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مجموعه ای از تزهای دوره فوف لیسانس و دکترا شاخه مهندسی خاک و پی رفتن به صفحه : قبلی  1, 2, 3, 4, 5, 6, 7, 8  بعدی
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امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:01    عنوان:   پاسخگویی به این موضوع بهمراه نقل قول

در آدرس زیر هم میتوانید تعدادی پایان نامه لاتین در زمینه مهندسی ژئوتکنیک را دانلود نمایید:
http://caltecheerl.library.caltech.edu/view/subjects/soilmech.html
برخی از عناوین این پایان نامه ها به شرح زیر است:

Gibson, Andrew Douglas (1996) Physical scale modeling of geotechnical structures at one-G. Technical Report: CaltechEERL:1996.SML-97-01. California Institute of Technology.

Yan, Liping (1991) Seismic deformation analysis of earth dams : a simplified method. Technical Report: CaltechEERL:1991.SML-91-01. California Institute of Technology.

Tan, Phalkun (1989) Numerical simulations of two-dimensional saturated granular media. Technical Report: CaltechEERL:1989.SML-90-02. California Institute of Technology.

Allard, Marie-Agnes (1989) Soil stress field around driven piles. Technical Report: CaltechEERL:1989.SML-90-01. California Institute of Technology.

Burridge, Paul Brian (1987) Failure of slopes. Technical Report: CaltechEERL:1987.SML-87-01. California Institute of Technology.

Tan, Thiam-Soon (1985) Two-phase soil study: A. Finite strain consolidation, B. Centrifuge scaling considerations. Technical Report: CaltechEERL:1985.SML-85-01. California Institute of Technology.

Bardet, Jean-Pierre (1983) Application of plasticity theory to soil behavior : a new sand model. Technical Report: CaltechEERL:1983.SML-83-01. California Institute of Technology.

Hushmand, Behnam (1983) Experimental studies of dynamic response of foundations. Technical Report: CaltechEERL:1983.SML-83-02. California Institute of Technology.

Ortiz, L. Alexander (1982) Dynamic centrifuge testing of cantilever retaining walls. Technical Report: CaltechEERL:1982.SML-82-02. California Institute of Technology.

Berrill, John Beauchamp (1975) A study of high-frequency strong ground motion from the San Fernando earthquake. Technical Report: CaltechEERL:1975.SML.1975.001. California Institute of Technology.

Scott, Ronald F. and Zuckerman, Kenneth A. (1970) Study of slope instability in the ocean floor. Technical Report: CaltechEERL:1970.SML.1970.001. California Institute of Technology.

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امتیاز: 192772
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پست تاریخ: شنبه 6 تیر 1388 - 22:02    عنوان:   پاسخگویی به این موضوع بهمراه نقل قول

Physical scale modeling of geotechnical structures at one-G
Gibson, Andrew Douglas (1996) Physical scale modeling of geotechnical structures at one-G. Technical Report: CaltechEERL:1996.SML-97-01. California Institute of Technology.

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Abstract
The use of physical scale modeling techniques for geotechnical applications is investigated. The scaling laws to relate a prototype structure to a model are developed for the centrifuge modeling technique and for the laboratory (or one-g) environment. A theory based on critical or steady state concepts for the constitutive scaling of the behavior of the soil in a one-g model is investigated. A series of one-g models of varying configurations was constructed in a laminar box and subjected to earthquake like motions on a shake table. A total of 73 tests was performed. Most tests were constructed of saturated Nevada sand placed in a loose and dense state in adjacent halves of a laminar box, and the results of these tests were compared with a similar centrifuge test (Model 3) which was performed as part of the VELACS study. Some of the one-g models were constructed with an alternate model sand and an alternate pore fluid to investigate these modeling variations. One-g models were also constructed with the sand at a uniform density throughout the laminar box. The research indicates that there is a significant conflict between the time scaling for dynamic processes and dissipation processes in both the centrifuge and one-g techniques, which means that excess pore pressures generated in the model saturated sand by a simulated earthquake will be less than what would occur in the same sand in the real prototype. This effect is generally more severe in the centrifuge. This implies that model tests performed to investigate liquefaction, flow failure problems, and/or deformation problems in saturated sands may significantly underestimate the potential behavior of the prototype. In addition to the above, the research provides insight into the behavior of adjacent loose and dense sands and indicates the potential for high excess pore pressures to develop in the dense sand. Current practice ignores the potential for liquefaction in dense sands or the development of cyclic mobility in the assessment of the seismic performance of geotechnical structures.

