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Showing papers on "Soil structure interaction published in 1986"


Journal ArticleDOI
TL;DR: In this paper, a simple mechanical soil model is developed for the flexural response analysis of dynamically loaded piles, which is defined by examining a frequency-domain analytical expression of the dynamic response of a massless cylinder in an infinite previously developed medium.
Abstract: Adopting a Winkler assumption, a simple mechanical soil model is developed for the flexural response analysis of dynamically loaded piles. The model is defined by examining a frequency-domain analytical expression of the dynamic response of a massless cylinder in an infinite previously developed medium. The expression is based on the plane strain assumption. Using this soil model, the time-domain transfer matrix is developed for the flexural response of a single pile. The steady-state harmonic response of a single pile is computed by both the present approach and a previously developed frequency-domain solution. Good agreement between the two computed results validates the present approach. The dynamic response of single piles subjected to the lateral impulse load is computed for piles in both homogeneous and inhomogeneous soil, in order to demonstrate the capability of the present approach. It is confirmed that the developed soil model and pile response formulation are very efficient in numerical computation.

156 citations


Journal ArticleDOI
TL;DR: In this article, a state-of-the-art, three-dimensional, nonlinear finite element algorithm is developed and used to study piling stresses and pile-soil interaction in integral abutment bridges.
Abstract: A state-of-the-art, three-dimensional, nonlinear finite element algorithm is developed and used to study piling stresses and pile-soil interaction in integral abutment bridges. The finite element idealization consists of beam-column elements with geometric and material nonlinearities for the pile, and nonlinear springs for the soil. An idealized soil model (a modified Ramberg-Osgood cyclic model) was introduced in this investigation to obtain the tangent stiffness of the nonlinear spring elements. Several numerical examples, including results on an existing bridge, are presented. The finite element model and the computer software developed are found to give reliable methods.

59 citations


Journal ArticleDOI
TL;DR: In this article, analytical models and a finite element analysis methodology are presented for evaluation of compactioninduced soil stresses and resulting soilstructure interaction effects, and the results show that compaction induced soil stresses are associated with soil stabilities.
Abstract: Analytical models and a finite element analysis methodology are presented for evaluation of compactioninduced soil stresses and resulting soilstructure interaction effects. These analytical methods...

48 citations


Journal ArticleDOI
TL;DR: In this article, the effects of soil-structure interaction on the seismic response of tall ( >100 m ) steel and reinforced concrete chimneys are described, where the foundations are represented as rigid blocks resting on a uniform viscoelastic soil model.

40 citations



Journal ArticleDOI
TL;DR: In this article, a model consisting of a soil deposit included in a viscoelastic half-space is used to analyze numerically the effects of the shape of the soil deposit and the existence of a compliant bedrock on the dynamic compliances of strip footings.
Abstract: Most finite element solutions of soil‐structure interaction problems assume a horizontally layered soil that unavoidably extends to infinity and is bounded at the bottom by a bedrock. In this paper, a model consisting of a soil deposit included in a viscoelastic half‐space is used to analyze numerically the effects of the shape of the soil deposit and the existence of a compliant bedrock on the dynamic compliances of strip footings. The soil deposit is assumed to be semielliptical and in order to achieve a parametric study several aspect ratios going from infinity (boundless horizontal layer) to one (semi‐circle) are considered. The rigidity of the half‐space is given several values including infinity (rigid bedrock). The foundation compliances are computed using a frequency domain formulation of the Boundary Element Method for zoned viscoelastic media.

32 citations


Journal ArticleDOI
TL;DR: In this paper, the dynamic responses of Morrow Point Dam to Taft ground motion are presented under various assumptions for the impounded water and foundation rock for a range of properties of the alluvium and sediments at the reservoir boundary.
Abstract: The dynamic responses of Morrow Point Dam to Taft ground motion are presented under various assumptions for the impounded water and foundation rock for a range of properties of the alluvium and sediments at the reservoir boundary. Study of these response results demonstrates that the earthquake response of arch dams is increased by dam‐water interaction and decreased by reservoir boundary absorption, with these effects being more significant in the response of arch dams compared to gravity dams. It is also shown that the magnitudes of these effects depend significantly on the component of ground motion, and that the assumption of a rigid, nonabsorptive reservoir boundary leads to unrealistically large response for dams with impounded water, particularly due to vertical ground motion.

