User:Blkutter/Soil Mechanics Rewrite

5015:. If one considers the energy required to shear an assembly of particles there is energy input by the shear force, T, moving a distance, x and there is also energy input by the normal force, N, as the sample expands a distance, y . Due to the extra energy required for the particles to dilate against the confining pressures, dilatant soils have a greater peak strength than contractive soils. Furthermore, as dilative soil grains dilate, they become looser (their void ratio increases), and their rate of dilation decreases until they reach a critical void ratio. Contractive soils become denser as they shear, and their rate of contraction decreases until they reach a critical void ratio. 638:

dried soil, with clods broken down to individual particles, is put into the top of a stack of sieves arranged from coarse to fine. The stack of sieves is shaken for a standard period of time so that the particles are sorted into size bins. This method works reasonably well for particles in the sand and gravel size range. Fine particles tend to stick to each other, and hence the sieving process is not an effective method. If there are a lot of fines (silt and clay) present in the soil it may be necessary to run water through the sieves to wash the coarse particles and clods through.

5861:). There are three coefficients: at-rest, active, and passive. At-rest stress is the lateral stress in the ground before any disturbance takes place. The active stress state is reached when a wall moves away from the soil under the influence of lateral stress, and results from shear failure due to reduction of lateral stress. The passive stress state is reached when a wall is pushed into the soil far enough to cause shear failure within the mass due to increase of lateral stress. There are many theories for estimating lateral earth stress; some are 34: 5683:

pore water; in some cases cementitious material accumulates at particle-particle contacts. Mechanical behavior of soil is affected by the density of the particles and their structure or arrangement of the particles as well as the amount and spatial distribution of fluids present (e.g., water and air voids). Other factors include the electrical charge of the particles, chemistry of pore water, chemical bonds (i.e. cementation -particles connected through a solid substance such as recrystallized calcium carbonate)

173: 5707:. Similarly, for contractive soil, water must be squeezed out of the pore spaces to allow contraction to take place. Dilation of the voids causes negative water pressures that draw fluid into the pores, and contraction of the voids causes positive pore pressures to push the water out of the pores. If the rate of shearing is very large compared to the rate that water can be sucked into or squeezed out of the dilating or contracting pore spaces, then the shearing is called 5819:: Refers to the arrangement of particles within the soil mass; the manner in which the particles are packed or distributed. Features such as layers, joints, fissures, slickensides, voids, pockets, cementation, etc, are part of the structure. Structure of soils is described by terms such as: undisturbed, disturbed, remolded, compacted, cemented; flocculent, honey-combed, single-grained; flocculated, deflocculated; stratified, layered, laminated; isotropic and anisotropic. 4931: 229: 4908:

effective stress becomes zero within the layer when the upward hydraulic gradient is equal to the critical gradient. At zero effective stress soil has very little strength and layers of relatively impermeable soil may heave up due to the underlying water pressures. The loss in strength due to upward seepage is a common contributor to levee failures. The condition of zero effective stress associated with upward seepage is also called

5019: 5700: 630: 5236: 4877: 686: 298: 2856: 2912: 221: 5396:. However, use of a friction angle greater than the critical state value for design requires care. The peak strength will not be mobilized everywhere at the same time in a practical problem such as a foundation, slope or retaining wall. The critical state friction angle is not nearly as variable as the peak friction angle and hence it can be relied upon with confidence . 4976:, (OCR) is the ratio of the maximum past vertical effective stress to the current vertical effective stress. The OCR is significant for two reasons: firstly, because the compressibility of normally consolidated soil is significantly larger than that for overconsolidated soil, and secondly, the shear behavior and dilatancy of clayey soil are related to the OCR through 2637: 5011:

on a plane is approximately proportional to the effective normal stress on that plane . But soil also derives significant shear resistance from interlocking of grains. If the grains are densely packed, the grains tend to spread apart from each other as they are subject to shear strain. The expansion of the particle matrix due to shearing was called dilatancy by

515:, and they have a relatively large specific surface area. The specific surface area (SSA) is defined as the ratio of the surface area of particles to the mass of the particles. Clay minerals typically have specific surface areas in the range of 10 to 1,000 square meters per gram of solid . Due to the large surface area available for chemical, electrostatic, and 2355:. The shear resistance of soil is provided by friction and interlocking of the particles. The friction depends on the intergranular contact stresses between solid particles. The normal stresses, on the other hand, are shared by the fluid and the particles. Although the pore air is relatively compressible, and hence takes little normal stress in most 5897: 2338: 3675: 2767: 3578: 4916:, or a boiling condition. Quicksand was so named because the soil particles move around and appear to be 'alive' (the biblical meaning of 'quick' - as opposed to 'dead'). (Note that it is not possible to be 'sucked down' into quicksand. On the contrary, you would float with about half your body out of the water.) 657:, not by their grain size. If it is important to determine the grain size distribution of fine-grained soils, the hydrometer test may be performed. In the hydrometer tests, the soil particles are mixed with water and shaken to produce a dilute suspension in a glass cylinder, and then the cylinder is left to sit. A 5026:

The tendency for a soil to dilate or contract depends primarily on the confining pressure and the void ratio of the soil. The rate of dilation is high if the confining pressure is small and the void ratio is small. The rate of contraction is high if the confining pressure is large and the void ratio

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Soil is an assemblage of particles that have little to no cementation while rock (such as sandstone) may consist of an assembly of particles that are strongly cemented together by chemical bonds. The shear strength of soil is primarily due to interparticle friction and therefore, the shear resistance

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should not be confused. There is no unique way of defining failure. For some material failure can be assumed to be the yield point. For soils, "failure" is usually considered occurring at 15% to 20% strain . The stiffness is also important, for example, for evaluation of the magnitude of deformations

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When stress is removed from a consolidated soil, the soil will rebound, drawing water back into the pores and regaining some of the volume it had lost in the consolidation process. If the stress is reapplied, the soil will re-consolidate again along a recompression curve, defined by the recompression

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states that the volume of flow of the pore fluid through a porous medium per unit time is proportional to the rate of change of excess fluid pressure with distance. The constant of proportionality includes the viscosity of the fluid and the intrinsic permeability of the soil. For the simple case of

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is the depth below the water table. However, if the water table is sloping or there is a perched water table as indicated in the accompanying sketch, then seepage will occur. For steady state seepage, the seepage velocities are not varying with time. If the water tables are changing levels with time,

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is the unit weight of the overlying layer. If there is are multiple layers of soil or water above the point of interest, the vertical stress may be calculated by summing the unit weight and thickness of each overlying layer. Total stress increases with increasing depth in proportion to the density of

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Geotechnical engineers classify the soil particle types by performing tests on disturbed (dried, passed through sieves, and remolded) samples of the soil. This provides information about the characteristics of the soil grains themselves. It should be noted that classification of the types of grains

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and the soil which will cause shear failure in the soil. Allowable bearing stress is the bearing capacity divided by a factor of safety. Sometimes, on soft soil sites, large settlements may occur under loaded foundations without actual shear failure occurring; in such cases, the allowable bearing

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In addition to the friction and interlocking (dilatancy) components of strength, the structure and fabric also play a significant role in the soil behavior. The structure and fabric include factors such as the spacing and arrangement of the solid particles or the amount and spatial distribution of

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The surface tension of water explains why the water does not drain out of a wet sand castle or a moist ball of clay. Negative water pressures make the water stick to the particles and pull the particles to each other, friction at the particle contacts make a sand castle stable. But as soon as a wet

645:, a #4 sieve (4 openings per inch) having 4.75mm opening size separates sand from gravel and a #200 sieve with an 0.075 mm opening separates sand from silt and clay. According to the British standard, 0.063 mm is the boundary between sand and silt, and 2 mm is the boundary between sand and gravel. 637:

The size distribution of gravel and sand particles are typically measured using sieve analysis. The formal procedure is described by ASTM (number needed). A stack of sieves with accurately dimensioned holes between a mesh of wires is used to separate the particles into size bins. A known volume of

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is applied to a soil that causes the soil particles to pack together more tightly, therefore reducing volume. When this occurs in a soil that is saturated with water, water will be squeezed out of the soil. The time required to squeeze the water out of a thick deposit of clayey soil layer might be

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water will rise up in a small capillary tube above a free surface of water. Likewise, water will rise up above the water table into the small pore spaces around the soil particles. In fact the soil may be completely saturated for some distance above the water table. Above the height of capillary

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may be broken down into small particles to create soil. Weathering mechanisms are physical weathering, chemical weathering, and biological weathering Human activities such as excavation, blasting, and waste disposal, may also create soil. Over goelogic time, deeply buried soils may be altered by

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As seen to the right, earthen slopes can develop a cut-spherical weakness zone. The probability of this happening can be calculated in advance using a simple 2-D circular analysis package... A primary difficulty with analysis is locating the most-probable slip plane for any given situation. Many

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fluids such as water in the pore spaces affects the ability for the pores to dilate or contract. If the pores are saturated with water, water must be sucked into the dilating pore spaces to fill the expanding pores (this phenomena is visible at the beach when apparently dry spots form around feet

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The shear strength and stiffness of soil determines whether or not soil will be stable or how much it will deform. Knowledge of the strength is necessary to determine if a slope will be stable, if a building or bridge might settle too far into the ground, and the limiting pressures on a retaining

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Seepage in an upward direction reduces the effective stress within the soil. When the water pressure at a point in the soil is equal to the total vertical stress at that point, the effective stress is zero and the soil has no frictional resistance to deformation. For a surface layer, the vertical

2852:, is negative above the water table. Hence, hydrostatic water pressures are negative above the water table. The thickness of the zone of capillary saturation depends on the pore size, but typically, the heights vary between a centimeter or so for coarse sand to 10's of meters for a silt or clay . 145:. Soil mechanics is used to analyze the deformations of and flow of fluids within natural and man-made structures that are supported on or made of soil . Examples are building and bridge foundations, retaining walls, dams. Principles of soil mechanics are also used in related disciplines such as 347:

Silts, sands and gravels are classified by their size, and hence they may consist of a variety of minerals. Owing to the stability of quartz compared to other rock minerals, quartz is the most common constituent of sand and silt . Mica, and feldspar are other common minerals present in sands and

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is powerful enough to pick up large rocks and boulders as well as soil; soils dropped by melting ice can be a well graded mixture of widely varying particle sizes. Gravity on its own may also carry particles down from the top of a mountain to make a pile of soil and boulders at the base; soil

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is the water content below which it is not possible to roll by hand the soil into 3 mm diameter cylinders. The soil cracks or breaks up as it is rolled down to this diameter. Remolded soil at the plastic limit is quite stiff, having an undrained shear strength of the order of about 200 kPa .

531:

Soils consist of a mixture of particles of different size, shape and mineralogy. Because the size of the particles obviously has a significant effect on the soil behavior, the grain size and grain size distribution are used to classify soils. The grain size distribution describes the relative

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has the chemical name silicon dioxide. The reason that feldspar is most common in rocks, but silicon is more prevalent in soils is that feldspar is much more soluble than silica. Gravel particles consist of broken pieces of rock in the size range of 4.75 mm to 100 mm. According to the

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Consolidation analogy. The piston is supported by water underneath and a spring. When a load is applied to the piston, water pressure increases to support the load. As the water slowly leaks through the small hole, the load is transferred from the water pressure to the spring force.

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can occur because of the frictional drag exerted on the soil particles. Vertically upwards seepage is a source of danger on the downstream side of sheet piling and beneath the toe of a dam or levee. Erosion of the soil, known as "piping", can lead to failure of the structure and to

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Negative pore pressures in clayey soil can be much more powerful than those in sand. Negative pore pressures explain why clay soils shrink when they dry and swell as they are wetted. The swelling and shrinkage can cause major distress, especially to light structures and roads.

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The minerals of soils are predominantly formed by atoms of elements such as oxygen, silicon, hydrogen, and aluminum, organized in various crystalline forms. These elements along with calcium, sodium, potassium, magnesium, and carbon comprise over 99% of the solid mass of soils

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years. For a layer of sand, the water may be squeezed out in a matter of seconds. A building foundation or construction of a new embankment will cause the soil below to consolidate and this will cause settlement which in turn may cause distress to the building or embankment.

317:. Water carries particles of different size depending on the speed of the water, thus soils transported by water are graded according to their size. Silt and clay may settle out in a lake, and gravel and sand collect at the bottom of a river bed. Wind blown soil deposits ( 2904:, if the water pressure is negative, the effective stress may be positive, even on a free surface (a surface where the total normal stress is zero). The negative pore pressure pulls the particles together and causes compressive particle to particle contact forces. 3133:

of the specimen; it is an indicator of how much water the soil particles in the specimen can absorb. The plasticity index is the difference in water contents between states when the soil is relatively soft and the soil is relatively brittle when molded by hand.

