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Soil mechanics

Soil mechanics is a branch of soil physics and applied mechanics 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 clay, silt, sand, and gravel) but soil may also contain organic solids and other matter. Along with rock mechanics, soil mechanics provides the theoretical basis for analysis in geotechnical engineering, a subdiscipline of civil engineering, and engineering geology, a subdiscipline of geology. 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, or structures that are buried in soils. Example applications are building and bridge foundations, retaining walls, dams, and buried pipeline systems. Principles of soil mechanics are also used in related disciplines such as geophysical engineering, coastal engineering, agricultural engineering, hydrology and soil physics.

This article describes the genesis and composition of soil, the distinction between pore water pressure and inter-granular effective stress, capillary action of fluids in the soil pore spaces, soil classification, seepage and permeability, time dependent change of volume due to squeezing water out of tiny pore spaces, also known as consolidation, shear strength 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 applications of the principles of soil mechanics such as slope stability, lateral earth pressure on retaining walls, and bearing capacity of foundations.

Genesis
The primary mechanism of soil creation is the weathering of rock. All rock types (igneous rock, metamorphic rock and sedimentary rock) 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 geologic time, deeply buried soils may be altered by pressure and temperature to become metamorphic or sedimentary rock, and if melted and solidified again, they would complete the geologic cycle by becoming igneous rock.

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. Clay minerals, for example can be formed by weathering of feldspar, which is the most common mineral present in igneous rock.

The most common mineral constituent of silt and sand is quartz, also called silica, which has the chemical name silicon dioxide. The reason that feldspar is most common in rocks but silica is more prevalent in soils is that feldspar is much more soluble than silica.

Silt, Sand, and Gravel are basically little pieces of broken rocks.

According to the Unified Soil Classification System, 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.

Gravel particles are broken pieces of rock in the size range 4.75 mm to 100 mm. Particles larger than gravel are called cobbles and boulders.

Transport
Soil deposits are affected by the mechanism of transport and deposition to their location. Soils that are not transported are called residual soils—they exist at the same location as the rock from which they were generated. Decomposed granite 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 loess. 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 (aeolian soils) also tend to be sorted according to their grain size. Erosion at the base of glaciers 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 deposits transported by gravity are called colluvium.

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

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

The common clay minerals are montmorillonite or smectite, illite, and kaolinite or kaolin. These minerals tend to form in sheet or plate like structures, with length typically ranging between 10−7 m and 4x10−6 m and thickness typically ranging between 10−9 m and 2x10−6 m, 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 van der Waals 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.

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

Grain size distribution
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 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, $$D_{50} $$, is the size for which 50% of the particle mass consists of finer particles. Soil behavior, especially the hydraulic conductivity, tends to be dominated by the smaller particles, hence, the term "effective size", denoted by $$D_{10} $$, is defined as the size for which 10% of the particle mass consists of finer particles.

Sands and gravels that possess a wide range of particle sizes with a smooth distribution of particle sizes are called well graded soils. If the soil particles in a sample are predominantly in a relatively narrow range of sizes, the sample is uniformly graded. If a soil sample has distinct gaps in the gradation curve, e.g., a mixture of gravel and fine sand, with no coarse sand, the sample may be gap graded. Uniformly graded and gap graded soils are both considered to be poorly graded. There are many methods for measuring particle-size distribution. The two traditional methods are sieve analysis and hydrometer analysis.

Sieve analysis
The size distribution of gravel and sand particles are typically measured using sieve analysis. The formal procedure is described in ASTM D6913-04(2009). 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 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.

A variety of sieve sizes are available. The boundary between sand and silt is arbitrary. According to the Unified Soil Classification System, a #4 sieve (4 openings per inch) having 4.75 mm 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.

Hydrometer analysis
The classification of fine-grained soils, i.e., soils that are finer than sand, is determined primarily by their Atterberg limits, 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 hydrometer 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. Stoke's law provides the theoretical basis to calculate the relationship between sedimentation velocity and particle size. ASTM provides the detailed procedures for performing the Hydrometer test.

Clay particles can be sufficiently small that they never settle because they are kept in suspension by Brownian motion, in which case they may be classified as colloids.