30 citations



Journal ArticleDOI
TL;DR: In this paper, a study was carried out to evaluate dynamic response of an elastic circular cylindrical tank having a rigid base under a vertical excitation taking into consideration the interaction with the foundation soil.

15 citations


Journal ArticleDOI
TL;DR: In this paper, the authors evaluate the dynamic response of rectangular cylindrical reinforced concrete structures subjected to earthquakes, with some consideration of the interaction effects and the proper use of finite element methods over the entire behavioural domain.

13 citations


Journal ArticleDOI
TL;DR: In this article, a nonlinear dynamic effective stress analysis applicable to soil-structure interaction problems is introduced, where full interaction including slip between structure and foundation is taken into account and the major factors that must be considered when computing dynamic soil response are included.

Journal Article
TL;DR: In this article, a finite element analysis of the soil-structure interaction of a buried flexible pipe subjected to internal pressure is performed using a fine mesh so that an accurate representation is made of the highly variable soil stiffness in some installations, similar to that of a pipe with poorly supported haunches resting on a hard bedding.
Abstract: This paper contains the results of a finite element analysis of the soil-structure interaction of a buried flexible pipe subjected to internal pressure. The analysis is performed using a fine mesh so that (a) an accurate representation is made of the highly variable soil stiffness in some installations, similar to that of a pipe with poorly supported haunches resting on a hard bedding, and (b) an accurate model is made of the pipe wall stresses in light of the rapid attenuation of local deformations and strains in flexible pipe buried in stiff soils. In addition, the nonlinear behavior of pressurized flexible pipe, including large deflections and the flexural stiffening effect of the pressure-induced membrane stresses, is modeled. A special purpose program, FLEXPIPE, is developed. The program uses Duncan's soil model and considers the step-by-step nature of construction. It is used to calculate the stresses and strains in a buried flexible pipe with improper haunch support and hard bedding. It is shown that significant flexural stresses are developed at the invert of the pipe after installation and that internal pressure magnifies the flexural stresses and strains thus developed.

Journal ArticleDOI
TL;DR: In this paper, an analysis of the soil-structure interaction response of cooling towers was performed based on the frequency domain response, where a cooling tower is assumed to rest on a soil layer subjected to an incident earthquake motion.

Journal ArticleDOI
TL;DR: In this paper, a finite element code, REA (for Reinforced Earth Analysis) was adapted to special needs of pipe and boundary geometry and nonlinear, incremental, embankment construction.
Abstract: Time-independent analyses of five of ten zones of a dummy reinforced concrete pipe at Cross Canyon are presented. All five zones are characterized by "positive projection," four in a narrow, vertical-sided trench with a projection ratio of about 0.4, one, almost fully projecting. Two zones (1 and 4) were surmounted by ordinary embankment material, three entrenched zones (8, 9 and 10), by low modulus embankment inclusions (polystyrene plank, uncompacted soil, and baled straw). Each zone was heavily instrumented for assessment of peripheral soil pressures, internal strains, and wall displacements. Fluid settlement platforms and additional stressmeters were placed in the embankment. Instruments were monitored at frequent increments of overfill. A finite element code, REA, (for Reinforced Earth Analysis) was adapted to special needs of pipe and boundary geometry and nonlinear, incremental, embankment construction. Correlations were established between finite element results and certain parameters obtained from extensive instrumentation at Zones 1, 4, 8, 9 and 10. Initial analyses employed asymmetrical boundaries determined by presurveying canyon cross-sections. Additional analyses compared finite element results obtained with a more economical, symmetrical mesh.