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1997
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 273
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1996.SML-97-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1996.SML-97-01
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/273/

لینک دانلود: http://caltecheerl.library.caltech.edu/273/00/SML9701.pdf

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امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:03    عنوان:  Seismic deformation analysis of earth dams : a simplified me پاسخگویی به این موضوع بهمراه نقل قول

Seismic deformation analysis of earth dams : a simplified method
Yan, Liping (1991) Seismic deformation analysis of earth dams : a simplified method. Technical Report: CaltechEERL:1991.SML-91-01. California Institute of Technology.

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Abstract
Motivated by the dynamic behaviors of two earth dams, named La Villita Dam and El Infiernillo Dam in Mexico, during an earthquake on September 19, 1985, a seismic deformation analysis is elaborated in this study. Firstly, a simplified method is developed by applying a rigid block model to study the major characteristics of an earth dam during an earthquake and calculate the seismic permanent displacements. In this method, the sliding mass is modeled as a rigid body along a well defined surface. Both inclined plane and circular arc slip surfaces are considered. Secondly, in order to validate the numerical procedure of the simplified method and study the dynamic response of the rigid block on an inclined plane experimentally, shaking table tests are performed on the model used in the simplified method. Comprehensive numerical simulations are carried out with the computer programs developed, and comparisons with the test results are made. Finally, applying the developed method to La Villita Dam and El Infiernillo Dam, seismic deformation analyses are carried out. In addition, an attempt to reproduce some of the motions recorded on La Villita Dam during the 1985 earthquake is made in this study.

EPrint Type: Monograph (Technical Report)
Additional Information: Civil Engineer, 1992
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 272
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1991.SML-91-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1991.SML-91-01
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/272/
لینک دانلود: http://caltecheerl.library.caltech.edu/272/00/SML9101.pdf

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مرجع کاربردی طراحی سازه های بتنی با نرم افزار ETABS 2013 و SAFE ورژن 12 : http://iransaze.com/ftopicp-295228.html#295228

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امتیاز: 192772
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پست تاریخ: شنبه 6 تیر 1388 - 22:04    عنوان:  Numerical simulations of two-dimensional saturated granular پاسخگویی به این موضوع بهمراه نقل قول

Numerical simulations of two-dimensional saturated granular media
Tan, Phalkun (1989) Numerical simulations of two-dimensional saturated granular media. Technical Report: CaltechEERL:1989.SML-90-02. California Institute of Technology.

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Abstract
The liquefaction phenomenon in soil has been studied in great detail during the past 20 years. The need to understand this phenomenon has been emphasized by the extent of the damages resulting from soil liquefaction during earthquakes. Although an overall explanation exists for this phenomenon through the concept of effective. stress, the basic mechanism of loss of strength of the soil skeleton has not been thoroughly examined and remains unclear. The present study proposes a numerical model for simulations of the behavior of saturated granular media. The model was developed with two main objectives: 1. To represent the mechanical response of an assemblage of discrete paxticles having the shape of discs. 2. To model and represent the interaction of interstitial pore fluid present with the idealized granular media. The representation of the solid skeleton is based on Cundall and Strack's distinct element model, in which discrete particles axe modelled as discs in two dimensions, each obeying Newton's laws. Interparticle contacts consisting of springs and frictional element dashpots are included. Assuming a Newtonian incompressible fluid with constant viscosity and density, and quasi-steady flow, the fluid phase is described by Stokes' equations. The solution to Stokes' equations is obtained through the boundary integral element formulation. Several validation test cases axe presented along with four simple shear tests on dry and saturated granular assemblages. For these last four tests, the numerical results indicate that the model is able to represent qualitatively the behavior of real soil, while at the same time clarifying the processes occurring at the microscale that influence soil response.