Mass-volume relations
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:

$$V_a$$, $$V_w$$, and $$V_s$$ represent the volumes of air, water and solids in a soil mixture;

$$W_a$$, $$W_w$$, and $$W_s$$ represent the weights of air, water and solids in a soil mixture;

$$M_a$$, $$M_w$$, and $$M_s$$ represent the masses of air, water and solids in a soil mixture;

$$\rho_a$$, $$\rho_w$$, and $$\rho_s$$ represent the densities of the constituents (air, water and solids) in a soil mixture;

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

Specific Gravity is the ratio of the density of one material compared to the density of pure water ($$\rho_w = 1 g/cm^3$$).

Specific gravity of solids, $$G_s = \frac{\rho_s} {\rho_w}$$

Note that specific weight, conventionally denoted by the symbol $$\gamma$$ may be obtained by multiplying the density ( $$\rho$$ ) of a material by the acceleration due to gravity, $$g$$.

Density, Bulk Density, or Wet Density, $$\rho$$, 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):
 * $$\rho = \frac{M_s + M_w}{V_s + V_w + V_a}= \frac{M_t}{V_t}$$

Dry Density, $$\rho _d$$, is the mass of solids divided by the total volume of air water and solids:
 * $$\rho_d = \frac{M_s}{V_s + V_w + V_a}= \frac{M_s}{V_t}$$

Buoyant Density, $$\rho '$$, defined as the density of the mixture minus the density of water is useful if the soil is submerged under water:
 * $$\rho ' = \rho\ - \rho _w$$

where $$\rho _w$$ is the density of water

Water Content, $$w$$ 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.
 * $$w = \frac{M_w}{M_s} = \frac{W_w}{W_s}$$

Void ratio, $$e$$, is the ratio of the volume of voids to the volume of solids:
 * $$e = \frac{V_v}{V_s} = \frac{V_v}{V_T - V_V} = \frac{n}{1 - n}$$

Porosity, $$n$$, is the ratio of volume of voids to the total volume, and is related to the void ratio:
 * $$n = \frac{V_v}{V_t} = \frac{V_v}{V_s + V_v}= \frac{e}{1 + e}$$

Degree of saturation, $$S$$, is the ratio of the volume of water to the volume of voids:
 * $$S = \frac{V_w}{V_v} $$

From the above definitions, some useful relationships can be derived by use of basic algebra.
 * $$\rho = \frac{(G_s+Se)\rho_w}{1+e}$$

 * $$\rho = \frac{(1+w)G_s\rho_w}{1+e}$$

 * $$w = \frac{S e}{G_s}$$

Soil classification
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. Classification of the types of grains present in a soil does not account for important effects of the structure or fabric 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. Engineering geologists also classify soils based on their genesis and depositional history.

Classification of soil grains
In the US and other countries, the Unified Soil Classification System (USCS) is often used for soil classification. Other classification systems include the British Standard BS 5930 and the AASHTO soil classification system.

Classification of sands and gravels
In the USCS, gravels (given the symbol G) and sands (given the symbol S) are classified according to their grain size distribution. For the USCS, gravels may be given the classification symbol GW (well-graded gravel), GP (poorly graded gravel), GM (gravel with a large amount of silt), or GC (gravel with a large amount of clay). Likewise sands may be classified as being SW, SP, SM or SC. Sands and gravels with a small but non-negligible amount of fines (5–12%) may be given a dual classification such as SW-SC.

Atterberg limits
Clays and Silts, often called 'fine-grained soils', are classified according to their Atterberg limits; the most commonly used Atterberg limits are the Liquid Limit (denoted by LL or $$w_l$$), Plastic Limit (denoted by PL or $$w_p$$), and Shrinkage Limit (denoted by SL).

The Liquid Limit is the water content at which the soil behavior transitions from a plastic solid to a liquid. The Plastic Limit is the water content at which the soil behavior transitions from that of a plastic solid to a brittle solid. The Shrinkage Limit corresponds to a water content below which the soil will not shrink as it dries. The consistency of fine grained soil varies in proportional to the water content in a soil.

As the transitions from one state to another are gradual, the tests have adopted arbitrary definitions to determine the boundaries of the states. The liquid limit is determined by measuring the water content for which a groove closes after 25 blows in a standard test. Alternatively, a fall cone test apparatus may be used to measure the liquid limit. The undrained shear strength of remolded soil at the liquid limit is approximately 2 kPa. The Plastic Limit 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.