Journal ArticleDOI
TL;DR: In this article, a version of the global-local finite element method is presented for studying dynamic steady-state soil-structure interaction wherein the soil medium extends to infinity, and only axisymmetric behaviour is considered.
Abstract: A version of the global–local finite element method is presented for studying dynamic steady-state soil–structure interaction wherein the soil medium extends to infinity. Herein, only axisymmetric behaviour is considered. In this approach, conventional finite elements are used to model the structure and some portion of the surrounding soil medium considered to be homogeneous and isotropic. A complete set of outgoing waves in the form of spherical harmonics for the entire space is used to represent the behaviour in the half-space beyond the finite element mesh and these are termed the global functions. Full traction and displacement continuity is enforced at the finite element mesh interface with the outer region. On the free surface of the half-space in the outer field, traction-free surface conditions are enforced by demanding that a sequence of integrals of the weighted-average tractions must vanish. Numerical examples are presented for the response of different shaped foundations, resting on the free surface or at various submerged levels, due to a normal seismic plane compressional wave. Plots of differential scattering cross-sections show the angular distribution of the energy (its directional nature) of the scattered field.



Journal ArticleDOI
TL;DR: An effective modification for a thin-layered element, originally proposed by Waas, for the far field is presented so as to account for the soil-structure interaction of an axisymmetric structure on soil layers subjected to an incident earthquake motion as mentioned in this paper.

01 Jan 1986
TL;DR: In this paper, the authors deal with field and laboratory measurements of engineering properties of stiff clays, and comparisons of predicted and measured response of structures constructed in such soils, and the importance of the zero lateral strain condition during laboratory testing for proper evaluation of strength parameters is also demonstrated.
Abstract: This publication contains articles that deal with field and laboratory measurements of engineering properties of stiff (overconsolidated) clays, and comparisons of predicted and measured response of structures constructed in such soils. Several factors such as age, stress and strain history, distribution of fissures and cracks, mineralogical composition, weathering, changes in environmental conditions due to construction, time since construction, etc., influence the response of engineered structures in such deposits. Based on data obtained from conventional loratory tests equations are presented for predicting the in-situ lateral stresses, and determining the propagation direction of cracks under stress fields similar to those in the field. Shortcomings of conventional sampling techniques, effect of sample size, and testing techniques are described. The importance of the zero lateral strain condition during laboratory testing for proper evaluation of strength parameters is also demonstrated. The field measurements of tied back sheet pile walls in the Keuper formation showed that the anchor forces and the lateral forces on the wall were time dependent. For mat foundations a computer program that explicitly accounts for soil moisture movement and soil structure interaction provides an effective means of predicting foundation response. For laterally loaded piers pressure meter tests provide a better estimate of side shear than unconfined compression tests. The latter yield only a 30 percent of field mobilized values.

Book ChapterDOI
01 Jan 1986
TL;DR: In this article, a boundary element solution procedure is given for dynamic soil-structure interaction problem including viscous damping, and the relationship of viscoelastic-elastic analogy (the correspondence principle) is established through the use of the Laplace transform.
Abstract: A boundary element solution procedure is given for dynamic soil-structure interaction problem including viscous damping. The boundary integral equation of elastodynamics and the relationship of viscoelastic-elastic analogy (the correspondence principle) are established through the use of the Laplace transform. Thus the problem of viscous damping can be solved numerically in the same manner as the elastodynamic case without damping. Examples of soil structure interaction including viscous damping under harmonic external force is computed and compared with no damping. Also, dynamic interaction between adjacent foundation are studied for different distancies and frequencies.



01 Jan 1986
TL;DR: In this article, a structure embedded on a layer on top of a half-space is excited by an earthquake and the motion of the earthquake is assumed to arise from vertically incident SV-waves, and the two parts of the motion, i.e., the kinematic and inertial part, are given separately to show the influence of the scattered field.
Abstract: Soil-structure interaction depends on the mass, stiffness and the damping of the structure as well as on the geometry and embedment of the foundation and on the properties of the soil. The total response of the structure will on the other hand be essentially influenced by the frequency content of the loading. In this paper, the structure embedded on a layer on top of a half-space is excited by an earthquake. The motion of the earthquake is assumed to arise from vertically incident SV-waves. Using the substructure method the structure is discretized by FEM, the subgrade by BEM. The two parts of the motion, i. e. the kinematic and inertial part, are given separately to show the influence of the scattered field. Results are calculated in frequency and time domain.