4865:. One set of lines in the flow net are in the direction of the water flow (flow lines), and the other set of lines are in the direction of constant total head (equipotential lines). Flow nets may be used for example to estimate the quantity of seepage under 275:

Silt particle sizes are in the range of 0.002 mm to 0.075 mm and sand particles have sizes in the range of 0.075 mm to 4.75 mm. Silt, Sand and Gravel basically consist of little pieces of broken rocks. The most common mineral constituent of silt and sand is

3941:-direction). The above equation works well for a horizontal tube, but if the tube was inclined so that point b was a different elevation than point a, the equation would not work. The effect of elevation is accounted for by replacing the pore pressure by 2435:

at a point can be different in different directions. In soil mechanics, compressive stresses and pressures are considered to be positive and tensile stresses are considered to be negative, which is different from the solid mechanics sign convention for

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Physical weathering includes temperature effects, freeze and thaw of water in cracks, rain, wind, impact and other mechanisms. Chemical weathering includes dissolution of matter composing a rock and precipitation in the form of another mineral.

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proportions of particles of various sizes. The grain size is often visualized in a cumulative distribution graph which, for example, plots the percentage of particles finer than a given size as a function of size. The median grain size,

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and the strength is very sensitive to the effective stress. It follows then that the undrained shear strength of a soil may be smaller or larger than the drained shear strength depending upon whether the soil is contractive or dilative.

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The mechanism of transport also has a major effect on the particle shape, low velocity grinding in a river bed will produce rounded particles, for example. Freshly fractured colluvium particles will often have a very angular shape.

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The field of slope stability encompasses the analysis of static and dynamic stability of slopes of earth and rock-fill dams, slopes of other types of embankments, excavated slopes, and natural slopes in soil and soft rock.

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There are a variety of parameters used to describe the relative proportions of air, water and solid in a soil. This section defines these parameters and some of their interrelationships . The basic notation is as follows:

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and stiffness of soils. The shear strength of soils is primarily derived from friction between the particles and interlocking, which are very sensitive to the effective stress . The article concludes with some examples of

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formation. Seeping water removes soil, starting from the exit point of the seepage, and erosion advances upgradient. The term sand boil is used to describe the appearance of the discharging end of an active soil pipe.

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predominantly work on problems that involve water and predominantly work on problems on earth (in earths gravity). For this class of problems, civil engineers will often write Darcy's law in a much simpler form :

1293:, are different names for the density of the mixture, i.e., the total mass of air, water, solids divided by the total volume of air water and solids (the mass of air is assumed to be zero for practical purposes): 661:

is used to measure the density of the suspension as a function of time. Clay particles may take several hours to settle past the depth of measurement of the hydrometer. Sand particles may take less than a second.

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directly, so in practice the vertical effective stress is calculated from the pore pressure and vertical total stress. The distinction between the terms pressure and stress is also important. By definition,

117:, that describes the behavior of soils. It differs from fluid mechanics and solid mechanics in the sense that soils consist of a heterogeneous mixture of fluids (usually air and water) and particles (usually 3759: 3422: 1770: 4860:

Darcy's Law applies in one, two or three dimensions . To solve 2-D flow problems, computer programs may be used, but traditionally these problems were solved using and a graphical procedure known called

4293: 5715:. During undrained shear, the water pressure u changes depending on volume change tendencies. From the effective stress equation, the change in u directly effects the effective stress by the equation: 2779:

saturation, the soil may be wet but the water content will decrease with elevation. If the water in the capillary zone is not moving, the water pressure obeys the equation of hydrostatic equilibrium,

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To understand the mechanics of soils it is necessary to understand how normal stresses and shear stresses are shared by the different phases. Neither gas nor liquid provide significant resistance to

2285: 2207: 5813:, effective normal stress and shear stress (stress history). State can be describe by terms such as: loose, dense, overconsolidated, normally consolidated, stiff, soft, contractive, dilative, etc. 1185: 4563: 2944:

of the soil, terms that describe compactness of the particles and patterns in the arrangement of particles in a load carrying framework as well as the pore size and pore fluid distributions.

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is the ratio of mass of water to mass of solid. It is easily measured by weighing a sample of the soil, drying it out in an oven and re-weighing. Standard procedures are described by ASTM.

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is located at the depth where the water pressure is equal to the atmospheric pressure. For hydrostatic conditions, the water pressure increases linearly with depth below the water table:

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provides the theoretical basis to calculate the relationship between sedimentation velocity and particle size. ASTM provides the detailed procedures for performing the Hydrometer test.

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problems, liquid water is relatively incompressible and if the voids are saturated with water, the pore water must be squeezed out in order to pack the particles closer together.

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Poulos, S. J. 1989. Advance Dam Engineering for Design, Construction, and Rehabilitation: Liquefaction Related Phenomena. Ed. Jansen, R.B, Van Nostrand Reinhold, pages 292-297.

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interaction, the mechanical behavior of clay minerals is very sensitive to the amount of pore fluid available and the type and amount of dissolved ions in the pore fluid.

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Not recognizing the significance of dilatancy, Coulomb proposed that the shear strength of soil may be expressed as a combination of adhesion and friction components :

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pressure and temperature to become metamorphic or sedimentary rock, and if melted and solidify again, they would complete the geologic cycle by becoming igneous rock.

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developed the theory of consolidation which enables prediction of the amount of settlement and the time required for the settlement to occur . Soils are tested with an

3567: 2729: 2327: 1667: 1444: 1020: 993: 966: 5990: 4715: 474: 402: 313:, is a common example of a residual soil. The common mechanisms of transport are the actions of gravity, ice, water, and wind. Wind blown soils include dune sands and 5647: 5622: 5597: 5547: 5497: 4367: 3492: 3457: 2607: 1211: 588: 557: 4742: 4323: 4097: 3970: 3656: 3319: 3092: 3057: 2850: 2756: 2493: 1291: 1235: 914: 887: 858: 831: 804: 775: 748: 721: 4481: 3899: 937: 4770: 4591: 4504: 4387: 4214: 4070: 4046: 3939: 3919: 3826: 3806: 3782: 2587: 2513: 2076: 1937: 1796: 1693: 1255: 5803:(basic soil material): mineralogy, grain size and grain size distribution, shape of particles, pore fluid type and content, ions on grain and in pore fluid. 1945: 1804: 1299: 2864:

sand castle is submerged below a free water surface, the negative pressures are lost and the castle collapses. Considering the effective stress equation,

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applications of the principles of soil mechanics such as slope stability, lateral earth pressure on retaining walls, and bearing capacity of foundations.

1452: 2370:(i.e., the average intergranular stress between solid particles) may be calculated by a simple subtraction of the pore pressure from the total stress: 6285:

Terzaghi, K., Peck, R.B., and Mesri, G. 1996. Soil Mechanics in Engineering Practice. Third Edition, John Wiley & Sons, Inc. Article 18, page 135.

4852:. Layering and heterogeneity and disturbance during the sampling and testing process make the accurate measurement of soil a very difficult problem. 3113:

apparatus may be use to measure the liquid Limit. The undrained shear strength of remolded soil at the liquid limit is approximately 2 kPa . The

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Terzaghi, K., Peck, R.B., Mesri, G. (1996) Soil mechanics in Engineering Practice, Third Edition, John Wiley & Sons, Inc.,ISBN0-471-08658-4

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soils. If there are distinct gaps in the gradation curve, i.e., a mixture of gravel and fine sand, with no coarse sand, the soils may be called

5853:. A lateral earth stress coefficient, K, is defined as the ratio of lateral (horizontal) stress to vertical stress for cohesionless soils (K=σ 6120: 5974: 5849:

Lateral earth stress theory is used to estimate the amount of stress soil can exert perpendicular to gravity. This is the stress exerted on

2475:, on average, is the weight of everything above that point per unit area. The vertical stress beneath a uniform surface layer with density 86: 3186:. If the Atterberg limits plot in the"hatched" region on the graph near the origin, the soils are given the dual classification 'CL-ML'. 4105: 3901:. The negative sign is needed because fluids flow from high pressure to low pressure. So if the change in pressure is negative (in the 6323:

Mitchell, J.K., and Soga, K. (2005) Fundamentals of soil behavior, Third edition, John Wiley and Sons, Inc., ISBN-13:978-0-471-46302-7.

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Soils deposits are affected by the mechanism of transport and deposition to their location. Soils that are not transported, are called

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Water is drawn into a small tube by surface tension. Water pressure, u, is negative above and positive below the free water surface

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is determined by measuring the water content for which a groove closes after 25 blows in a standard test . Alternatively, a

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After a soil reaches the critical state, it is no longer contracting or dilating and the shear stress on the failure plane

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is zero if the datum for head measurement is chosen at the same elevation as the origin for the depth, z used to calculate

4977: 2976:) are classified according to their grain size distribution. For the USCS, gravels may be given the classification symbol 1136: 301:

Example soil horizons. a) top soil and colluvium b) mature residual soil c) young residual soil d) weathered rock.

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If you are the editor who added this template and you are actively editing, please be sure to replace this template with

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are different depending on the magnitude of effective stress . According to Schofield (2006) , the longstanding use of

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is large. As a first approximation, the regions of contraction and dilation are separated by the critical state line.

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soils. If the soil particles in a sample are predominantly in a relatively narrow range of sizes, the soil are called

2956:(USCS)is often used for soil classification. Other classification systems include the British Standard BS5390 and the 593:

Sands and gravels that possess a wide range of particle sizes with a smooth distribution of particle sizes are called

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Note that the weights, W, can be obtained by multiplying the mass, M, by the acceleration due to gravity, g; e.g.,

618: 5829:-drained, undrained, and type of loading -magnitude, rate (static, dynamic), and time history (monotonic, cyclic). 4960:

index. Soil that has been consolidated to a large pressure and has been subsequently unloaded is considered to be

2521: 1589:, defined as the density of the mixture minus the density of water is useful if the soil is suberged under water: 5884: 4772:, can vary by many orders of magnitude depending on the soil type. Clays may have permeability as small as about 3199:

The effects of the water content on the strength of saturated remolded soils can be quantified by the use of the

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The classification of fine-grained soils, i.e., soils that are finer than sand, is determined primarily by their

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or kaolin. These minerals tend to form in sheet or plate like structures, with length typically ranging between

4980:; highly overconsolidated clayey soils are dilatant, while normally consolidated soils tend to be contractive. 4397: 3008:. Sands and gravels with a small but non-negligible amount of fines may be given a dual classification such as 2356: 214: 158: 138: 82: 6341: 3831: 3213: 2084: 1595: 6138:

Holtz, R.D, and Kovacs, W.D., 1981. An Introduction to Geotechnical Engineering. Prentice-Hall, Inc. page 448

559:, is the size for which 50% of the particle mass consists of finer particles. Soil behavior, especially the 4775: 621:. The two traditional methods used in geotechnical engineering are sieve analysis and hydrometer analysis. 146: 4815: 641:

A variety of sieve sizes are available. The boundary between sand and silt is arbitrary. According to the

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The peak strength of the soil may be greater, however, due to the interlocking (dilatancy) contribution.

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A cross section showing the water table varying with surface topography as well as a perched water table.

2867: 1076: 162: 114: 5777: 4369:(average velocity of fluid molecules in the pores) is related to the Darcy velocity, and the porosity, 3588: 2782: 2658: 669:

Clay particles can be sufficiently small that they never settle because they are kept in suspension by

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is the "minimum void ratio" corresponding to a very dense state as defined by ASTM (give test number)

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is the "maximum void ratio" corresponding to a very loose state as defined by ASTM (give test number)

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Wood, David Muir, Soil Behavior and Critical State Soil Mechanics, Cambridge University Press, 1990,

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at a point is defined as the height (measured relative to the datum) to which water would raise in a

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The liquid limit and plastic limit are arbitrary limits determined by tradition and convention. The

3102:). The shrinkage corresponds to a water content below which the soil will not shrink as it dries. 306: 172: 5773: 4994: 4990: 2626: 516: 154: 150: 77: 5074: 5038: 4968:. A soil which is currently experiencing the maximum past vertical effective stress is said to be 3631:

then hydrostatic conditions will prevail and the fluids will be not be flowing through the soil.