The Plasticity Index of a particular soil specimen is defined as the difference between the Liquid Limit and the Plastic Limit of the specimen; it is an indicator of how much water the soil particles in the specimen can absorb, and correlates with many engineering properties like permeability, compressibility, shear strength and others. Generally, the clay having high plasticity have lower permeability and also they are also difficult to be compacted.

Classification of silts and clays
According to the Unified Soil Classification System (USCS), silts and clays are classified by plotting the values of their plasticity index and liquid limit on a plasticity chart. The A-Line on the chart separates clays (given the USCS symbol C) from silts (given the symbol M). LL=50% separates high plasticity soils (given the modifier symbol H) from low plasticity soils (given the modifier symbol L). A soil that plots above the A-line and has LL>50% would, for example, be classified as CH. Other possible classifications of silts and clays are ML, CL and MH. If the Atterberg limits plot in the"hatched" region on the graph near the origin, the soils are given the dual classification 'CL-ML'.

Liquidity index
The effects of the water content on the strength of saturated remolded soils can be quantified by the use of the liquidity index, LI:

 * $$ LI = \frac{w-PL}{LL-PL}$$

When the LI is 1, remolded soil is at the liquid limit and it has an undrained shear strength of about 2 kPa. When the soil is at the plastic limit, the LI is 0 and the undrained shear strength is about 200 kPa.

Relative density
The density of sands (cohesionless soils) is often characterized by the relative density, $$ D_r$$

 * $$ D_r= \frac{e_{max} - e}{e_{max} - e_{min}} 100\%$$

where: $$e_{max}$$ is the "maximum void ratio" corresponding to a very loose state, $$e_{min}$$ is the "minimum void ratio" corresponding to a very dense state and $$e$$ is the in situ void ratio. Methods used to calculate relative density are defined in ASTM D4254-00(2006).

Thus if $$ D_r = 100\%$$ the sand or gravel is very dense, and if $$ D_r = 0\%$$ the soil is extremely loose and unstable.

Seepage: steady state flow of water
If fluid pressures in a soil deposit are uniformly increasing with depth according to $$u = \rho_w g z_w$$ then hydrostatic conditions will prevail and the fluids will not be flowing through the soil. $$z_w$$ 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, or if the soil is in the process of consolidation, then steady state conditions do not apply.

Darcy's law

Darcy's law 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 a horizontal tube filled with soil

 * $$Q=\frac{-K A}{\mu}\frac{(u_b-u_a)}{L}$$

The total discharge, $$Q$$ (having units of volume per time, e.g., ft3/s or m3/s), is proportional to the intrinsic permeability, $$K$$, the cross sectional area, $$A$$, and rate of pore pressure change with distance, $$\frac{u_b-u_a}{L}$$, and inversely proportional to the dynamic viscosity of the fluid, $$\mu$$. The negative sign is needed because fluids flow from high pressure to low pressure. So if the change in pressure is negative (in the $$x$$-direction) then the flow will be positive (in the $$x$$-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 excess pore pressure, $$u_e$$ defined as:

$$u_e = u - \rho_w g z$$

where $$z$$ is the depth measured from an arbitrary elevation reference (datum). Replacing $$u$$ by $$u_e$$ we obtain a more general equation for flow:

 * $$Q=\frac{-K A}{\mu}\frac{(u_{e,b}-u_{e,a})}{L}$$

Dividing both sides of the equation by $$A$$, and expressing the rate of change of excess pore pressure as a derivative, we obtain a more general equation for the apparent velocity in the x-direction:

 * $$v_x=\frac{-K }{\mu}\frac{d u_e}{d x}$$

where $$v_x = Q/A$$ has units of velocity and is called the Darcy velocity (or the specific discharge, filtration velocity, or superficial velocity). The pore or interstitial velocity $$v_{px}$$ is the average velocity of fluid molecules in the pores; it is related to the Darcy velocity and the porosity $$n$$ through the Dupuit-Forchheimer relationship

 * $$v_{px}=\frac{v_x}{n}$$

(Some authors use the term seepage velocity to mean the Darcy velocity, while others use it to mean the pore velocity. )

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

 * $$v = k i$$

where $$k$$ is the hydraulic conductivity, defined as $$k = \frac {K \rho_w g} {\mu_w}$$, and $$i$$ is the hydraulic gradient. The hydraulic gradient is the rate of change of total head with distance. The total head, $$h$$ at a point is defined as the height (measured relative to the datum) to which water would rise in a piezometer at that point. The total head is related to the excess water pressure by:

