Foundation Deformations

Cyclic displacements and rotations, total settlement and tilting or differential settlement must be within the limits acceptable for operation of the platform. The foimdation displacements may be separated into the following components (1) initial settlement, (2) consolidation settlement, (3) secondary settlements, and (4) storm-induced settlements. 

Common procedures have been to calculate initial settlements based on closed-form elasticity solutions and/or finite-element solutions. 

At the feasibility stage, foimdation movements are often estimated with available elastic solutions. The vertical (Pv), horizontal (Ph), and rotational (a) movements of a rigid circular foundation with radius (R) and supported on elastic half-space can be computed from the following equations (Yoimg et al., 1975)  

V is the vertical load H is the horizontal load M is the overturning moment E and p. are the elastic properties 

Other solutions, which include the influence of layered soil system, soil anisotropy, and foundation shape, are summarized by Poulos and Davis (1974). Carrier and Christian (1973) have presented a solution for verfical movement of a rigid, concen-frically loaded circular foundafion supported on a half-space with E increasing with penetration. 

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Keeping the foundation deformation in an allowable range is very important to the safety of both adjacent building and metro tuimel construction. Based on the previous assessment by Institute of Foundation Engineering China Academy of Building Research, the residual... 

The great damage to the study area during and after the double earthquakes was mainly caused by earthquake-triggered geohazards such as collapses, landshdes, mudflows, and foundation deformation. 

The mechanisms involved in the development of foundation deformations or movements, generally referred to as soil-foundation interactions (SFIs), are often complex. For practical purposes or design, most often it is adequate to decouple the foundation movements due to soil flexibility from those due to the structural flexibility of the footing and/or the supported structure or parts thereof. This permits the geotechnical and structural deformation analyzes to be performed separately and more easily by the respective designers. 

Foundation deformations - foundation elements, such as piles embedded in the soU, are subjected to deformations from the building and soil and must be designed to accommodate these movements. 

Soil compressibility is important for foundation engineering because it indicates settlement. Settlement or deformation of the soil under the foundation occurs because of change of position of particles in a soil mass. 

Power lines severed m Controls damaged n Block walls fail o Frame collapses p Frame deforms q Case damaged r Frame cracks s Piping breaks t Unit overturns or is destroyed u Unit uplifts (0.9 filled) v Unit moves on foundation... 

The concept of affine deformation is central to the theory of rubber elasticity. The foundations of the statistical theory of rubber elasticity were laid down by Kuhn (JJ, by Guth and James (2) and by Flory and Rehner (3), who introduced the notion of affine deformation namely, that the values of the cartesian components of the end-to-end chain vectors in a network vary according to the same strain tensor which characterizes the macroscopic bulk deformation. To account for apparent deviations from affine deformation, refinements have been proposed by Flory (4) and by Ronca and Allegra (5) which take into account effects such as chain-junction entanglements. 

There are many types of deformation and forces that can be applied to material. One of the foundations of viscoelastic theory is the Boltzmann Superposition Principle. This principle is based on the assumption that the effects of a series of applied stresses acting on a sample results in a strain which is related to the sum of the stresses. The same argument applies to the application of a strain. For example we could apply an instantaneous stress to a body and maintain that stress constant. For a viscoelastic material the strain will increase with time. The ratio of the strain to the stress defines the compliance of the body ... 

Sir Frederick Charles Frank (1911-1998) received his Ph.D. in 1937 from Oxford University, followed by a postdoctoral position at the Kaiser Wilhelm Institut fiir Physik in Berlin. During World War II, Frank was involved with the British Chemical Defense Research Establishment, and because of his keen powers of observation and interpretation, he was later transferred to Scientific Intelligence at the British Air Ministry. In 1946, Frank joined the H. H. Wills Physics Laboratory at the University of Bristol under its director, Nevill Mott, who encouraged him to look into problems concerned with crystal growth and the plastic deformation of metallic crystals. A stream of successes followed, establishing his scientific fame, as evidenced by many eponyms the Frank-Read source, the Frank dislocation, Frank s rule, Frank-Kasper phases. His theoretical work has been the foundation of research by innumerable scientists from around the world. Frank was awarded the Order of the British Empire (OBE) Medal in 1946, elected a Fellow of the Royal Society (FRS) in 1954, and was knighted in 1977. 

In modem physics, there exist alternative theories for the equilibrium statistical mechanics [1, 2] based on the generalized statistical entropy [3-12]. They are compatible with the second part of the second law of thermodynamics, i.e., the maximum entropy principle [13-14], which leads to uncertainty in the definition of the statistical entropy and consequently the equilibrium probability density functions. This means that the equilibrium statistical mechanics is in a crisis. Thus, the requirements of the equilibrium thermodynamics shall have an exclusive role in selection of the right theory for the equilibrium statistical mechanics. The main difficulty in foundation of the statistical mechanics based on the generalized statistical entropy, i.e., the deformed Boltzmann-Gibbs entropy, is the problem of its connection with the equilibrium thermodynamics. The proof of the zero law of thermodynamics and the principle of additivity... 

In chap. 7 we laid the foundations for the analysis of mass transport in solids. In the current section, our aim is to examine the ways in which mass transport can assist the deformation that occurs in a given material. As a preliminary, we remind the reader of one of the key features of the deformation mechanism map introduced in fig. 7.7. We refer to the fact that in many instances for stresses well below the putative yield stress, permanent deformation is still observed. Such deformation usually occurs at temperatures which are larger than, say, 0.37, ... 

Yield Stress Measurement. The foundations of the rheological treatment to fluids exhibiting a yield stress are due to Bingham (5). Under steady flow conditions, it is common to neglect the contribution from elastic deformation and to use the term Bingham fluid response. Normally, the Herschel-Bulkley equation 9 is used to characterize the flow. 

In principle all the THMC processes may be involved in the geotechnical and geo-environmental problems. However, to simplify the problem for solution, only the major processes are considered for a particular problem. For example, the dam foundation problems are practically dominated by the coupled HM processes. The objectives of the solution are the interactions between the foundation stresses and deformation (the mechanical process), and the seepage pressure and flow rate (hydraulic process). Only in some special cases the thermal and/or chemical processes may also be involved, say, for dams built in cold region or on rock foundation of high solubility. 

Thus, the rutting depth and permanent deformation of pavement foundation can be obtained. 

Abstract Accidents of some arch dams show that dam failures are mainly caused by crack or failure of their foundation rocks, which are directly related to water seepage in the rock. This kind of fluid-rock interaction has an important influence on deformation and stress characters of the dam-rock system. In this paper, the stress and flow fields of dams and their foundation rocks are studied as a coupled system, using visco-elastic constitutive models and finite element solution method. The developed models and FEM technique were applied for analysing the continuous displacement of the 13 dam section of the Longyangxia Dam, and the calculated results agree well with the measured ones. 

For studying the viscous deformation caused by the creep of dam and its base rock under time-dependent loading, different visco-elastic constitutive models are developed to identify the most suitable models and parameters for more accurate simulation of the time-dependent deformation of the dam-foundation system. 

The time-dependent deformation of the foundation rock, caused by loadings, is described by a Burgers model, which is composed of a Kelvin model and Maxwell model in series, as showed in Figure 2, The partial strain expression of Burgers model is... 

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