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1990: PB–91–170255/AS
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 271
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1989.SML-90-02
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1989.SML-90-02
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/271/
لینک دانلود: http://caltecheerl.library.caltech.edu/271/00/SML9002.pdf

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مرجع کاربردی طراحی سازه های بتنی با نرم افزار ETABS 2013 و SAFE ورژن 12 : http://iransaze.com/ftopicp-295228.html#295228

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پست تاریخ: شنبه 6 تیر 1388 - 22:05    عنوان:  Soil stress field around driven piles پاسخگویی به این موضوع بهمراه نقل قول

Soil stress field around driven piles
Allard, Marie-Agnes (1989) Soil stress field around driven piles. Technical Report: CaltechEERL:1989.SML-90-01. California Institute of Technology.

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Abstract
The description, equipment, and results of a series of pile-driving experiments conducted in a centrifuge using a model pile driven in dry sand are presented. The work was conceived on the basis of the modelling of a soil-structure system under an artificially generated gravitational field, and motivated by the need for experimental data for a better understanding of the complex phenomena involved in the pile-soil interaction during driving. The behavior of the pile itself has been the focus of more attention in the past, but few full-scale or model experimental results have been obtained to the present concerning the soil stress field during pile driving. These are necessary for comparison with analytical and theoretical work. The work presented here appears to be the first attempt to obtain dynamic response of the soil during driving. The objective was to obtain a good understanding of the physical phenomena occurring in the soil and pile during driving. In order to achieve these objectives both dynamic (transient) and static responses of the soil and pile were measured by means of transducers: accelerometers and strain gages for the pile, pressure transducers for the soil. In particular, the relations between static and dynamic data were explored, which resulted in the modelling of the soil-transducer interaction with a non-linear, history- dependent, model. Results were obtained regarding pile dynamics, soil dynamics, and soil stress field (radial and vertical distribution, stress contours). Both linear and soil-cell model assumptions were used, which enabled a comparison between the two, leading to an estimate that each constitutes a bound of the real stress field, with the linear giving the higher, and the non-linear the lower bound, and the true stress being closer to the lower bound. The soil response during driving is obtained, filling the gap in the study of the pile-soil system, where only the pile response was known. Recommendations for further work and better experimental procedures are given.

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1990: PB–91–170084
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 270
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1989.SML-90-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1989.SML-90-01
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/270/

لینک دانلود: http://caltecheerl.library.caltech.edu/270/00/SML9001.pdf

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امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:06    عنوان:  Failure of slopes پاسخگویی به این موضوع بهمراه نقل قول

Failure of slopes
Burridge, Paul Brian (1987) Failure of slopes. Technical Report: CaltechEERL:1987.SML-87-01. California Institute of Technology.

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Abstract
The dynamic mechanism of slope failure is studied both experimentally and analytically to establish the spatial and temporal process of failure initiation and propagation during collapse of a natural or man-made slope. Model slopes, constructed of a brittle cemented sand material, are tested to collapse in a geotechnical centrifuge and the dynamics of failure recorded by motion picture film and mechanical detectors within the slope specimen. Shear failure is observed to initiate at the toe and propagate rapidly to the crest in the presence of crest tension cracking. A finite difference approach is taken to numerically solve the plane strain slope stability problem under gravity, based on unstable material behavior. Using a Lagrangian differencing scheme in space and explicit integration in time with dynamic relaxation, the numerical method finds the equilibrium state of the slope as the large-time limit of a dynamic problem with artificial parameters. The solution predicts localized shear failure zones which initiate at the slope toe and propagate to the slope crest in the manner and geometry observed in the centrifuge tests. In so doing, the finite difference algorithm also demonstrates an apparent ability to predict shear failure mechanisms in solid continua in general.

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1987: PB–89–194401/AS
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 269
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1987.SML-87-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1987.SML-87-01
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/269/
لینک دانلود: http://caltecheerl.library.caltech.edu/269/00/SML8701.pdf

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مرجع کاربردی طراحی سازه های بتنی با نرم افزار ETABS 2013 و SAFE ورژن 12 : http://iransaze.com/ftopicp-295228.html#295228

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امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:07    عنوان:  Two-phase soil study: A. Finite strain consolidation, B. Cen پاسخگویی به این موضوع بهمراه نقل قول

Two-phase soil study: A. Finite strain consolidation, B. Centrifuge scaling considerations
Tan, Thiam-Soon (1985) Two-phase soil study: A. Finite strain consolidation, B. Centrifuge scaling considerations. Technical Report: CaltechEERL:1985.SML-85-01. California Institute of Technology.