 * $$u_e = \rho_w g h + Constant $$

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

Typical values of hydraulic conductivity
Values of hydraulic conductivity, $$k$$, can vary by many orders of magnitude depending on the soil type. Clays may have hydraulic conductivity as small as about $$10^{-12}\frac{m}{s}$$, gravels may have hydraulic conductivity up to about $$10^{-1}\frac{m}{s}$$. Layering and heterogeneity and disturbance during the sampling and testing process make the accurate measurement of soil hydraulic conductivity a very difficult problem.

Flownets
Darcy's Law applies in one, two or three dimensions. In two or three dimensions, steady state seepage is described by Laplace's equation. Computer programs are available to solve this equation. But traditionally two-dimensional seepage problems were solved using a graphical procedure known as flownet. One set of lines in the flownet 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). Flownets may be used to estimate the quantity of seepage under dams and sheet piling.

Seepage forces and erosion
When the seepage velocity is great enough, erosion 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 "soil piping", can lead to failure of the structure and to sinkhole 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.

Seepage pressures
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 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 liquefaction, quicksand, 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.)

Effective stress and capillarity: hydrostatic conditions

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 shear stress. 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 geotechnical 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.

The principle of effective stress, introduced by Karl Terzaghi, states that the effective stress σ' (i.e., the average intergranular stress between solid particles) may be calculated by a simple subtraction of the pore pressure from the total stress:

 * $$\sigma' = \sigma - u\,$$

where σ is the total stress and u is the pore pressure. It is not practical to measure σ' 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, pressure at a point is equal in all directions but stresses 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 stress.

Total stress
For level ground conditions, the total vertical stress at a point, $$\sigma_v$$, on average, is the weight of everything above that point per unit area. The vertical stress beneath a uniform surface layer with density $$\rho$$, and thickness $$H$$ is for example:

 * $$\sigma_v = \rho g H = \gamma H$$

where $$g$$ is the acceleration due to gravity, and $$\gamma$$ is the unit weight of the overlying layer. If there are multiple layers of soil or water above the point of interest, the vertical stress may be calculated by summing the product of the unit weight and thickness of all of the overlying layers. Total stress increases with increasing depth in proportion to the density of the overlying soil.

It is not possible to calculate the horizontal total stress in this way. Lateral earth pressures are addressed elsewhere.

Hydrostatic conditions
If there is no pore water flow occurring in the soil, the pore water pressures will be hydrostatic. The water table 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:

 * $$u = \rho_w g z_w $$

where $$\rho_w$$ is the density of water, and $$z_w$$ is the depth below the water table.

Capillary action
Due to surface tension, 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 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, $$u = \rho_w g z_w $$, but note that $$z_w $$, 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 tens of meters for a silt or clay. In fact the pore space of soil is a uniform fractal e.g. a set of uniformly distributed D-dimensional fractals of average linear size L. For the clay soil it has been found that L=0.15 mm and D=2.7.

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 sand castle is submerged below a free water surface, the negative pressures are lost and the castle collapses. Considering the effective stress equation, $$\sigma' = \sigma - u,$$, 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. 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.

Later sections of this article address the pore water pressures for seepage and consolidation problems.

Consolidation: transient flow of water

Consolidation is a process by which soils decrease in volume. It occurs when stress 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 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. Karl Terzaghi developed the theory of one-dimensional consolidation which enables prediction of the amount of settlement and the time required for the settlement to occur. Afterwards, Maurice Biot fully developed the three-dimensional soil consolidation theory, extending the one-dimensional model previously developed by Terzaghi to more general hypotheses and introducing the set of basic equations of Poroelasticity. Soils are tested with an oedometer test to determine their compression index and coefficient of consolidation.

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 index. Soil that has been consolidated to a large pressure and has been subsequently unloaded is considered to be overconsolidated. The maximum past vertical effective stress is termed the preconsolidation stress. A soil which is currently experiencing the maximum past vertical effective stress is said to be normally consolidated. The overconsolidation ratio, (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 critical state soil mechanics; highly overconsolidated clayey soils are dilatant, while normally consolidated soils tend to be contractive.