1028: 5984: 5711:, if the shearing is slow enough that the water pressures are negligible, the shearing is called 3500: 2451: 2437: 310: 133:) but soil may also contain organic solids, liquids, and gasses and other matter. Along with 6153:, D 2487-83, vol. 04.08, American Society for Testing and Materials, 1985, pp. 395–408 479: 407: 204:, time dependent change of volume due to squeezing water out of tiny pore spaces, also known as 5796:

The stress-strain relationship of soils, and therefore the shearing strength, is affected by :

4930: 4862: 3536: 3110: 2707: 2293: 1645: 1422: 998: 971: 944: 563:, tends to be dominated by the smaller particles, hence, the term "effective size", denoted by 6259: 6196: 6195:

Disturbed soil properties and geotechnical design, Schofield, Andrew N.,Thomas Telford, 2006.

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or if the soil is in the process of consolidation, then steady state conditions do not apply.

3170:). A soil that plots above the A-line and has LL>50% would, for example, be classified as 446: 374: 318: 142: 4339: 3464: 3429: 2592: 1196: 6221: 5880: 5874: 5652: 5552: 5502: 5012: 4944: 3291: 3147: 3122: 3021: 2346: 1567: 1070: 654: 566: 535: 255: 251: 5788:; there are numerous other devices and variations on these devices used in practice today. 4720: 4301: 4075: 3948: 3634: 3297: 3070: 3035: 2828: 2734: 2478: 1276: 1220: 892: 865: 836: 809: 782: 753: 726: 699: 590:, is defined as the size for which 10% of the particle mass consists of finer particles. 348:

silts . The mineral constituents of gravel may be more similar to that of the parent rock.

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Foot pressing in soil causes soil to dilate, drawing water from the surface into the pores

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A phase diagram of soil indicating the masses and volumes of air, solid, water, and voids.

670: 356: 62: 1939:, is the ratio of volume of voids to the total volume, and is related to the void ratio: 5967:

Soils and Waves: Particulate Materials Behavior, Characterization and Process Monitoring

5627: 5602: 5577: 5527: 5477: 2131:

From the above definitions, some useful relationships can be derived by basic algebra.

919: 5781: 5699: 5692: 4755: 4576: 4489: 4372: 4199: 4055: 4031: 3924: 3904: 3811: 3791: 3767: 3667: 3154:

on a plasticity chart. The A-Line on the chart separates clays (given the USCS symbol

2644:

If there is no pore water flow occurring in the soil, the pore water pressures will be

2572: 2498: 2061: 1922: 1781: 1678: 1240: 1022:

represent the densities of the constituents (air, water and solids) in a soil mixture;

663: 134: 3585:

If fluid pressures in a soil deposit are uniformly increasing with depth according to

3020:

Clays and Silts, often called 'fine-grained soils', are classified according to their

2045:{\displaystyle n={\frac {V_{v}}{V_{t}}}={\frac {V_{v}}{V_{s}+V_{v}}}={\frac {e}{1+e}}} 1904:{\displaystyle e={\frac {V_{V}}{V_{S}}}={\frac {V_{V}}{V_{T}-V_{V}}}={\frac {n}{1-n}}} 629: 6073: 5524:

parameters in the last equation are not fundamental soil properties . In particular,

4949: 3279: 3130: 3114: 3060: 2363: 1406:{\displaystyle \rho ={\frac {M_{s}+M_{w}}{V_{s}+V_{w}+V_{a}}}={\frac {M_{t}}{V_{t}}}} 177: 17: 5235: 4876: 321:

soils) also tend to be sorted according to their grain size. Erosion at the base of

184:

This article describes the genesis and composition of soil, the distinction between

4870: 3275: 3151: 3126: 3106: 3025: 2352: 1551:{\displaystyle \rho _{d}={\frac {M_{s}}{V_{s}+V_{w}+V_{a}}}={\frac {M_{s}}{V_{t}}}} 1073:

is the ratio of the density of one material compared to the density of pure water (

247: 166: 4220:, we obtain a more general equation for the apparent velocity in the x-direction: 685: 246:

The primary mechanism of soil creation is the weathering of rock. All rock types

5862: 5826: 2992:(gravel with a large amount of clay). Likewise sands may be classified as being 2649: 2645: 1190: 309:-- they exist at the same location as the rock from which they were generated. 33: 6150:

Classification of Soils for Engineering Purposes: Annual Book of ASTM Standards

5944:

Mitchell, J.K. 1993. Fundamentals of Soil Behavior. John Wiley & Sons, Inc.

3278:

and it has an undrained shear strength of about 2 kPa. When the soil is at the

297: 5810: 4594: 4570: 4217: 2911: 2855: 658: 47:

You are welcome to assist in its construction by editing it as well. If this

4880:

A plan flow net to estimate flow of water from a stream to a discharging well

1446:, is the mass of solids divided by the total volume of air water and solids: 271:, which is the most common mineral present in igneous rock. According to the 6225: 5022:

A critical state line separates the dilatant and contractive states for soil

4913: 368: 327: 220: 4989:

wall. Different criteria can be used to define the point of "failure" in a

3674: 2636: 6375:"A method for locating critical slip surfaces in slope stability analysis" 6148: 4597:

at that point. The total head is related to the excess water pressure by:

2766: 6353: 4895: 2613:

It is not possible to calculate the horizontal total stress in this way.

2428: 1915: 360: 268: 4956:

to determine their compression index and coefficient of consolidation.

5896: 4890: 3784:(units of volume per time, e.g., ft³/s or m³/s) is proportional to the 3577: 3146:(USCS), silts and clays are classified by plotting the values of their 3125:

of a particular soil specimen is defined as the difference between the

2337: 1261: 1214: 674: 322: 6241:"Sandboils 101: Corps has experience dealing with common flood danger" 5888:

stress is determined with regard to the maximum allowable settlement.

6212:

Jones, J. A. A. (1976). "Soil piping and stream channel initiation".

2957: 2432: 364: 281: 277: 130: 3162:. LL=50% separates high plasticity soils (given the modifier symbol 2919:

Later sections of this article address the pore water pressures for

4186:{\displaystyle Q={\frac {-KA}{\mu }}{\frac {(u_{e,b}-u_{e,a})}{L}}} 3282:, the LI is 0 and the undrained shear strength is about 200 kPa. . 2448:

For level ground conditions, the total vertical stress at a point,

6063:

A Guide to Soil Mechanics, Bolton, Malcolm,Macmillan Press, 1979.

5895: 5071:

is determined by the effective normal stress on the failure plane

4929: 4875: 3673: 3576: 2336: 860:

represent the weights of air, water and solids in a soil mixture;

777:

represent the volumes of air, water and solids in a soil mixture;

684: 628: 314: 289:, particles larger than gravel are called cobbles and boulders. 4216:, and expressing the rate of change of excess pore pressure as a 939:

represent the masses of air, water and solids in a soil mixture;

4940: 2936:

present in a soil does not account for important effects of the

352: 264: 137:, soil mechanics provides the theoretical basis for analysis in 126: 122: 118: 3754:{\displaystyle Q={\frac {-KA}{\mu }}{\frac {(u_{b}-u_{a})}{L}}} 3417:{\displaystyle D_{r}={\frac {e_{max}-e}{e_{max}-e_{min}}}100\%} 1798:, is the ratio of the volume of voids to the volume of solids: 1765:{\displaystyle w={\frac {M_{w}}{M_{s}}}={\frac {W_{w}}{W_{s}}}} 4866: 2078:, is the ratio of the volume of water to the volume of voids: 224:

Fox glacier: intense weathering of rock and transport of soils

28: 5322:{\displaystyle \tau _{peak}=\sigma _{n}'\tan \phi _{peak}'\ } 5222:{\displaystyle \tau _{crit}=\sigma _{n}'\tan \phi _{crit}'\ } 4048:

is the depth measured from an arbitrary elevation reference (

5768:

Strength parameters can be measured in the laboratory using

5674:

are constant can lead to overestimation of peak strengths .

4288:{\displaystyle v_{x}={\frac {-K}{\mu }}{\frac {du_{e}}{dx}}} 5599:

in practice has led many engineers to wrongly believe that

4964:. The maximum past vertical effective stress is termed the 3678:

Diagram showing definitions and directions for Darcy's law.

6310: 6308: 6306: 6304: 5965:

Santamarina, J.C., Klein, K.A., & Fam, M.A. (2001).

3174:. Other possible classifications of silts and clays are 2333:

Effective stress and capillarity: hydrostatic conditions

2280:{\displaystyle \rho ={\frac {(1+w)G_{s}\rho _{w}}{1+e}}} 2202:{\displaystyle \rho ={\frac {(G_{s}+Se)\rho _{w}}{1+e}}} 45:

is in a state of significant expansion or restructuring.

5239:

Typical stress strain curve for a drained dilatant soil

3166:) from low plasticity soils (given the modifier symbol 94: 73: 52: 5464:{\displaystyle \tau _{f}=c'+\sigma _{f}'\tan \phi '\,} 180:-- an example of a problem due to deformation of soil. 5724: 5655: 5630: 5605: 5580: 5555: 5530: 5505: 5480: 5408: 5338: 5252: 5152: 5107: 5077: 5041: 4818: 4778: 4758: 4723: 4682: 4606: 4579: 4516: 4492: 4460: 4400: 4375: 4342: 4304: 4229: 4202: 4108: 4078: 4058: 4034: 3980: 3951: 3927: 3907: 3887: 3834: 3814: 3794: 3770: 3688: 3637: 3591: 3539: 3503: 3467: 3432: 3329: 3300: 3216: 3073: 3038: 2870: 2831: 2785: 2737: 2710: 2661: 2595: 2575: 2524: 2501: 2481: 2454: 2422:

is the pore pressure. It is not practical to measure

2379: 2341:

Spheres immersed in water, reducing effective stress.

2296: 2218: 2140: 2087: 2064: 1948: 1925: 1807: 1784: 1704: 1681: 1648: 1598: 1570: 1455: 1425: 1302: 1279: 1243: 1223: 1199: 1139: 1079: 1031: 1001: 974: 947: 922: 895: 868: 839: 812: 785: 756: 729: 702: 569: 538: 482: 449: 410: 377: 267:

minerals, for example can be formed by weathering of

6342:

US Army Corps of Engineers Manual on Slope Stability

5879:

The bearing capacity of soil is the average contact

1180:{\displaystyle G_{s}={\frac {\rho _{s}}{\rho _{w}}}} 69:. Click on the link for template parameters to use. 6107: 6105: 6103: 6101: 6099: 6097: 5915:landslides have only been analyzed after the fact. 3921:-direction) then the flow will be positive (in the 3290:The density of sands is often characterized by the 2859:

intergranular contact force due to surface tension.