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Abstract
Two different aspects of the behavior of soil as a two-phase medium are studied, namely, the consolidation of soil and scaling relations for soils in centrifuge testing. PART A -- First a consistent approach is presented that unifies all current theories of consolidation of soil. For one-dimensional finite strain consolidation, a Lagrangian finite element scheme is then given and tested against three different experiments and found to give consistent results. For a quick solution to a particular problem, the regular perturbation method applied to the formulation in which the dependent variable is the natural strain is shown to give the most consistent results. For the Eulerian formulation, the material derivative contains a convective term. This convective effect is then analytically studied and found not to be negligible for a final natural strain greater than 10%. A method is then introduced that can account for both the moving boundary and the convective effect. This method is tested in a finite difference scheme and found to give identical results with the Lagrangian finite element scheme for the one-dimensional case. Finally the method is used for the axisymmetric problem of consolidation by vertical drain. The solution to this case suggests that arching and subsequent load redistribution should be considered. PART B -- Conceptually, when a centrifuge is used to test models, the centrifuge is assumed to produce an equivalent ng gravitational field (as on another planet) and the behavior of the model in the ng field is then assumed to be similar to that of the prototype. For most static problems, the centrifuge does model the prototype well but for some dynamic problems, these assumptions can break down. To investigate this, the similarity requirements are examined for the case of a single particle moving in a fluid. It is found that for the post-liquefaction process and for seepage flow, unless the Reynolds number is much less than one in both model and prototype, the centrifuge is not a good simulation. of the prototype situation. But, perhaps contrary to expectations, the breakdown is due to the fact that the behavior in the ng planet is not similar to the prototype 1g planet, whereas the centrifuge does simulate the ng planet well. Further, it is shown that the concept of "modeling of models" can lead to misleading results. Lastly, for cratering experiments, it is concluded that the centrifuge will only model the crater shape just after an explosion and not the final crater shape

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1986: PB–87–232864/CC
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 268
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1985.SML-85-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1985.SML-85-01
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/268/

لینک دانلود: http://caltecheerl.library.caltech.edu/268/00/SML8501.pdf

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امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:08    عنوان:  Application of plasticity theory to soil behavior : a new sa پاسخگویی به این موضوع بهمراه نقل قول

Application of plasticity theory to soil behavior : a new sand model
Bardet, Jean-Pierre (1983) Application of plasticity theory to soil behavior : a new sand model. Technical Report: CaltechEERL:1983.SML-83-01. California Institute of Technology.

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Abstract
The representation of rheological soil behavior by constitutive equations is a now branch of soil mechanics which has been expanding for 30 years. Based on continuum mechanics, numerical methods (finite elements) and experimental techniques, this now discipline allows practicing engineers to solve complex geotechnical problems. Although all soils are constituted of discrete mineral particles, forces and displacements within them are represented by continuous stresses and strains. Most stress-strain relationships, which describe the soil behavior, are derived from plasticity theory. Originated for metals, the conventional plasticity is presented and illustrated simultaneously with a metal and a soil model. Each plasticity concept may be criticized when applied to soil. A recent theory, called "bounding surface plasticity," generalizes the conventional plasticity and describes more accurately the cyclic responses of metals and clays. This new theory is first presented and linked with the conventional plasticity, then applied to a new material, sand. Step by step a new sand model is constructed, mainly from data analysis with an interactive computer code. In its present development, only monotonic loading s are investigated. In order to verify the model ability to describe sand responses, isotropic, drained and undrained tests on the dense Sacramento River sand are simulated numerically and compared with real test results and predictions with another model. Finally the new constitutive equation, which was formulated in the p-q space for axisymmetric loadings, is generalized in the six-dimensional stress state with the assumption of isotropy and a particular Lode's angle contribution. This new model is ready to be used in finite element codes to represent a sand behavior.