Shear behavior: stiffness and strength
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 wall. It is important to distinguish between failure of a soil element and the failure of a geotechnical structure (e.g., a building foundation, slope or retaining wall); some soil elements may reach their peak strength prior to failure of the structure. Different criteria can be used to define the "shear strength" and the "yield point" for a soil element from a stress–strain curve. One may define the peak shear strength as the peak of a stress–strain curve, or the shear strength at critical state as the value after large strains when the shear resistance levels off. If the stress–strain curve does not stabilize before the end of shear strength test, the "strength" is sometimes considered to be the shear resistance at 15–20% strain. The shear strength of soil depends on many factors including the effective stress and the void ratio.

The shear stiffness is important, for example, for evaluation of the magnitude of deformations of foundations and slopes prior to failure and because it is related to the shear wave velocity. The slope of the initial, nearly linear, portion of a plot of shear stress as a function of shear strain is called the shear modulus

Friction, interlocking and dilation
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 on a plane is approximately proportional to the effective normal stress on that plane. The angle of internal friction is thus closely related to the maximum stable slope angle, often called the angle of repose.

But in addition to friction, soil 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 Osborne Reynolds. 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.

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

Failure criteria
After a soil reaches the critical state, it is no longer contracting or dilating and the shear stress on the failure plane $$ \tau_{crit}$$ is determined by the effective normal stress on the failure plane $$ \sigma_n ' $$ and critical state friction angle $$ \phi_{crit} '\ $$:

 * $$ \tau_{crit} = \sigma_n ' \tan \phi_{crit} '\ $$

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

 * $$ \tau_{peak} = \sigma_n ' \tan \phi_{peak} '\ $$

Where $$ \phi_{peak}' > \phi_{crit}' $$. 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.

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:

 * $$ \tau_f = c' + \sigma_f ' \tan \phi '\,$$

It is now known that the $$ c ' $$ and $$ \phi'$$ parameters in the last equation are not fundamental soil properties. In particular, $$ c '$$ and $$ \phi '$$ are different depending on the magnitude of effective stress. According to Schofield (2006), the longstanding use of $$ c' $$ in practice has led many engineers to wrongly believe that $$ c'$$ is a fundamental parameter. This assumption that $$ c '$$ and $$ \phi '$$ are constant can lead to overestimation of peak strengths.

Structure, fabric, and chemistry
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 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)

Drained and undrained shear
The presence of nearly incompressible 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 phenomenon is visible at the beach when apparently dry spots form around feet that press into the wet sand).

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 undrained shear, if the shearing is slow enough that the water pressures are negligible, the shearing is called drained shear. 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:

 * $$\sigma' = \sigma - u\,$$

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.

Shear tests
Strength parameters can be measured in the laboratory using direct shear test, triaxial shear test, simple shear test, fall cone test and (hand) shear vane test; there are numerous other devices and variations on these devices used in practice today. Tests conducted to characterize the strength and stiffness of the soils in the ground include the Cone penetration test and the Standard penetration test.

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

 * 1) soil composition (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.
 * 2) state (initial): Define by the initial void ratio, 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.
 * 3) structure: 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.
 * 4) Loading conditions: Effective stress path -drained, undrained, and type of loading -magnitude, rate (static, dynamic), and time history (monotonic, cyclic).

Lateral earth pressure
Lateral earth stress theory is used to estimate the amount of stress soil can exert perpendicular to gravity. This is the stress exerted on retaining walls. A lateral earth stress coefficient, K, is defined as the ratio of lateral (horizontal) effective stress to vertical effective stress for cohesionless soils (K=σ'h/σ'v). 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 empirically based, and some are analytically derived.

Bearing capacity
The bearing capacity of soil is the average contact stress between a foundation 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 stress is determined with regard to the maximum allowable settlement. It is important during construction and design stage of a project to evaluate the subgrade strength. The California Bearing Ratio (CBR) test is commonly used to determine the suitability of a soil as a subgrade for design and construction. The field Plate Load Test is commonly used to predict the deformations and failure characteristics of the soil/subgrade and modulus of subgrade reaction (ks). The Modulus of subgrade reaction (ks) is used in foundation design, soil-structure interaction studies and design of highway pavements.

Slope stability

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.

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 landslides have been analyzed only after the fact. Landslides vs. Rock strength are two factors for consideration.