6134: 6132: 6130: 6128: 5748: 5666: 5641: 5616: 5591: 5566: 5541: 5516: 5491: 5463: 5388: 5321: 5221: 5135: 5093: 5063: 4844: 4804: 4764: 4736: 4709: 4665: 4585: 4569:. The hydraulic gradient is the rate of change of 4557: 4498: 4475: 4436: 4381: 4361: 4317: 4287: 4208: 4185: 4091: 4064: 4040: 4018: 3964: 3933: 3913: 3893: 3869: 3828:, and rate of pore pressure change with distance, 3820: 3800: 3776: 3753: 3650: 3623: 3561: 3525: 3486: 3451: 3416: 3313: 3263: 3086: 3051: 3024:; the most commonly used Atterberg limits are the 2896: 2844: 2817: 2750: 2723: 2693: 2601: 2581: 2558: 2507: 2487: 2467: 2403: 2321: 2279: 2201: 2120: 2070: 2044: 1931: 1903: 1790: 1764: 1687: 1661: 1631: 1581: 1550: 1438: 1405: 1285: 1249: 1229: 1205: 1179: 1119: 1060: 1014: 987: 960: 931: 908: 881: 852: 825: 798: 769: 742: 715: 582: 551: 507: 468: 435: 396: 5624:is a fundamental parameter. This assumption that 4558:{\displaystyle k={\frac {K\rho _{w}g}{\mu _{w}}}} 2362:The principle of effective stress, introduced by 192:, capillary action of fluids in the pore spaces, 5389:{\displaystyle \phi _{peak}'>\phi _{crit}'} 5960: 5958: 5956: 5954: 5952: 5950: 8: 6191: 6189: 6187: 6185: 6183: 6181: 6179: 5989:: CS1 maint: multiple names: authors list ( 4812:, gravels may have permeability up to about 4099:we obtain a more general equation for flow: 2559:{\displaystyle \sigma _{v}=\rho gH=\gamma H} 6111:Lambe, T. William & Robert V. Whitman. 4889:When the seepage velocity is great enough, 326:deposits transported by gravity are called 5940: 5938: 5936: 5934: 5932: 5930: 5928: 5865:based, and some are analytically derived. 4666:{\displaystyle u_{e}=\rho _{w}gh+Constant} 3569:the soil is extremely loose and unstable. 3274:When the LI is 1, remolded soil is at the 2431:at a point is equal in all directions but 673:, in which case they may be classified as 6025: 6023: 6021: 5745: 5723: 5654: 5629: 5604: 5579: 5554: 5529: 5504: 5479: 5460: 5437: 5413: 5407: 5368: 5343: 5337: 5298: 5279: 5257: 5251: 5198: 5179: 5157: 5151: 5112: 5106: 5082: 5076: 5046: 5040: 4832: 4823: 4817: 4792: 4783: 4777: 4757: 4728: 4722: 4681: 4624: 4611: 4605: 4578: 4547: 4533: 4523: 4515: 4491: 4459: 4437:{\displaystyle v_{sx}={\frac {v_{x}}{n}}} 4423: 4417: 4405: 4399: 4374: 4347: 4341: 4309: 4303: 4268: 4258: 4243: 4234: 4228: 4201: 4162: 4143: 4133: 4115: 4107: 4083: 4077: 4057: 4033: 4004: 3985: 3979: 3956: 3950: 3926: 3906: 3886: 3855: 3842: 3835: 3833: 3813: 3793: 3769: 3736: 3723: 3713: 3695: 3687: 3642: 3636: 3615: 3602: 3590: 3544: 3538: 3533:the sand or gravel is very dense, and if 3508: 3502: 3472: 3466: 3437: 3431: 3393: 3374: 3350: 3343: 3334: 3328: 3305: 3299: 3226: 3215: 3078: 3072: 3043: 3037: 2988:(gravel with a large amount of silt), or 2920: 2869: 2836: 2830: 2809: 2796: 2784: 2742: 2736: 2715: 2709: 2685: 2672: 2660: 2594: 2574: 2529: 2523: 2500: 2480: 2459: 2453: 2400: 2378: 2313: 2295: 2257: 2247: 2225: 2217: 2179: 2157: 2147: 2139: 2110: 2100: 2094: 2086: 2063: 2024: 2012: 1999: 1988: 1982: 1971: 1961: 1955: 1947: 1924: 1883: 1871: 1858: 1847: 1841: 1830: 1820: 1814: 1806: 1783: 1754: 1744: 1738: 1727: 1717: 1711: 1703: 1680: 1653: 1647: 1623: 1597: 1569: 1540: 1530: 1524: 1512: 1499: 1486: 1475: 1469: 1460: 1454: 1430: 1424: 1395: 1385: 1379: 1367: 1354: 1341: 1329: 1316: 1309: 1301: 1278: 1242: 1222: 1198: 1169: 1159: 1153: 1144: 1138: 1111: 1099: 1084: 1078: 1049: 1036: 1030: 1006: 1000: 979: 973: 952: 946: 921: 900: 894: 873: 867: 844: 838: 817: 811: 790: 784: 761: 755: 734: 728: 707: 701: 574: 568: 543: 537: 493: 481: 454: 448: 421: 409: 382: 376: 6059: 6057: 6055: 6053: 6051: 6049: 6047: 6045: 6019: 6017: 6015: 6013: 6011: 6009: 6007: 6005: 6003: 6001: 5698: 5234: 5017: 4325:has units of velocity and is called the 3870:{\displaystyle {\frac {u_{b}-u_{a}}{L}}} 3264:{\displaystyle LI={\frac {w-PL}{LL-PL}}} 2910: 2854: 2765: 2635: 2589:is the acceleration due to gravity, and 2121:{\displaystyle S={\frac {V_{w}}{V_{v}}}} 1632:{\displaystyle \rho '=\rho \ -\rho _{w}} 443:and thickness typically ranging between 296: 227: 219: 171: 5924: 4196:Dividing both sides of the equation by 2968:In the USCS, gravels (given the symbol 1193:, conventionally denoted by the symbol 617:. There are many methods for measuring 6268: 6257: 6162: 6160: 5982: 4993:of a particular material. Failure and 4984:Shear behavior: stiffness and strength 4920:Consolidation: transient flow of water 4805:{\displaystyle 10^{-12}{\frac {m}{s}}} 6088:Introductory Geotechnical Engineering 4845:{\displaystyle 10^{-1}{\frac {m}{s}}} 7: 5749:{\displaystyle \sigma '=\sigma -u\,} 4939:Consolidation is a process by which 3877:, and inversely proportional to the 2758:is the depth below the water table. 2404:{\displaystyle \sigma '=\sigma -u\,} 1237:by the acceleration due to gravity, 5006:Friction, interlocking and dilation 4943:decrease in volume. It occurs when 4019:{\displaystyle u_{e}=u-\rho _{w}gz} 3671:a horizontal tube filled with soil 3573:Seepage: steady state flow of water 2964:Classification of sands and gravels 2952:In the US and other countries, the 2897:{\displaystyle \sigma '=\sigma -u,} 2366:, states that the effective stress 1213:may be obtained by multiplying the 1120:{\displaystyle \rho _{w}=1g/cm^{3}} 53:has not been edited in several days 5101:and critical state friction angle 3556: 3520: 3411: 3144:Unified Soil Classification System 2954:Unified Soil Classification System 2924: 643:Unified Soil Classification System 287:Unified Soil Classification System 273:Unified Soil Classification System 24: 5809:(initial): Define by the initial 3624:{\displaystyle u=\rho _{w}gz_{w}} 3138:Classification of silts and clays 2818:{\displaystyle u=\rho _{w}gz_{w}} 2694:{\displaystyle u=\rho _{w}gz_{w}} 67:during the active editing session 6298:, John Wiley and Sons, New York 5678:Structure, fabric, and chemistry 3190:Indices related to soil strength 613:soils are both considered to be 237:Genesis and composition of soils 32: 5136:{\displaystyle \phi _{crit}'\ } 4573:with distance. The total head, 3158:) from silts (given the symbol 6029:Powrie, W., Spon Press, 2004, 4998:of foundations and slopes and 4748:Typical values of permeability 4174: 4136: 3742: 3716: 2972:) and sands (given the symbol 2240: 2228: 2172: 2150: 56:, please remove this template. 1: 5696:that press into the wet sand 4978:critical state soil mechanics 2960:soil classification system . 2948:Classification of soil grains 2731:is the density of water, and 26:Soil mechanics draft rewrite 6354:"Slope Stability Calculator" 6247:. US Army Corps of Engineers 6086:Fang, Y., Spon Press, 2006, 5094:{\displaystyle \sigma _{n}'} 5064:{\displaystyle \tau _{crit}} 4752:Values of the permeability, 3808:, the cross sectional area, 1061:{\displaystyle W_{s}=M_{s}g} 6239:Dooley, Alan (June, 2006). 6072: Parameter error in {{ 5687:Drained and undrained shear 3526:{\displaystyle D_{r}=100\%} 2468:{\displaystyle \sigma _{v}} 6403: 6296:Theoretical Soil Mechanics 5903: 5872: 5842: 4923: 4885:Seepage forces and erosion 2915:Shrinkage caused by drying 2770:Water at particle contacts 2624: 2617:are addressed elsewhere. 2344: 1131:Specific gravity of solids 619:particle size distribution 508:{\displaystyle 2x10^{-6}m} 436:{\displaystyle 4x10^{-6}m} 5900:Simple slope slip section 5474:It is now known that the 3562:{\displaystyle D_{r}=0\%} 2724:{\displaystyle \rho _{w}} 2418:is the total stress and 2322:{\displaystyle Se=wG_{s}} 1662:{\displaystyle \rho _{w}} 1439:{\displaystyle \rho _{d}} 1015:{\displaystyle \rho _{s}} 988:{\displaystyle \rho _{w}} 961:{\displaystyle \rho _{a}} 6214:Water Resources Research 4710:{\displaystyle Constant} 2984:(poorly graded gravel), 2357:geotechnical engineering 1669:is the density of water 469:{\displaystyle 10^{-9}m} 397:{\displaystyle 10^{-7}m} 215:geotechnical engineering 159:agricultural engineering 139:geotechnical engineering 6226:10.1029/WR007i003p00602 6031:Soil Mechanics - 2nd ed 5691:The presence of nearly 4974:overconsolidation ratio 4966:preconsolidation stress 4362:{\displaystyle v_{sx}=} 3487:{\displaystyle e_{min}} 3452:{\displaystyle e_{max}} 2615:Lateral earth pressures 2602:{\displaystyle \gamma } 1206:{\displaystyle \gamma } 527:Grain size distribution 147:geophysical engineering 6267:Check date values in: 6115:. Wiley, 1991; p. 29. 