EPrint Type: Monograph (Technical Report)
Additional Information: PhD, 1984
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 321
Deposited By: Jim O'Donnell
Deposited On: 09 July 2002
Record Number: CaltechEERL:1983.SML-83-01
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1983.SML-83-01
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منبع: http://caltecheerl.library.caltech.edu/321/

لینک دانلود: http://caltecheerl.library.caltech.edu/321/00/SML-83-01.pdf

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عضو شده در: 7 مهر 1385
پست: 33918

تشکر: 2933
تشکر شده 15714 بار در 7535 پست

محل سکونت: همدان iran.gif


امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:09    عنوان:  Experimental studies of dynamic response of foundations پاسخگویی به این موضوع بهمراه نقل قول

Experimental studies of dynamic response of foundations
Hushmand, Behnam (1983) Experimental studies of dynamic response of foundations. Technical Report: CaltechEERL:1983.SML-83-02. California Institute of Technology.

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Abstract
An investigation was made into the behavior of rigid foundations and structures resting on the surface or embedded in a cohesionless soil and subjected to transient active or passive excitations and forced vibrations using the centrifuge modeling technique. The investigation was aimed at studying both low and high amplitude vibrations of foundations under machine type loadings, earthquake or wave induced vibrations, and other sources of dynamic loads. Rigid "prototype" foundations of mass and size comparable to foundations of a low rise building were simulated in the centrifuge at a centrifugal acceleration of 50g. Rigid model structures (aluminum towers) attached to foundations of different shapes, sizes, masses, and moments of inertia were tested. The effect of soil depth, boundary conditions, and depth of foundation embedment were investigated. Mainly rocking and horizontal modes of vibration were studied, The impulse rocking-horizontal excitation of the models was provided by actively perturbing the model structures using explosive energy or by passively exciting them by shaking the whole soil bucket using a hydraulic shaking system. The forced vibration was produced by a miniature air-driven counterrotating eccentric mass shaker mounted on the model structures. During the tests detailed measurements of the static and dynamic contact pressure distributions, displacement components of the model, and acceleration amplitudes at different elevations of the model structure were obtained. The acceleration ratios were used to determine the modes of vibration of the foundation systems. Natural frequencies and damping coefficients of the modes were calculated by f1tting the amplitude-frequency response of a single degree of freedom mass-spring dashpot oscillator to the experimental response curves derived from the test data. Experimental results provided information regarding the influence of different geometrical, inertial, and loading conditions on the vibrational characteristics of the soil-structure system. In particular the effect of foundation embedment was to increase the model resonant frequencies and to cause an appreciable change in contact pressure distribution underneath the footing. However, the resonant frequencies predicted by the lumped parameter analysis for a simple two-degree-of-freedom (rocking and translation) model were about 15 to 55 per cent higher than those measured experimentally. These results were approximately consistent with the comparisons made in similar theoretical and experimental studies such as those performed by Morris in the Cambridge centrifuge and those performed on full-scale footings by Stokoe and Richart. Damping ratios of the rocking-sliding vibration did not change considerably when footing size or depth of embedment changed. The existence of rigid boundaries around the soil mass in the bucket, and an inefficient contact between soil and the foundation side walls and lower surface could account for these observations. Uplift and nonlinear large amplitude vibrations were consistently observed during the steady-state vibration tests. Uplift led to a softer vibrating system which behaved non-linearly. As a result the frequency of vibration decreased with the amount of lift-off. In transient vibration uplift reduced the intensity of higher frequency vibration. Soil around the foundation edge yielded and plastic deformations and subsequent softening of the contact soil increased the material damping while it decreased the resonant frequency of the system. It was concluded that elastic half-space theory does not satisfy the needs for analysis of foundation behavior under high amplitude vibrations and more sophisticated methods of analysis are required.

EPrint Type: Monograph (Technical Report)
Additional Information: Ph, 1984: PB–86–115383/A
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 267
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1983.SML-83-02
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1983.SML-83-02
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/267/
لینک دانلود: http://caltecheerl.library.caltech.edu/267/00/SML8302.pdf

_________________
مرجع کاربردی طراحی سازه های بتنی با نرم افزار ETABS 2013 و SAFE ورژن 12 : http://iransaze.com/ftopicp-295228.html#295228

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عضو شده در: 7 مهر 1385
پست: 33918

تشکر: 2933
تشکر شده 15714 بار در 7535 پست

محل سکونت: همدان iran.gif


امتیاز: 192772
[وضعيت كاربر:آفلاین]

پست تاریخ: شنبه 6 تیر 1388 - 22:11    عنوان:  Experimental studies of dynamic response of foundations پاسخگویی به این موضوع بهمراه نقل قول

Experimental studies of dynamic response of foundations
Hushmand, Behnam (1983) Experimental studies of dynamic response of foundations. Technical Report: CaltechEERL:1983.SML-83-02. California Institute of Technology.