Journal Article
TL;DR: In this paper, a field test procedure for determining the dynamic properties of large liquid natural gas (LNG) storage tanks under operating conditions is presented, where two methods of vibratory excitation are used to produce varying levels of strain within the vessels and foundation soils to assess strain dependent stiffness and damping characteristics of the liquid-tank-pile-soil system.
Abstract: This paper presents a field test procedure for determining the dynamic properties of large liquid natural gas (LNG) storage tanks under operating conditions. Two methods of vibratory excitation were used to produce varying levels of strain within the vessels and foundation soils to assess strain dependent stiffness and damping characteristics of the liquid-tank-pile-soil system. Results from the test program were used to verify mathematical two-dimensional and three-dimensional finite element models of the tank foundation system for use in dynamic earthquake analysis.

Proceedings ArticleDOI
N. Spidsoe1, O. Skjåstad1
01 Jan 1986


Journal Article
TL;DR: In this article, a modified formulation of the compressive membrane behavior of reinforced concrete box culverts is proposed to enhance the load-carrying capacity of the individual slabs of a box culvert.
Abstract: Current design procedures for cast-in-place reinforced concrete box culverts are based on the load factor design approach, as recommended by AASHTO, or on the working-stress method and the fundamental assumption of rigid culvert behavior. Also, the interaction between the soil cover and the structure is not considered beyond the computation of the soil load that is to be added to the other live and dead loads that affect the design. Recent developments in the understanding of the structural behavior of reinforced concrete combined with a modified formulation of this behavior may provide some ideas for improvement in the design of box culverts. Membrane (in-plane) forces are often present in reinforced concrete slabs as a result of boundary conditions and the geometry of slab deformation. Box culverts can be viewed as composed of slabs, and the restraints will be introduced by the joints and the surrounding soil backfill. These conditions will introduce in-plane forces, initially in compression and ultimately in tension, that are capable of enhancing the load-carrying capacity of the individual slabs. Such enhancement, in the domain of compressive membrane behavior, is associated with a certain amount of deflection that in many cases does not affect serviceability requirements. In the present study, one-, two-, and three-barrel culverts were analyzed using this approach, and the results can be used to demonstrate the modified behavior of such structures. It was found that the stiffness of the lateral restraint around the structure makes a significant contribution to structural capacity, that the membrane enhancement of the load is more than 50 percent larger compared with the yield line approach for the same culverts, and that this enhancement could be improved further by a relatively simple redesign of the culverts that woulde increase their load capacity by as much as 74 percent.



01 Apr 1986
TL;DR: Boundary-element technique research performed to solve soil-structure interaction problems is the basis for this report, designed to answer questionable situations for long hydraulic U-Lock structures erected on elastic soil.
Abstract: : Boundary-element technique research performed to solve soil-structure interaction problems is the basis for this report. Specifically, it was designed to answer questionable situations for long hydraulic U-Lock structures erected on elastic soil. A review of earlier research that employed the Kelvin-type element directed the decision in favor of Flamant-type boundary element. Both constant and linear elements were developed and many sample problems were dealt with to illustrate the capabilities of these elements in the problem situations of soil-structure relationships. The Flamant-type boundary element proved to be convenient, gave better results for displacement problems using the constant element, offered satisfactory behavior description of soil-structure response, required considerably fewer elements than the conventional model, provided more accuracy in stress analysis of structure, and was confirmed as very beneficial for use in input data preparation. Research was also conducted on soil-structure interaction problems with the structure modeled by the finite-element method and the soil modeled by the boundary-element method. A model problem suggested by the AEWES was selected for study and solving. The emphasis was to develop a convenient and economical technique to couple the boundary- and finite-element methods of analysis. A computer code for coupling the two methods has been developed in FORTRAN. Keywords: Soil mechanics; Structural engineering; Mathematical analysis.