Analysis and design of shallow and deep foundations by Lymon C Reese; William M Isenhower; Shin-Tower Wang

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By Lymon C Reese; William M Isenhower; Shin-Tower Wang

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The two modes are deformation in shear at constant volume and deformation in volume change in either compression or dilation. Usually, the foundation engineer considers deformation by shearing at constant volume as a short-term behavior that occurs simultaneously with the application of loading to the foundation. Conversely, the foundation engineer may consider deformation by volume change to be a long-term behavior associated with the consolidation of the soil. Both of these modes of deformation will be discussed in the appropriate chapters of this book.

A dry chunk of silt is easily broken by hand and is powdery. Clays The particles in clay soils may have two general types of structures, depending on the concentration of polyvalent ions present in the groundwater. 1. 1a. 1 Clay structure. 1b. Frequently, remolding results in a loss of shear strength compared to the undisturbed specimen. If the particles are arranged in parallel, the clay has a dispersed structure. In addition to its mineralogical composition, the strength of clay is strongly dependent on the amount of water in the specimen.

When Sr is zero, this equation yields the dry unit weight, and when Sr is 100%, this equation yields the saturated unit weight. 13) where ␥sat is the saturated unit weight. Some instructors ask their students to memorize the six boxed equations above. All other weight–volume relationships can be derived from these equations. 7 Atterberg Limits and the Unified Soils Classification System Atterberg Limits The Swedish soil scientist A. Atterberg (1911) developed a method for describing quantitatively the effect of varying water content on the consistency of fine-grained soils like clays and silts.

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