Full text available as:

PDF (Adobe PDF (22 MB)) - Requires Adobe Acrobat Reader or other PDF viewer.

Abstract
An investigation was made into the behavior of rigid foundations and structures resting on the surface or embedded in a cohesionless soil and subjected to transient active or passive excitations and forced vibrations using the centrifuge modeling technique. The investigation was aimed at studying both low and high amplitude vibrations of foundations under machine type loadings, earthquake or wave induced vibrations, and other sources of dynamic loads. Rigid "prototype" foundations of mass and size comparable to foundations of a low rise building were simulated in the centrifuge at a centrifugal acceleration of 50g. Rigid model structures (aluminum towers) attached to foundations of different shapes, sizes, masses, and moments of inertia were tested. The effect of soil depth, boundary conditions, and depth of foundation embedment were investigated. Mainly rocking and horizontal modes of vibration were studied, The impulse rocking-horizontal excitation of the models was provided by actively perturbing the model structures using explosive energy or by passively exciting them by shaking the whole soil bucket using a hydraulic shaking system. The forced vibration was produced by a miniature air-driven counterrotating eccentric mass shaker mounted on the model structures. During the tests detailed measurements of the static and dynamic contact pressure distributions, displacement components of the model, and acceleration amplitudes at different elevations of the model structure were obtained. The acceleration ratios were used to determine the modes of vibration of the foundation systems. Natural frequencies and damping coefficients of the modes were calculated by f1tting the amplitude-frequency response of a single degree of freedom mass-spring dashpot oscillator to the experimental response curves derived from the test data. Experimental results provided information regarding the influence of different geometrical, inertial, and loading conditions on the vibrational characteristics of the soil-structure system. In particular the effect of foundation embedment was to increase the model resonant frequencies and to cause an appreciable change in contact pressure distribution underneath the footing. However, the resonant frequencies predicted by the lumped parameter analysis for a simple two-degree-of-freedom (rocking and translation) model were about 15 to 55 per cent higher than those measured experimentally. These results were approximately consistent with the comparisons made in similar theoretical and experimental studies such as those performed by Morris in the Cambridge centrifuge and those performed on full-scale footings by Stokoe and Richart. Damping ratios of the rocking-sliding vibration did not change considerably when footing size or depth of embedment changed. The existence of rigid boundaries around the soil mass in the bucket, and an inefficient contact between soil and the foundation side walls and lower surface could account for these observations. Uplift and nonlinear large amplitude vibrations were consistently observed during the steady-state vibration tests. Uplift led to a softer vibrating system which behaved non-linearly. As a result the frequency of vibration decreased with the amount of lift-off. In transient vibration uplift reduced the intensity of higher frequency vibration. Soil around the foundation edge yielded and plastic deformations and subsequent softening of the contact soil increased the material damping while it decreased the resonant frequency of the system. It was concluded that elastic half-space theory does not satisfy the needs for analysis of foundation behavior under high amplitude vibrations and more sophisticated methods of analysis are required.

EPrint Type: Monograph (Technical Report)
Additional Information: Ph, 1984: PB–86–115383/A
Subjects: All Records > Soil Mechanics Laboratory
ID Code: 267
Deposited By: Jim O'Donnell
Deposited On: 24 May 2002
Record Number: CaltechEERL:1983.SML-83-02
Official Persistent URL: http://resolver.caltech.edu/CaltechEERL:1983.SML-83-02
Usage Policy: You are granted permission for individual, educational, research and non-commercial reproduction, distribution, display and performance of this work in any format.
منبع: http://caltecheerl.library.caltech.edu/267/

لینک دانلود: http://caltecheerl.library.caltech.edu/267/00/SML8302.pdf

_________________
مرجع کاربردی طراحی سازه های بتنی با نرم افزار ETABS 2013 و SAFE ورژن 12 : http://iransaze.com/ftopicp-295228.html#295228

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