5901: 5845:Lateral earth pressure 5839:Lateral earth pressure 5750: 5704: 5668: 5667:{\displaystyle \phi '} 5643: 5618: 5593: 5568: 5567:{\displaystyle \phi '} 5543: 5518: 5517:{\displaystyle \phi '} 5493: 5465: 5390: 5323: 5240: 5223: 5137: 5095: 5065: 5023: 4936: 4881: 4846: 4806: 4766: 4738: 4711: 4667: 4587: 4565:, and i is called the 4559: 4500: 4477: 4438: 4383: 4363: 4319: 4289: 4210: 4187: 4093: 4066: 4042: 4020: 3966: 3935: 3915: 3895: 3871: 3822: 3802: 3786:intrinsic permeability 3778: 3755: 3679: 3652: 3625: 3582: 3563: 3527: 3488: 3453: 3418: 3315: 3265: 3088: 3053: 2980:(well-graded gravel), 2916: 2898: 2860: 2846: 2819: 2771: 2752: 2725: 2695: 2641: 2632:Hydrostatic conditions 2603: 2583: 2560: 2509: 2489: 2469: 2405: 2342: 2323: 2281: 2203: 2122: 2072: 2046: 1933: 1905: 1792: 1766: 1689: 1663: 1633: 1583: 1582:{\displaystyle \rho '} 1552: 1440: 1407: 1287: 1251: 1231: 1207: 1181: 1121: 1062: 1016: 989: 962: 933: 910: 883: 854: 827: 800: 771: 744: 717: 690: 634: 584: 583:{\displaystyle D_{10}} 561:hydraulic conductivity 553: 552:{\displaystyle D_{50}} 509: 470: 437: 398: 302: 233: 225: 181: 6373:Chugh, Ashok (2002). 5899: 5751: 5702: 5669: 5644: 5619: 5594: 5569: 5544: 5519: 5494: 5466: 5391: 5324: 5238: 5224: 5138: 5096: 5066: 5021: 4970:normally consolidated 4933: 4879: 4847: 4807: 4767: 4739: 4737:{\displaystyle u_{e}} 4712: 4668: 4588: 4560: 4501: 4478: 4439: 4384: 4364: 4320: 4318:{\displaystyle v_{x}} 4290: 4211: 4188: 4094: 4092:{\displaystyle u_{e}} 4067: 4043: 4021: 3967: 3965:{\displaystyle u_{e}} 3936: 3916: 3896: 3872: 3823: 3803: 3779: 3764:The total discharge, 3756: 3677: 3653: 3651:{\displaystyle z_{w}} 3626: 3580: 3564: 3528: 3489: 3454: 3419: 3316: 3314:{\displaystyle D_{r}} 3266: 3089: 3087:{\displaystyle w_{p}} 3054: 3052:{\displaystyle w_{l}} 2921:#steady state seepage 2914: 2899: 2858: 2847: 2845:{\displaystyle z_{w}} 2820: 2769: 2753: 2751:{\displaystyle z_{w}} 2726: 2696: 2639: 2604: 2584: 2561: 2510: 2490: 2488:{\displaystyle \rho } 2470: 2406: 2340: 2324: 2282: 2204: 2123: 2073: 2047: 1934: 1906: 1793: 1767: 1690: 1664: 1634: 1584: 1553: 1441: 1408: 1288: 1286:{\displaystyle \rho } 1252: 1232: 1230:{\displaystyle \rho } 1208: 1182: 1122: 1063: 1017: 990: 963: 934: 911: 909:{\displaystyle M_{w}} 884: 882:{\displaystyle M_{a}} 855: 853:{\displaystyle W_{s}} 828: 826:{\displaystyle W_{w}} 801: 799:{\displaystyle W_{a}} 772: 770:{\displaystyle V_{s}} 745: 743:{\displaystyle V_{w}} 718: 716:{\displaystyle V_{a}} 688: 681:Mass-volume relations 632: 585: 554: 510: 471: 438: 399: 300: 231: 223: 175: 163:groundwater hydrology 141:, a subdiscipline of 115:engineering mechanics 6294:Terzaghi, K., 1943, 5722: 5653: 5628: 5603: 5578: 5553: 5528: 5503: 5478: 5406: 5336: 5250: 5243:This may be stated: 5150: 5105: 5075: 5039: 4926:Consolidation (soil) 4816: 4776: 4756: 4721: 4680: 4604: 4577: 4514: 4510:, and is defined as 4490: 4476:{\displaystyle v=ki} 4458: 4398: 4373: 4340: 4302: 4227: 4200: 4106: 4076: 4056: 4032: 3978: 3949: 3943:excess pore pressure 3925: 3905: 3894:{\displaystyle \mu } 3885: 3832: 3812: 3792: 3768: 3686: 3635: 3589: 3537: 3501: 3465: 3430: 3327: 3298: 3214: 3071: 3036: 2868: 2829: 2783: 2735: 2708: 2659: 2610:the overlying soil. 2593: 2573: 2522: 2499: 2479: 2452: 2377: 2294: 2216: 2138: 2085: 2062: 2056:Degree of saturation 1946: 1923: 1805: 1782: 1702: 1679: 1646: 1596: 1568: 1453: 1423: 1300: 1277: 1241: 1221: 1197: 1137: 1077: 1029: 999: 972: 945: 920: 893: 866: 837: 810: 783: 754: 727: 700: 567: 536: 480: 447: 408: 375: 232:Earthwork in Germany 5774:triaxial shear test 5445: 5385: 5360: 5315: 5287: 5215: 5187: 5129: 5090: 5000:shear wave velocity 4991:stress-strain curve 3662: 2931:Soil Classification 2627:Pore water pressure 2621:Pore water pressure 649:Hydrometer analysis 194:soil classification 188:and inter-granular 186:pore water pressure 155:coastal engineering 151:engineering geology 6382:NRC Research Press 5902: 5823:Loading conditions 5746: 5705: 5664: 5642:{\displaystyle c'} 5639: 5617:{\displaystyle c'} 5614: 5592:{\displaystyle c'} 5589: 5564: 5542:{\displaystyle c'} 5539: 5514: 5492:{\displaystyle c'} 5489: 5461: 5433: 5386: 5364: 5339: 5319: 5294: 5275: 5241: 5219: 5194: 5175: 5133: 5108: 5091: 5078: 5061: 5024: 4937: 4882: 4842: 4802: 4762: 4734: 4707: 4663: 4583: 4567:hydraulic gradient 4555: 4496: 4473: 4434: 4379: 4359: 4331:discharge velocity 4315: 4285: 4206: 4183: 4089: 4062: 4038: 4016: 3962: 3931: 3911: 3891: 3867: 3818: 3798: 3774: 3751: 3680: 3648: 3621: 3583: 3559: 3523: 3484: 3449: 3414: 3311: 3261: 3084: 3049: 2917: 2894: 2861: 2842: 2815: 2772: 2748: 2721: 2691: 2642: 2599: 2579: 2556: 2505: 2485: 2465: 2401: 2343: 2319: 2277: 2199: 2118: 2068: 2042: 1929: 1901: 1788: 1762: 1685: 1659: 1629: 1579: 1548: 1436: 1403: 1283: 1247: 1227: 1203: 1177: 1117: 1058: 1012: 985: 958: 932:{\displaystyle Ms} 929: 906: 879: 850: 823: 796: 767: 740: 713: 691: 635: 580: 549: 505: 466: 433: 394: 311:Decomposed granite 303: 234: 226: 182: 6121:978-0-471-51192-2 6076:}}: checksum 5976:978-0-471-49058-6 5778:simple shear test 5770:direct shear test 5318: 5218: 5132: 4903:Seepage pressures 4840: 4800: 4765:{\displaystyle k} 4586:{\displaystyle h} 4553: 4499:{\displaystyle k} 4432: 4382:{\displaystyle n} 4283: 4256: 4209:{\displaystyle A} 4181: 4131: 4065:{\displaystyle u} 4041:{\displaystyle z} 3934:{\displaystyle x} 3914:{\displaystyle x} 3879:dynamic viscosity 3865: 3821:{\displaystyle A} 3801:{\displaystyle K} 3777:{\displaystyle Q} 3749: 3711: 3406: 3259: 3142:According to the 2582:{\displaystyle g} 2508:{\displaystyle H} 2275: 2197: 2116: 2071:{\displaystyle S} 2040: 2019: 1977: 1932:{\displaystyle n} 1899: 1878: 1836: 1791:{\displaystyle e} 1760: 1733: 1688:{\displaystyle w} 1615: 1546: 1519: 1401: 1374: 1250:{\displaystyle g} 1175: 143:Civil engineering 108: 107: 6394: 6386: 6385: 6379: 6370: 6364: 6363: 6361: 6360: 6350: 6344: 6339: 6333: 6330: 6324: 6321: 6315: 6312: 6299: 6292: 6286: 6283: 6277: 6276: 6270: 6265: 6263: 6255: 6253: 6252: 6236: 6230: 6229: 6209: 6203: 6193: 6174: 6164: 6155: 6154: 6145: 6139: 6136: 6123: 6109: 6092: 6084: 6078: 6077: 6061: 6040: 6027: 5996: 5994: 5988: 5980: 5962: 5945: 5942: 5875:Bearing capacity 5869:Bearing capacity 5801:soil composition 5755: 5753: 5752: 5747: 5732: 5673: 5671: 5670: 5665: 5663: 5648: 5646: 5645: 5640: 5638: 5623: 5621: 5620: 5615: 5613: 5598: 5596: 5595: 5590: 5588: 5573: 5571: 5570: 5565: 5563: 5548: 5546: 5545: 5540: 5538: 5523: 5521: 5520: 5515: 5513: 5498: 5496: 5495: 5490: 5488: 5470: 5468: 5467: 5462: 5459: 5441: 5429: 5418: 5417: 5395: 5393: 5392: 5387: 5381: 5356: 5328: 5326: 5325: 5320: 5316: 5311: 5283: 5271: 5270: 5228: 5226: 5225: 5220: 5216: 5211: 5183: 5171: 5170: 5142: 5140: 5139: 5134: 5130: 5125: 5100: 5098: 5097: 5092: 5086: 5070: 5068: 5067: 5062: 5060: 5059: 5031:Failure criteria 5013:Osborne Reynolds 4962:overconsolidated 4851: 4849: 4848: 4843: 4841: 4833: 4831: 4830: 4811: 4809: 4808: 4803: 4801: 4793: 4791: 4790: 4771: 4769: 4768: 4763: 4743: 4741: 4740: 4735: 4733: 4732: 4716: 4714: 4713: 4708: 4672: 4670: 4669: 4664: 4629: 4628: 4616: 4615: 4592: 4590: 4589: 4584: 4564: 4562: 4561: 4556: 4554: 4552: 4551: 4542: 4538: 4537: 4524: 4505: 4503: 4502: 4497: 4482: 4480: 4479: 4474: 4443: 4441: 4440: 4435: 4433: 4428: 4427: 4418: 4413: 4412: 4388: 4386: 4385: 4380: 4368: 4366: 4365: 4360: 4355: 4354: 4335:seepage velocity 4324: 4322: 4321: 4316: 4314: 4313: 4294: 4292: 4291: 4286: 4284: 4282: 4274: 4273: 4272: 4259: 4257: 4252: 4244: 4239: 4238: 4215: 4213: 4212: 4207: 4192: 4190: 4189: 4184: 4182: 4177: 4173: 4172: 4154: 4153: 4134: 4132: 4127: 4116: 4098: 4096: 4095: 4090: 4088: 4087: 4071: 4069: 4068: 4063: 4047: 4045: 4044: 4039: 4025: 4023: 4022: 4017: 4009: 4008: 3990: 3989: 3971: 3969: 3968: 3963: 3961: 3960: 3940: 3938: 3937: 3932: 3920: 3918: 3917: 3912: 3900: 3898: 3897: 3892: 3876: 3874: 3873: 3868: 3866: 3861: 3860: 3859: 3847: 3846: 3836: 3827: 3825: 3824: 3819: 3807: 3805: 3804: 3799: 3783: 3781: 3780: 3775: 3760: 3758: 3757: 3752: 3750: 3745: 3741: 3740: 3728: 3727: 3714: 3712: 3707: 3696: 3657: 3655: 3654: 3649: 3647: 3646: 3630: 3628: 3627: 3622: 3620: 3619: 3607: 3606: 3568: 3566: 3565: 3560: 3549: 3548: 3532: 3530: 3529: 3524: 3513: 3512: 3493: 3491: 3490: 3485: 3483: 3482: 3458: 3456: 3455: 3450: 3448: 3447: 3423: 3421: 3420: 3415: 3407: 3405: 3404: 3403: 3385: 3384: 3368: 3361: 3360: 3344: 3339: 3338: 3320: 3318: 3317: 3312: 3310: 3309: 3292:relative density 3286:Relative density 3270: 3268: 3267: 3262: 3260: 3258: 3241: 3227: 3148:plasticity index 3123:Plasticity index 3093: 3091: 3090: 3085: 3083: 3082: 3058: 3056: 3055: 3050: 3048: 3047: 3022:Atterberg limits 3016:Atterberg Limits 2903: 2901: 