Recent developments
A recent finding in soil mechanics is that soil deformation can be described as the behavior of a dynamical system. This approach to soil mechanics is referred to as Dynamical Systems based Soil Mechanics (DSSM). DSSM holds simply that soil deformation is a Poisson process in which particles move to their final position at random shear strains.

The basis of DSSM is that soils (including sands) can be sheared till they reach a steady-state condition at which, under conditions of constant strain-rate, there is no change in shear stress, effective confining stress, and void ratio. The steady-state was formally defined by Steve J. Poulos an associate professor at the Soil Mechanics Department of Harvard University, who built off a hypothesis that Arthur Casagrande was formulating towards the end of his career. The steady state condition is not the same as the "critical state" condition. It differs from the critical state in that it specifies a statistically constant structure at the steady state. The steady-state values are also very slightly dependent on the strain-rate.

Many systems in nature reach steady-states and dynamical systems theory is used to describe such systems. Soil shear can also be described as a dynamical system. The physical basis of the soil shear dynamical system is a Poisson process in which particles move to the steady-state at random shear strains. Joseph generalized this—particles move to their final position (not just steady-state) at random shear-strains. Because of its origins in the steady state concept DSSM is sometimes informally called "Harvard soil mechanics."

DSSM provides for very close fits to stress–strain curves, including for sands. Because it tracks conditions on the failure plane, it also provides close fits for the post failure region of sensitive clays and silts something that other theories are not able to do. Additionally DSSM explains key relationships in soil mechanics that to date have simply been taken for granted, for example, why normalized undrained peak shear strengths vary with the log of the over consolidation ratio and why stress–strain curves normalize with the initial effective confining stress; and why in one-dimensional consolidation the void ratio must vary with the log of the effective vertical stress, why the end-of-primary curve is unique for static load increments, and why the ratio of the creep value Cα to the compression index Cc must be approximately constant for a wide range of soils.

title: Soil mechanics


text:
Bono (disambiguation)

Bono (born Paul David Hewson in 1960) is an Irish musician, activist, and lead singer for the band U2.

Bono may also refer to:
 * Bono people, an Akan ethnic group of Ghana and Ivory Coast
 * Bono dialect, spoken by them
 * Bono state, an Akan state that existed from the 11th to the 18th centuries in what is now the Brong-Ahafo (Bono, Bono East and Ahafo) region of Ghana

As a surname

 * Alain Bono (born 1983), Cameroonian football player
 * Alex Bono (born 1994), an American football goalkeeper
 * Chaz Bono (born Chastity Bono in 1969), activist, writer, actor, musician and son of Sonny Bono and Cher
 * Edward de Bono (1933–2021), Maltese-British physician, writer, and consultant
 * Emilio De Bono (1866–1944), Italian general
 * José Bono (born 1950), Spanish politician, former president of Castile-La Mancha, minister of defence and President of the Congress of Deputies
 * Ken Bono (born 1984), Philippine basketball player
 * Laura Bono (born 1979), Italian singer
 * Mary Bono Mack (born 1961), politician, second wife of Sonny Bono, and current wife of Connie Mack IV
 * Matteo Bono (born 1983), Italian cyclist
 * Outel Bono (died 26 August 1973), Chadian medical doctor and politician, murdered in Paris
 * Sonny Bono (1935–1998), American record producer, singer, actor, and politician
 * Steve Bono (born 1962), former National Football League quarterback
 * Vincenza Bono Parrino (born 1942), Italian politician

As a nickname

 * Peter Bonnington (born 1975), Formula One engineer
 * Yassine Bounou (born 1991), Moroccan football player

United States

 * Bono, Arkansas, United States
 * Bono, Ohio, United States
 * Bono, Lawrence County, Indiana, United States
 * Bono Township, Lawrence County, Indiana, United States
 * Bono, Vermillion County, Indiana, United States
 * Bono, Texas, United States

Elsewhere

 * Bono region, a region within Ghana
 * Bono East region, a region within Ghana
 * Bono Manso, a former ancient trading town of the Brong-Ahafo region of Ghana
 * Bono, Italy, Sardinia
 * Bono, Morbihan, a commune in the Morbihan department in France
 * Bono, Indonesia, a village in Tulung, Klaten Regency, Central Java, Indonesia
 * Bono, Norway, a small country village in Norway built in the 16th century

Other uses

 * Bono Act, the Copyright Term Extension Act (United States), named for Sonny Bono
 * Bonobono, a Japanese manga series by Mikio Igarashi
 * Pro bono, a legal term

license: Creative Commons - Attribution Share-Alike - https://creativecommons.org/licenses/by-sa/4.0/

title: Bono (disambiguation)


text:
British Rail D0260

D0260, named Lion, was a prototype Type 4 mainline diesel-electric locomotive built in 1962 by a consortium of Birmingham Railway Carriage and Wagon Company, Sulzer the engine maker and Associated Electrical Industries, at BRCW's Smethwick works near Birmingham.

