpendicular to its longitudinal axis. Wing walls are constructed with low-friction interfaces to simulate 2D conditions. The backfill extends below the base of the wall to ensure that the failure surface occurs entirely within the sand backfill soil, which was confirmed following testing. The specimen was constructed and tested under boundary conditions in which the wall was displaced laterally into the backfill and not allowed to displace vertically. A maximum passive capacity of 497 kips was attained at a wall displacement of about 2.0 in, which corresponds to a passive earth pressure coefficient Kp of 16.3. Strain softening occurs following the peak resistance, and a residual resistance of approximately 460 kips is achieved for displacements > 3.0 inch. The equivalent residual passive earth pressure coefficient is Kp = 15.1 and the equivalent uniform passive pressure at residual is approximately 5.1 ksf, which nearly matches the value in the 2004 Seismic Design Criteria of 5.0 ksf. The average abutment stiffness K50 was defined as a secant stiffness through the origin and the point of 50% of the ultimate passive force. For an abutment wall with a backfill height H of 5.5 ft, this stiffness was found to be K50 = 50 kip/in per foot of wall. The load-deflection behavior of the wall-backfill system is reasonably well described by a hyperbolic curve. The passive pressure resultant is under predicted using classical Rankine or Coulomb earth pressure theories. Good estimates of capacity are obtained using the log-spiral formulation and the method-of-slices. The method-of-slices approach is implemented with a log-spiral hyperbolic method of evaluating backbone curves that provides a good match to the data.

40 citations

Journal ArticleDOI
TL;DR: In this article, a modified Log-Spiral-Rankine (LSR) model is proposed for assessing the active and passive seismic earth pressures considering the internal friction and cohesion of backfill soil.

40 citations

Journal ArticleDOI
TL;DR: In this article, the problem of a rigid retaining wall with a uniform surcharge acting along the horizontal backfill under active translation mode is investigated in a two-dimensional system of equilibrium, and exact stress solutions based on Janssen's approach are generalized in rectangular coordinates and validated with boundary conditions on the retaining wall and at the Coulomb slip line behind the wall.

40 citations


Network Information
Related Topics (5)
Landslide
24.6K papers, 472.1K citations
79% related
Compressive strength
64.4K papers, 1M citations
77% related
Constitutive equation
24.9K papers, 665.1K citations
77% related
Fly ash
47.6K papers, 675.6K citations
75% related
Portland cement
27.4K papers, 487.4K citations
75% related
Performance
Metrics
No. of papers in the topic in previous years
YearPapers
2023166
2022303
2021268
2020254
2019238
2018288