2900: 2895: 2878: 2851: 2849: 2848: 2843: 2841: 2840: 2825:, but note that 2824: 2822: 2821: 2816: 2814: 2813: 2801: 2800: 2762:Capillary action 2757: 2755: 2754: 2749: 2747: 2746: 2730: 2728: 2727: 2722: 2720: 2719: 2700: 2698: 2697: 2692: 2690: 2689: 2677: 2676: 2608: 2606: 2605: 2600: 2588: 2586: 2585: 2580: 2565: 2563: 2562: 2557: 2534: 2533: 2515:is for example: 2514: 2512: 2511: 2506: 2495:, and thickness 2494: 2492: 2491: 2486: 2474: 2472: 2471: 2466: 2464: 2463: 2410: 2408: 2407: 2402: 2387: 2347:Effective stress 2328: 2326: 2325: 2320: 2318: 2317: 2286: 2284: 2283: 2278: 2276: 2274: 2263: 2262: 2261: 2252: 2251: 2226: 2208: 2206: 2205: 2200: 2198: 2196: 2185: 2184: 2183: 2162: 2161: 2148: 2127: 2125: 2124: 2119: 2117: 2115: 2114: 2105: 2104: 2095: 2077: 2075: 2074: 2069: 2051: 2049: 2048: 2043: 2041: 2039: 2025: 2020: 2018: 2017: 2016: 2004: 2003: 1993: 1992: 1983: 1978: 1976: 1975: 1966: 1965: 1956: 1938: 1936: 1935: 1930: 1910: 1908: 1907: 1902: 1900: 1898: 1884: 1879: 1877: 1876: 1875: 1863: 1862: 1852: 1851: 1842: 1837: 1835: 1834: 1825: 1824: 1815: 1797: 1795: 1794: 1789: 1771: 1769: 1768: 1763: 1761: 1759: 1758: 1749: 1748: 1739: 1734: 1732: 1731: 1722: 1721: 1712: 1694: 1692: 1691: 1686: 1668: 1666: 1665: 1660: 1658: 1657: 1638: 1636: 1635: 1630: 1628: 1627: 1613: 1606: 1588: 1586: 1585: 1580: 1578: 1557: 1555: 1554: 1549: 1547: 1545: 1544: 1535: 1534: 1525: 1520: 1518: 1517: 1516: 1504: 1503: 1491: 1490: 1480: 1479: 1470: 1465: 1464: 1445: 1443: 1442: 1437: 1435: 1434: 1412: 1410: 1409: 1404: 1402: 1400: 1399: 1390: 1389: 1380: 1375: 1373: 1372: 1371: 1359: 1358: 1346: 1345: 1335: 1334: 1333: 1321: 1320: 1310: 1292: 1290: 1289: 1284: 1256: 1254: 1253: 1248: 1236: 1234: 1233: 1228: 1212: 1210: 1209: 1204: 1186: 1184: 1183: 1178: 1176: 1174: 1173: 1164: 1163: 1154: 1149: 1148: 1126: 1124: 1123: 1118: 1116: 1115: 1103: 1089: 1088: 1071:Specific Gravity 1067: 1065: 1064: 1059: 1054: 1053: 1041: 1040: 1021: 1019: 1018: 1013: 1011: 1010: 994: 992: 991: 986: 984: 983: 967: 965: 964: 959: 957: 956: 938: 936: 935: 930: 915: 913: 912: 907: 905: 904: 888: 886: 885: 880: 878: 877: 859: 857: 856: 851: 849: 848: 832: 830: 829: 824: 822: 821: 805: 803: 802: 797: 795: 794: 776: 774: 773: 768: 766: 765: 749: 747: 746: 741: 739: 738: 722: 720: 719: 714: 712: 711: 655:Atterberg limits 607:Uniformly graded 599:uniformly graded 589: 587: 586: 581: 579: 578: 558: 556: 555: 550: 548: 547: 514: 512: 511: 506: 501: 500: 475: 473: 472: 467: 462: 461: 442: 440: 439: 434: 429: 428: 403: 401: 400: 395: 390: 389: 338:Soil composition 256:sedimentary rock 252:metamorphic rock 190:effective stress 104: 103: 98: 90: 66: 55: 36: 35: 29: 6402: 6401: 6397: 6396: 6395: 6393: 6392: 6391: 6390: 6389: 6377: 6372: 6371: 6367: 6358: 6356: 6352: 6351: 6347: 6340: 6336: 6331: 6327: 6322: 6318: 6313: 6302: 6293: 6289: 6284: 6280: 6266: 6256: 6250: 6248: 6245:Engineer Update 6238: 6237: 6233: 6211: 6210: 6206: 6194: 6177: 6165: 6158: 6147: 6146: 6142: 6137: 6126: 6110: 6095: 6085: 6081: 6071: 6062: 6043: 6028: 5999: 5981: 5977: 5964: 5963: 5948: 5943: 5926: 5921: 5908: 5906:Slope stability 5894: 5892:Slope stability 5877: 5871: 5860: 5856: 5851:retaining walls 5847: 5841: 5836: 5794: 5786:vane shear test 5766: 5725: 5720: 5719: 5709:undrained shear 5689: 5680: 5656: 5651: 5650: 5631: 5626: 5625: 5606: 5601: 5600: 5581: 5576: 5575: 5556: 5551: 5550: 5531: 5526: 5525: 5506: 5501: 5500: 5481: 5476: 5475: 5452: 5422: 5409: 5404: 5403: 5334: 5333: 5253: 5248: 5247: 5153: 5148: 5147: 5103: 5102: 5073: 5072: 5042: 5037: 5036: 5033: 5008: 4986: 4928: 4922: 4905: 4887: 4858: 4819: 4814: 4813: 4779: 4774: 4773: 4754: 4753: 4750: 4724: 4719: 4718: 4678: 4677: 4620: 4607: 4602: 4601: 4575: 4574: 4543: 4529: 4525: 4512: 4511: 4488: 4487: 4456: 4455: 4448:Civil Engineers 4419: 4401: 4396: 4395: 4391: 4371: 4370: 4343: 4338: 4337: 4305: 4300: 4299: 4275: 4264: 4260: 4245: 4230: 4225: 4224: 4198: 4197: 4158: 4139: 4135: 4117: 4104: 4103: 4079: 4074: 4073: 4054: 4053: 4030: 4029: 4000: 3981: 3976: 3975: 3952: 3947: 3946: 3923: 3922: 3903: 3902: 3883: 3882: 3881:of the fluid, 3851: 3838: 3837: 3830: 3829: 3810: 3809: 3790: 3789: 3766: 3765: 3732: 3719: 3715: 3697: 3684: 3683: 3665: 3638: 3633: 3632: 3611: 3598: 3587: 3586: 3575: 3540: 3535: 3534: 3504: 3499: 3498: 3468: 3463: 3462: 3433: 3428: 3427: 3389: 3370: 3369: 3346: 3345: 3330: 3325: 3324: 3301: 3296: 3295: 3288: 3242: 3228: 3212: 3211: 3201:liquidity index 3197: 3195:Liquidity Index 3192: 3140: 3096:Shrinkage limit 3074: 3069: 3068: 3039: 3034: 3033: 3018: 2966: 2950: 2933: 2871: 2866: 2865: 2832: 2827: 2826: 2805: 2792: 2781: 2780: 2776:surface tension 2764: 2738: 2733: 2732: 2711: 2706: 2705: 2681: 2668: 2657: 2656: 2634: 2629: 2623: 2591: 2590: 2571: 2570: 2525: 2520: 2519: 2497: 2496: 2477: 2476: 2455: 2450: 2449: 2446: 2380: 2375: 2374: 2349: 2335: 2309: 2292: 2291: 2264: 2253: 2243: 2227: 2214: 2213: 2186: 2175: 2153: 2149: 2136: 2135: 2106: 2096: 2083: 2082: 2060: 2059: 2029: 2008: 1995: 1994: 1984: 1967: 1957: 1944: 1943: 1921: 1920: 1888: 1867: 1854: 1853: 1843: 1826: 1816: 1803: 1802: 1780: 1779: 1750: 1740: 1723: 1713: 1700: 1699: 1677: 1676: 1649: 1644: 1643: 1619: 1599: 1594: 1593: 1571: 1566: 1565: 1562:Buoyant Density 1536: 1526: 1508: 1495: 1482: 1481: 1471: 1456: 1451: 1450: 1426: 1421: 1420: 1391: 1381: 1363: 1350: 1337: 1336: 1325: 1312: 1311: 1298: 1297: 1275: 1274: 1239: 1238: 1219: 1218: 1195: 1194: 1165: 1155: 1140: 1135: 1134: 1107: 1080: 1075: 1074: 1045: 1032: 1027: 1026: 1002: 997: 996: 975: 970: 969: 948: 943: 942: 918: 917: 896: 891: 890: 869: 864: 863: 840: 835: 834: 813: 808: 807: 786: 781: 780: 757: 752: 751: 730: 725: 724: 703: 698: 697: 683: 671:Brownian motion 651: 627: 570: 565: 564: 539: 534: 533: 529: 489: 478: 477: 450: 445: 444: 417: 406: 405: 378: 373: 372: 357:montmorillonite 345: 343:Soil mineralogy 340: 295: 244: 239: 113:is a branch of 96: 80: 71: 70: 60: 57: 51: 22: 21: 20: 12: 11: 5: 6400: 6398: 6388: 6387: 6365: 6345: 6334: 6325: 6316: 6300: 6287: 6278: 6231: 6220:(3): 602–610. 6204: 6175: 6156: 6140: 6124: 6113:Soil Mechanics 6093: 6079: 6041: 5997: 5975: 5946: 5923: 5922: 5920: 5917: 5904:Main article: 5893: 5890: 5873:Main article: 5870: 5867: 5858: 5854: 5843:Main article: 5840: 5837: 5835: 5832: 5831: 5830: 5820: 5814: 5804: 5793: 5790: 5782:fall cone test 5765: 5762: 5757: 5756: 5744: 5741: 5738: 5735: 5731: 5728: 5693:incompressible 5688: 5685: 5679: 5676: 5662: 5659: 5637: 5634: 5612: 5609: 5587: 5584: 5562: 5559: 5537: 5534: 5512: 5509: 5487: 5484: 5472: 5471: 5458: 5455: 5451: 5448: 5444: 5440: 5436: 5432: 5428: 5425: 5421: 5416: 5412: 5384: 5380: 5377: 5374: 5371: 5367: 5363: 5359: 5355: 5352: 5349: 5346: 5342: 5330: 5329: 5314: 5310: 5307: 5304: 5301: 5297: 5293: 5290: 5286: 5282: 5278: 5274: 5269: 5266: 5263: 5260: 5256: 5230: 5229: 5214: 5210: 5207: 5204: 5201: 5197: 5193: 5190: 5186: 5182: 5178: 5174: 5169: 5166: 5163: 5160: 5156: 5128: 5124: 5121: 5118: 5115: 5111: 5089: 5085: 5081: 5058: 5055: 5052: 5049: 5045: 5032: 5029: 5007: 5004: 4985: 4982: 4954:oedometer test 4924:Main article: 4921: 4918: 4904: 4901: 4886: 4883: 4857: 4854: 4839: 4836: 4829: 4826: 4822: 4799: 4796: 4789: 4786: 4782: 4761: 4749: 4746: 4731: 4727: 4706: 4703: 4700: 4697: 4694: 4691: 4688: 4685: 4674: 4673: 4662: 4659: 4656: 4653: 4650: 4647: 4644: 4641: 4638: 4635: 4632: 4627: 4623: 4619: 4614: 4610: 4582: 4550: 4546: 4541: 4536: 4532: 4528: 4522: 4519: 4495: 4484: 4483: 4472: 4469: 4466: 4463: 4445: 4444: 4431: 4426: 4422: 4416: 4411: 4408: 4404: 4378: 4358: 4353: 4350: 4346: 4327:Darcy velocity 4312: 4308: 4296: 4295: 4281: 4278: 4271: 4267: 4263: 4255: 4251: 4248: 4242: 4237: 4233: 4205: 4194: 4193: 4180: 4176: 4171: 4168: 4165: 4161: 4157: 4152: 4149: 4146: 4142: 4138: 4130: 4126: 4123: 4120: 4114: 4111: 4086: 4082: 4061: 4037: 4015: 4012: 4007: 4003: 3999: 3996: 3993: 3988: 3984: 3959: 3955: 3930: 3910: 3890: 3864: 3858: 3854: 3850: 3845: 3841: 3817: 3797: 3773: 3762: 3761: 3748: 3744: 3739: 3735: 3731: 3726: 3722: 3718: 3710: 3706: 3703: 3700: 3694: 3691: 3664: 3661: 3645: 3641: 3618: 3614: 3610: 3605: 3601: 3597: 3594: 3574: 3571: 3558: 3555: 3552: 3547: 3543: 3522: 3519: 3516: 3511: 3507: 3481: 3478: 3475: 3471: 3446: 3443: 3440: 3436: 3425: 3424: 3413: 3410: 3402: 3399: 3396: 3392: 3388: 3383: 3380: 3377: 3373: 3367: 3364: 3359: 3356: 3353: 3349: 3342: 3337: 3333: 3308: 3304: 3287: 3284: 3272: 3271: 3257: 3254: 3251: 3248: 3245: 3240: 3237: 3234: 3231: 3225: 3222: 3219: 3196: 3193: 3191: 3188: 