The locomotive's number was derived from its works number, DEL260.

Specification
Lion was a private venture to meet a requirement from British Railways for a powerful locomotive of Co-Co wheel arrangement, as a substitute for the earlier 1Co-Co1 locomotives such as the Peak classes. The specifications were revealed by the British Transport Commission (BTC) at a meeting on 15 January 1960. Train heating was to be by both steam and electric train heating (ETH). Unlike the earlier Pilot Scheme, the BTC expected that these prototypes would be funded by the makers, rather than bulk orders being placed sight-unseen. For the Type 4, that gave rise to three prototypes: Falcon, DP2 and Lion, the latter two leading to the Class 50 and Class 47.

Lion used a more powerful development of the same engine as the Class 44 Peaks, but lighter overall and with a more reliable bogie design. It was of Co-Co wheel arrangement and was fitted with a twin-bank Sulzer 12LDA28C engine of 2750 hp. It was a development of the 2,300 hp 12LDA28A used for the Peaks. At that time, the Sulzer engines were favoured over English Electric's V12 option, despite their greater cost of £45,000 vs. £26,000, and their weight of 22.3 tons vs 19.4 tons.

The locomotive had a design maximum speed of 100 mph and weight of 114 LT. The design dimensions of both Lion and the Class 47 were the same, although the Class 47 ended up a few tons overweight.

Body
Lion's overall construction was as a truss from bufferbeam to bufferbeam, using the full height of the body to cant rail level as the structure. It was built from welded thin steel sheet, as either sheet or pressings. This gave a structure which was stiff and strong, yet avoided the weight of heavy underfloor girder sections. Truss structures had been used previously for the Peaks, although with the channel underframe as well, but these had been the diagonally-braced Pratt truss, which limited access through the sides and made access for maintenance difficult, often requiring an overhead crane. Lion used the uncommon Vierendeel truss, which is characterised by its rectangular openings. Although an inefficient structure for bridges, owing to the restricted bracing, the openings allowed better access through the body sides and Lion had central access doors for servicing. The driver's doors were also openings in the truss, which could extend to the full length of the bodyshell and cabs.

Engine cooling was performed entirely in the roof section above the cant rail, explaining the lack of large cooling grilles in the body sides. The cooling group was provided by Serck and used two radiators in a removable pack in the roof over the Nº1 end and the Spanner Swirlyflow steam heating boiler. Air was drawn in from the sides, through the panels, and exhausted upwards in the centre by two electric fans. The main roof section, above the engine, was unusual in that it was a translucent fibreglass moulding, which provided light into the engine room, despite the body's small windows. This lightweight moulding could be raised upwards by pneumatic cylinders when stationary, to act as an air vent before needing access to the engine. The roof could then be slid lengthways, allowing fairly major engine servicing such as piston replacement, without needing a large overhead crane to remove a metal roof. The oil-wetted engine air filters were also mounted in the roof section, leaving more space in the body.

The external styling, particularly the cab design and its fibreglass roof panels, resembled the Class 35 Hymeks, as they shared the same designer. The outer cladding skin was a load-bearing steel sheet. As such skins otherwise tended to show uneven ripples, Lion had this stiffened by five lengthwise fluted ribs. The livery stood out from other locomotives, although also showed dirt, as it was painted white overall with the side ribs picked out in gold.

Testing
BR tested it initially on Western Region services out of London Paddington based at Wolverhampton Stafford Road Shed. Later it moved to Finsbury Park on the Eastern Region for services London King's Cross. However, BR decided to purchase its new Type 4 fleet from Brush Traction (the Class 47) and so D0260 was withdrawn in February 1964.