3139: 3136: 3081: 3077: 3046: 3042: 3017: 3014: 2965: 2962: 2949: 2946: 2932: 2929: 2925:#consolidation 2893: 2890: 2887: 2884: 2881: 2877: 2874: 2839: 2835: 2812: 2808: 2804: 2799: 2795: 2791: 2788: 2763: 2760: 2745: 2741: 2718: 2714: 2702: 2701: 2688: 2684: 2680: 2675: 2671: 2667: 2664: 2633: 2630: 2625:Main article: 2622: 2619: 2598: 2578: 2567: 2566: 2555: 2552: 2549: 2546: 2543: 2540: 2537: 2532: 2528: 2504: 2484: 2462: 2458: 2445: 2442: 2412: 2411: 2399: 2396: 2393: 2390: 2386: 2383: 2345:Main article: 2334: 2331: 2330: 2329: 2316: 2312: 2308: 2305: 2302: 2299: 2288: 2287: 2273: 2270: 2267: 2260: 2256: 2250: 2246: 2242: 2239: 2236: 2233: 2230: 2224: 2221: 2210: 2209: 2195: 2192: 2189: 2182: 2178: 2174: 2171: 2168: 2165: 2160: 2156: 2152: 2146: 2143: 2129: 2128: 2113: 2109: 2103: 2099: 2093: 2090: 2067: 2053: 2052: 2038: 2035: 2032: 2028: 2023: 2015: 2011: 2007: 2002: 1998: 1991: 1987: 1981: 1974: 1970: 1964: 1960: 1954: 1951: 1928: 1912: 1911: 1897: 1894: 1891: 1887: 1882: 1874: 1870: 1866: 1861: 1857: 1850: 1846: 1840: 1833: 1829: 1823: 1819: 1813: 1810: 1787: 1773: 1772: 1757: 1753: 1747: 1743: 1737: 1730: 1726: 1720: 1716: 1710: 1707: 1684: 1656: 1652: 1640: 1639: 1626: 1622: 1618: 1612: 1609: 1605: 1602: 1577: 1574: 1559: 1558: 1543: 1539: 1533: 1529: 1523: 1515: 1511: 1507: 1502: 1498: 1494: 1489: 1485: 1478: 1474: 1468: 1463: 1459: 1433: 1429: 1414: 1413: 1398: 1394: 1388: 1384: 1378: 1370: 1366: 1362: 1357: 1353: 1349: 1344: 1340: 1332: 1328: 1324: 1319: 1315: 1308: 1305: 1282: 1246: 1226: 1202: 1172: 1168: 1162: 1158: 1152: 1147: 1143: 1114: 1110: 1106: 1102: 1098: 1095: 1092: 1087: 1083: 1057: 1052: 1048: 1044: 1039: 1035: 1009: 1005: 982: 978: 955: 951: 928: 925: 903: 899: 876: 872: 847: 843: 820: 816: 793: 789: 764: 760: 737: 733: 710: 706: 682: 679: 650: 647: 626: 625:Sieve analysis 623: 577: 573: 546: 542: 528: 525: 504: 499: 496: 492: 488: 485: 465: 460: 457: 453: 432: 427: 424: 420: 416: 413: 393: 388: 385: 381: 344: 341: 339: 336: 307:residual soils 294: 291: 243: 240: 238: 235: 210:shear strength 135:rock mechanics 111:Soil mechanics 106: 105: 78:Texvc2LaTeXBot 72:This page was 37: 23: 15: 14: 13: 10: 9: 6: 4: 3: 2: 6399: 6383: 6376: 6369: 6366: 6355: 6349: 6346: 6343: 6338: 6335: 6329: 6326: 6320: 6317: 6311: 6309: 6307: 6305: 6301: 6297: 6291: 6288: 6282: 6279: 6274: 6261: 6246: 6242: 6235: 6232: 6227: 6223: 6219: 6215: 6208: 6205: 6202: 6201:0-7277-2982-9 6198: 6192: 6190: 6188: 6186: 6184: 6182: 6180: 6176: 6173: 6172:0-521-33249-4 6169: 6163: 6161: 6157: 6152: 6151: 6144: 6141: 6135: 6133: 6131: 6129: 6125: 6122: 6118: 6114: 6108: 6106: 6104: 6102: 6100: 6098: 6094: 6091: 6089: 6083: 6080: 6075: 6070: 6069:0-333-18932-0 6066: 6060: 6058: 6056: 6054: 6052: 6050: 6048: 6046: 6042: 6039: 6038:0-415-31156-X 6035: 6032: 6026: 6024: 6022: 6020: 6018: 6016: 6014: 6012: 6010: 6008: 6006: 6004: 6002: 5998: 5992: 5986: 5978: 5972: 5968: 5961: 5959: 5957: 5955: 5953: 5951: 5947: 5941: 5939: 5937: 5935: 5933: 5931: 5929: 5925: 5918: 5916: 5912: 5907: 5898: 5891: 5889: 5886: 5882: 5876: 5868: 5866: 5864: 5852: 5846: 5838: 5833: 5828: 5824: 5821: 5818: 5815: 5812: 5808: 5805: 5802: 5799: 5798: 5797: 5792:Other factors 5791: 5789: 5787: 5783: 5779: 5775: 5771: 5763: 5761: 5742: 5739: 5736: 5733: 5729: 5726: 5718: 5717: 5716: 5714: 5713:drained shear 5710: 5701: 5697: 5694: 5686: 5684: 5677: 5675: 5660: 5657: 5635: 5632: 5610: 5607: 5585: 5582: 5560: 5557: 5535: 5532: 5510: 5507: 5485: 5482: 5456: 5453: 5449: 5446: 5442: 5438: 5434: 5430: 5426: 5423: 5419: 5414: 5410: 5402: 5401: 5400: 5397: 5382: 5378: 5375: 5372: 5369: 5365: 5361: 5357: 5353: 5350: 5347: 5344: 5340: 5312: 5308: 5305: 5302: 5299: 5295: 5291: 5288: 5284: 5280: 5276: 5272: 5267: 5264: 5261: 5258: 5254: 5246: 5245: 5244: 5237: 5233: 5212: 5208: 5205: 5202: 5199: 5195: 5191: 5188: 5184: 5180: 5176: 5172: 5167: 5164: 5161: 5158: 5154: 5146: 5145: 5144: 5126: 5122: 5119: 5116: 5113: 5109: 5087: 5083: 5079: 5056: 5053: 5050: 5047: 5043: 5030: 5028: 5020: 5016: 5014: 5005: 5003: 5001: 4996: 4992: 4983: 4981: 4979: 4975: 4971: 4967: 4963: 4957: 4955: 4951: 4950:Karl Terzaghi 4946: 4942: 4932: 4927: 4919: 4917: 4915: 4911: 4902: 4900: 4897: 4892: 4884: 4878: 4874: 4872: 4868: 4864: 4855: 4853: 4837: 4834: 4827: 4824: 4820: 4797: 4794: 4787: 4784: 4780: 4759: 4747: 4745: 4729: 4725: 4704: 4701: 4698: 4695: 4692: 4689: 4686: 4683: 4660: 4657: 4654: 4651: 4648: 4645: 4642: 4639: 4636: 4633: 4630: 4625: 4621: 4617: 4612: 4608: 4600: 4599: 4598: 4596: 4580: 4572: 4568: 4548: 4544: 4539: 4534: 4530: 4526: 4520: 4517: 4509: 4493: 4470: 4467: 4464: 4461: 4454: 4453: 4452: 4449: 4429: 4424: 4420: 4414: 4409: 4406: 4402: 4394: 4393: 4392: 4389: 4376: 4356: 4351: 4348: 4344: 4336: 4332: 4328: 4310: 4306: 4279: 4276: 4269: 4265: 4261: 4253: 4249: 4246: 4240: 4235: 4231: 4223: 4222: 4221: 4219: 4203: 4178: 4169: 4166: 4163: 4159: 4155: 4150: 4147: 4144: 4140: 4128: 4124: 4121: 4118: 4112: 4109: 4102: 4101: 4100: 4084: 4080: 4059: 4052:). Replacing 4051: 4035: 4026: 4013: 4010: 4005: 4001: 3997: 3994: 3991: 3986: 3982: 3973: 3957: 3953: 3944: 3928: 3908: 3888: 3880: 3862: 3856: 3852: 3848: 3843: 3839: 3815: 3795: 3787: 3771: 3746: 3737: 3733: 3729: 3724: 3720: 3708: 3704: 3701: 3698: 3692: 3689: 3682: 3681: 3676: 3672: 3669: 3660: 3643: 3639: 3616: 3612: 3608: 3603: 3599: 3595: 3592: 3579: 3572: 3570: 3553: 3550: 3545: 3541: 3517: 3514: 3509: 3505: 3495: 3479: 3476: 3473: 3469: 3460: 3444: 3441: 3438: 3434: 3408: 3400: 3397: 3394: 3390: 3386: 3381: 3378: 3375: 3371: 3365: 3362: 3357: 3354: 3351: 3347: 3340: 3335: 3331: 3323: 3322: 3321: 3306: 3302: 3293: 3285: 3283: 3281: 3280:plastic limit 3277: 3255: 3252: 3249: 3246: 3243: 3238: 3235: 3232: 3229: 3223: 3220: 3217: 3210: 3209: 3208: 3206: 3202: 3194: 3189: 3187: 3185: 3181: 3177: 3173: 3169: 3165: 3161: 3157: 3153: 3149: 3145: 3137: 3135: 3132: 3131:Plastic limit 3128: 3124: 3119: 3116: 3115:plastic limit 3112: 3108: 3103: 3101: 3097: 3079: 3075: 3066: 3062: 3061:Plastic Limit 3044: 3040: 3031: 3027: 3023: 3015: 3013: 3011: 3007: 3003: 2999: 2995: 2991: 2987: 2983: 2979: 2975: 2971: 2963: 2961: 2959: 2955: 2947: 2945: 2943: 2939: 2930: 2928: 2926: 2922: 2913: 2909: 2905: 2891: 2888: 2885: 2882: 2879: 2875: 2872: 2857: 2853: 2837: 2833: 2810: 2806: 2802: 2797: 2793: 2789: 2786: 2777: 2768: 2761: 2759: 2743: 2739: 2716: 2712: 2686: 2682: 2678: 2673: 2669: 2665: 2662: 2655: 2654: 2653: 2651: 2647: 2638: 2631: 2628: 2620: 2618: 2616: 2611: 2596: 2576: 2553: 2550: 2547: 2544: 2541: 2538: 2535: 2530: 2526: 2518: 2517: 2516: 2502: 2482: 2460: 2456: 2443: 2441: 2439: 2434: 2430: 2425: 2421: 2417: 2397: 2394: 2391: 2388: 2384: 2381: 2373: 2372: 2371: 2369: 2365: 2364:Karl Terzaghi 2360: 2358: 2354: 2348: 2339: 2332: 2314: 2310: 2306: 2303: 2300: 2297: 2290: 2289: 2271: 2268: 2265: 2258: 2254: 2248: 2244: 2237: 2234: 2231: 2222: 2219: 2212: 2211: 2193: 2190: 2187: 2180: 2176: 2169: 2166: 2163: 2158: 2154: 2144: 2141: 2134: 2133: 2132: 2111: 2107: 2101: 2097: 2091: 2088: 2081: 2080: 2079: 2065: 2057: 2036: 2033: 2030: 2026: 2021: 2013: 2009: 2005: 2000: 1996: 1989: 1985: 1979: 1972: 1968: 1962: 1958: 1952: 1949: 1942: 1941: 1940: 1926: 1918: 1917: 1895: 1892: 1889: 1885: 1880: 1872: 1868: 1864: 1859: 1855: 1848: 1844: 1838: 1831: 1827: 1821: 1817: 1811: 1808: 1801: 1800: 1799: 1785: 1777: 1755: 1751: 1745: 1741: 1735: 1728: 1724: 1718: 1714: 1708: 1705: 1698: 1697: 1696: 1682: 1674: 1673:Water Content 1670: 1654: 1650: 1624: 1620: 1616: 1610: 1607: 1603: 1600: 1592: 1591: 1590: 1575: 1572: 1563: 1541: 1537: 1531: 1527: 1521: 1513: 1509: 1505: 1500: 1496: 1492: 1487: 1483: 1476: 1472: 1466: 1461: 1457: 1449: 1448: 1447: 1431: 1427: 1418: 1396: 1392: 1386: 1382: 1376: 1368: 1364: 1360: 1355: 1351: 1347: 1342: 1338: 1330: 1326: 1322: 1317: 1313: 1306: 1303: 1296: 1295: 1294: 1280: 1272: 1268: 1264: 1263: 1258: 1244: 1224: 1216: 1200: 1192: 1187: 1170: 1166: 1160: 1156: 1150: 1145: 1141: 1132: 1128: 1112: 1108: 1104: 1100: 1096: 1093: 1090: 1085: 1081: 1072: 1068: 1055: 1050: 1046: 1042: 1037: 1033: 1023: 1007: 1003: 980: 976: 953: 949: 940: 926: 923: 901: 897: 874: 870: 861: 845: 841: 818: 814: 791: 787: 778: 762: 758: 735: 731: 708: 704: 695: 687: 680: 678: 676: 672: 667: 665: 660: 656: 648: 646: 644: 639: 631: 624: 622: 620: 616: 615:poorly graded 612: 608: 604: 600: 596: 591: 575: 571: 562: 544: 540: 526: 524: 520: 518: 517:van der Waals 502: 497: 494: 490: 486: 483: 463: 458: 455: 451: 430: 425: 422: 418: 414: 411: 391: 386: 383: 379: 370: 366: 362: 358: 355:minerals are 354: 349: 342: 337: 335: 331: 329: 324: 320: 316: 312: 308: 299: 292: 290: 288: 283: 279: 274: 270: 266: 260: 257: 253: 249: 241: 236: 230: 222: 218: 216: 211: 207: 206:consolidation 203: 199: 195: 191: 187: 179: 178:Tower of Pisa 174: 170: 168: 164: 160: 156: 152: 148: 144: 140: 136: 132: 128: 124: 120: 116: 112: 102: 100: 91:5 years ago. 88: 84: 79: 75: 68: 64: 54: 50: 46: 42: 38: 31: 30: 27: 19: 18:User:Blkutter 6381: 6368: 6357:. Retrieved 6348: 6337: 6328: 6319: 6295: 6290: 6281: 6249:. Retrieved 6244: 6234: 6217: 6213: 6207: 6149: 6143: 6112: 6087: 6082: 6030: 5966: 5913: 5909: 5878: 5848: 5834:Applications 5825:: Effective 5822: 5816: 5806: 5800: 5795: 5767: 5758: 5712: 5708: 5706: 5690: 5681: 5473: 5398: 5331: 5242: 5231: 5034: 5025: 5009: 4987: 4973: 4969: 4965: 4961: 4958: 4938: 4910:liquefaction 4906: 4888: 4871:sheet piling 4859: 4751: 4675: 4566: 4508:permeability 4507: 4485: 4446: 4390: 4334: 4330: 4326: 4297: 4195: 4027: 3974: 3972:defined as: 3942: 3763: 3666: 3584: 3496: 3461: 3426: 3289: 3276:liquid limit 3273: 3204: 3200: 3198: 3183: 3179: 3175: 3171: 3167: 3163: 3159: 3155: 3152:liquid limit 3141: 3127:Liquid limit 3120: 3107:liquid limit 3104: 3099: 3098:(denoted by 3064: 3063:(denoted by 3029: 3028:(denoted by 3026:Liquid limit 3019: 3009: 3005: 3001: 2997: 2993: 2989: 2985: 2981: 2977: 2973: 2969: 2967: 2951: 2941: 2937: 2934: 2918: 2906: 2862: 2773: 2703: 2643: 2612: 2568: 2447: 2444:Total stress 2423: 2419: 2415: 2413: 2367: 2361: 2353:shear stress 2350: 2130: 2055: 2054: 1914: 1913: 1775: 1774: 1672: 1671: 1641: 1561: 1560: 1416: 1415: 1270: 1267:Bulk Density 1266: 1260: 1259: 1191:unit weights 1188: 1130: 1129: 1069: 1024: 941: 862: 779: 696: 692: 668: 652: 640: 636: 614: 610: 606: 602: 598: 594: 592: 530: 521: 350: 346: 332: 304: 280:also called 261: 248:igneous rock 245: 209: 205: 202:permeability 201: 197: 193: 189: 185: 183: 167:soil physics 110: 109: 92: 65:}} 61:{{ 58: 44: 25: 6269:|date= 5863:empirically 5827:stress path 5764:Shear tests 3668:Darcy's law 3663:Darcy's law 2650:water table 2646:hydrostatic 1417:Dry Density 1271:Wet Density 1217:instead of 664:Stoke's law 595:well graded 351:The common 74:last edited 43:or section 6359:2006-12-14 6251:2006-08-29 5919:References 5885:foundation 5883:between a 5811:void ratio 4595:piezometer 4571:total head 4506:is called 4218:derivative 2927:problems. 1776:Void ratio 1189:Note that 659:hydrometer 611:gap graded 603:gap graded 5985:cite book 5969:. Wiley. 5817:structure 5740:− 5737:σ 5727:σ 5658:ϕ 5558:ϕ 5508:ϕ 5454:ϕ 5450:⁡ 5435:σ 5411:τ 5366:ϕ 5341:ϕ 5296:ϕ 5292:⁡ 5277:σ 5255:τ 5196:ϕ 5192:⁡ 5177:σ 5155:τ 5110:ϕ 5080:σ 5044:τ 4914:Quicksand 4863:flow nets 4856:Flow nets 4825:− 4785:− 4622:ρ 4545:μ 4531:ρ 4254:μ 4247:− 4156:− 4129:μ 4119:− 4002:ρ 3998:− 3889:μ 3849:− 3730:− 3709:μ 3699:− 3600:ρ 3557:% 3521:% 3412:% 3387:− 3363:− 3250:− 3233:− 3111:fall cone 2938:structure 2886:− 2883:σ 2873:σ 2794:ρ 2713:ρ 2670:ρ 2597:γ 2551:γ 2539:ρ 2527:σ 2483:ρ 2457:σ 2395:− 2392:σ 2382:σ 2255:ρ 2220:ρ 2177:ρ 2142:ρ 1893:− 1865:− 1651:ρ 1621:ρ 1617:− 1611:ρ 1601:ρ 1573:ρ 1458:ρ 1428:ρ 1304:ρ 1281:ρ 1225:ρ 1201:γ 1167:ρ 1157:ρ 1082:ρ 1004:ρ 977:ρ 950:ρ 495:− 456:− 423:− 384:− 369:kaolinite 328:colluvium 293:Transport 49:user page 41:user page 6260:cite web 5730:′ 5661:′ 5636:′ 5611:′ 5586:′ 5561:′ 5536:′ 5511:′ 5486:′ 5457:′ 5443:′ 5427:′ 5383:′ 5358:′ 5313:′ 5285:′ 5213:′ 5185:′ 5127:′ 5088:′ 4896:sinkhole 4676:and the 3497:Thus if 3129:and the 2876:′ 2433:stresses 2429:pressure 2385:′ 1916:Porosity 1604:′ 1576:′ 675:colloids 361:smectite 323:glaciers 269:feldspar 87:contribs 4972:. The 4891:erosion 3094:), and 2774:Due to 1262:Density 1215:density 319:aeolian 242:Genesis 198:seepage 6199: 6170: 6119: 6067: 6036: 5973: 5881:stress 5332:Where 5317: 5217: 5131: 4945:stress 4486:where 4333:. The 4298:where 4028:where 2958:AASHTO 2942:fabric 2704:where 2648:. The 2569:where 2438:stress 2414:where 1642:where 1614: 995:, and 916:, and 833:, and 750:, and 367:, and 365:illite 282:silica 278:Quartz 131:gravel 129:, and 97: 95:Update 63:in use 6378:(PDF) 5807:state 4995:yield 4941:soils 4329:, or 4050:datum 3010:SW-SC 1269:, or 633:Sieve 330:. . 315:loess 99:timer 39:This 16:< 6273:help 6197:ISBN 6168:ISBN 6117:ISBN 6074:ISBN 6065:ISBN 6034:ISBN 5991:link 5971:ISBN 5784:and 5649:and 5549:and 5499:and 5362:> 4869:and 4867:dams 4072:by 3182:and 3150:and 3121:The 2923:and 1127:). 609:and 476:and 404:and 353:clay 265:Clay 254:and 200:and 176:The 165:and 127:sand 123:silt 119:clay 83:talk 6222:doi 5447:tan 5289:tan 5189:tan 5002:. 3518:100 3409:100 3067:or 3059:), 3032:or 3004:or 2940:or 2440:. 605:. 359:or 169:. 76:by 6380:. 6303:^ 6264:: 6262:}} 6258:{{ 6243:. 6216:. 6178:^ 6159:^ 6127:^ 6096:^ 6044:^ 6000:^ 5987:}} 5983:{{ 5949:^ 5927:^ 5857:/σ 5780:, 5776:, 5772:, 5143:: 4912:, 4873:. 4821:10 4788:12 4781:10 4744:. 3945:, 3788:, 3294:, 3207:: 3205:LI 3203:, 3184:MH 3180:CL 3178:, 3176:ML 3172:CH 3100:SL 3065:PL 3030:LL 3012:. 3006:SC 3002:SM 3000:, 2998:SP 2996:, 2994:SW 2990:GC 2986:GM 2982:GP 2978:GW 2424:σ' 2368:σ' 2058:, 1919:, 1778:, 1675:, 1564:, 1419:, 1273:, 1265:, 1257:. 1133:, 968:, 889:, 806:, 723:, 677:. 576:10 545:50 491:10 452:10 419:10 380:10 363:, 250:, 208:, 196:, 161:, 157:, 153:, 149:, 125:, 121:, 85:| 6384:. 6362:. 6275:) 6271:( 6254:. 6228:. 6224:: 6218:7 5995:. 5993:) 5979:. 5859:v 5855:h 5743:u 5734:= 5633:c 5608:c 5583:c 5533:c 5483:c 5439:f 5431:+ 5424:c 5420:= 5415:f 5379:t 5376:i 5373:r 5370:c 5354:k 5351:a 5348:e 5345:p 5309:k 5306:a 5303:e 5300:p 5281:n 5273:= 5268:k 5265:a 5262:e 5259:p 5209:t 5206:i 5203:r 5200:c 5181:n 5173:= 5168:t 5165:i 5162:r 5159:c 5123:t 5120:i 5117:r 5114:c 5084:n 5057:t 5054:i 5051:r 5048:c 4838:s 4835:m 4828:1 4798:s 4795:m 4760:k 4730:e 4726:u 4705:t 4702:n 4699:a 4696:t 4693:s 4690:n 4687:o 4684:C 4661:t 4658:n 4655:a 4652:t 4649:s 4646:n 4643:o 4640:C 4637:+ 4634:h 4631:g 4626:w 4618:= 4613:e 4609:u 4581:h 4549:w 4540:g 4535:w 4527:K 4521:= 4518:k 4494:k 4471:i 4468:k 4465:= 4462:v 4430:n 4425:x 4421:v 4415:= 4410:x 4407:s 4403:v 4377:n 4357:= 4352:x 4349:s 4345:v 4311:x 4307:v 4280:x 4277:d 4270:e 4266:u 4262:d 4250:K 4241:= 4236:x 4232:v 4204:A 4179:L 4175:) 4170:a 4167:, 4164:e 4160:u 4151:b 4148:, 4145:e 4141:u 4137:( 4125:A 4122:K 4113:= 4110:Q 4085:e 4081:u 4060:u 4036:z 4014:z 4011:g 4006:w 3995:u 3992:= 3987:e 3983:u 3958:e 3954:u 3929:x 3909:x 3863:L 3857:a 3853:u 3844:b 3840:u 3816:A 3796:K 3772:Q 3747:L 3743:) 3738:a 3734:u 3725:b 3721:u 3717:( 3705:A 3702:K 3693:= 3690:Q 3644:w 3640:z 3617:w 3613:z 3609:g 3604:w 3596:= 3593:u 3554:0 3551:= 3546:r 3542:D 3515:= 3510:r 3506:D 3480:n 3477:i 3474:m 3470:e 3445:x 3442:a 3439:m 3435:e 3401:n 3398:i 3395:m 3391:e 3382:x 3379:a 3376:m 3372:e 3366:e 3358:x 3355:a 3352:m 3348:e 3341:= 3336:r 3332:D 3307:r 3303:D 3256:L 3253:P 3247:L 3244:L 3239:L 3236:P 3230:w 3224:= 3221:I 3218:L 3168:L 3164:H 3160:M 3156:C 3080:p 3076:w 3045:l 3041:w 2974:S 2970:G 2892:, 2889:u 2880:= 2838:w 2834:z 2811:w 2807:z 2803:g 2798:w 2790:= 2787:u 2744:w 2740:z 2717:w 2687:w 2683:z 2679:g 2674:w 2666:= 2663:u 2577:g 2554:H 2548:= 2545:H 2542:g 2536:= 2531:v 2503:H 2461:v 2420:u 2416:σ 2398:u 2389:= 2315:s 2311:G 2307:w 2304:= 2301:e 2298:S 2272:e 2269:+ 2266:1 2259:w 2249:s 2245:G 2241:) 2238:w 2235:+ 2232:1 2229:( 2223:= 2194:e 2191:+ 2188:1 2181:w 2173:) 2170:e 2167:S 2164:+ 2159:s 2155:G 2151:( 2145:= 2112:v 2108:V 2102:w 2098:V 2092:= 2089:S 2066:S 2037:e 2034:+ 2031:1 2027:e 2022:= 2014:v 2010:V 2006:+ 2001:s 1997:V 1990:v 1986:V 1980:= 1973:t 1969:V 1963:v 1959:V 1953:= 1950:n 1927:n 1896:n 1890:1 1886:n 1881:= 1873:V 1869:V 1860:T 1856:V 1849:V 1845:V 1839:= 1832:S 1828:V 1822:V 1818:V 1812:= 1809:e 1786:e 1756:s 1752:W 1746:w 1742:W 1736:= 1729:s 1725:M 1719:w 1715:M 1709:= 1706:w 1683:w 1655:w 1625:w 1608:= 1542:t 1538:V 1532:s 1528:M 1522:= 1514:a 1510:V 1506:+ 1501:w 1497:V 1493:+ 1488:s 1484:V 1477:s 1473:M 1467:= 1462:d 1432:d 1397:t 1393:V 1387:t 1383:M 1377:= 1369:a 1365:V 1361:+ 1356:w 1352:V 1348:+ 1343:s 1339:V 1331:w 1327:M 1323:+ 1318:s 1314:M 1307:= 1245:g 1171:w 1161:s 1151:= 1146:s 1142:G 1113:3 1109:m 1105:c 1101:/ 1097:g 1094:1 1091:= 1086:w 1056:g 1051:s 1047:M 1043:= 1038:s 1034:W 1008:s 981:w 954:a 927:s 924:M 902:w 898:M 875:a 871:M 846:s 842:W 819:w 815:W 792:a 788:W 763:s 759:V 736:w 732:V 709:a 705:V 572:D 541:D 503:m 498:6 487:x 484:2 464:m 459:9 431:m 426:6 415:x 412:4 392:m 387:7 101:) 93:( 89:) 81:(

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