Disposal
Full details of Lion's final withdrawal have never been fully made public, and even the BRC&W workforce were not informed of its fate. But at some time after withdrawal, Lion was moved to AEI's works at Attercliffe where AEI became responsible for stripping the locomotive, primarily to recover their electrical components. During this process Sulzer recovered their 12LDA28C power unit and radiators (the engine was sent to be reconditioned at Vickers in Barrow-in-Furness, and was subsequently installed into an unknown production Class 47). What remained, principally the body shell and bogies, were scrapped at the Attercliffe yard of scrap merchant Thos. W. Ward. The date on which Ward finally cut up the remains is unclear. One report puts it as late as 1965.

Models
D0260 Lion available as a kit and ready-to-run in 00 gauge by Silver Fox Models.

There is now a limited edition, of 4,000, 00 gauge model of Lion in its white livery produced by Heljan.

title: British Rail D0260


text:
User:Dovka

Jon Ellis-Jones. Lives in England.

title: User:Dovka


text:
Talk:John Barry (composer)

A-ha
I added this information to the bio:

Barry and a-ha had several dissagrements during the making of the title song " The Living Daylights " and Barry went so far as to refer a-ha to being the Hitler Jugend. Barry has never soften up towards a-ha, but in 2006 .....etc..........( The bio continues as it were here )Mortyman 18:04, 8 April 2007 (UTC)

I was told that the famous correspondence course was based on a quirky mathematical formula for composing tunes. Anyone know if there's any truth in this? Jigsawpuzzleman 19:04, 15 February 2006 (UTC)

A quick gogle learns that the correspondence course was with a mr Bill Russo, a trombonist, and concerned arrangements for orchestras. I'm not aware if Mr Russo was a mathematician. See here for an interview with Mr Barry where he discusses the matter, and here for Mr Russo's obit. (Looks like someone meriting his proper wikipedia entry) Milliped 18:39, 26 February 2006 (UTC)

Indeed, indeed - thank you for that. Jigsawpuzzleman 13:45, 27 February 2006 (UTC)

Bond
"He does not associate himself with the modern James Bond movies." Which are modern? What does this mean "does not associate himself"?
 * I'm not the one who wrote it. It means he doesn't write the music for it. If you don't like the word 'modern' or 'associate' then you can propose a fix here. Thank you --Nkour 22:04, 6 Jan 2005 (UTC)

OBE
The arti9cle says he has been awarded an OBe, but it doesn't say when he was awarded this. Would someone be able to add this as I don't know and am not sure where to find the info. Thanks, Evil Eye 23:02, 27 July 2005

'Big 4' of modern film composers
I strongly object to this statement, and suggest that it either be remove, or amended. Having spent 32-years as a record company executive, and producing the soundtracks of scores by Barry ('Frances', 'High Road to China') and Bernard Herrmann ('Citizen Kane', etc.), I would most certainly include Bernard Herrmann in lieu of Henry Mancini.--Jslasher 07:58, 9 April 2006 (UTC)
 * I agree. Not to disrespect John Barry, but who decided these 4 names were "the Big Four".  What about James Horner?  This is utterly POV, and I'm removing it.  JackofOz 02:01, 14 May 2006 (UTC)

I do not mind the removal of this statement. However, note that while Herrmann is a legendary film composer, the subject is Modern Film Composers. While Mancini and Goldsmith have sadly passed away, both composers were still very active into their last years, well into the 1980's and 90's while Herrmann passed away in 1975 (if I rememeber correctly), and most of his most well known works date from the 50's and 60's. Also, whilst Horner is certainly a fantastic composer, I believe most people would agree that the four mentioned have a longevity and have a pedigree that the younger Horner has yet to aquire ... yet! TimC 12:52,01 Dec 2006
 * I do not mind either. Properly referenced quotes giving Barry credit for what is widely considered to be some outstanding work are fine. Placing him in an arbritary "big four" is POV and insulting to many other great composers. Mark83 21:00, 1 December 2006 (UTC)

Fair use rationale for Image:JohnBarry1.jpg
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Please go to the image description page and edit it to include a fair use rationale. Using one of the templates at Fair use rationale guideline is an easy way to insure that your image is in compliance with Wikipedia policy, but remember that you must complete the template. Do not simply insert a blank template on an image page.

If there is other other fair use media, consider checking that you have specified the fair use rationale on the other images used on this page. Note that any fair use images uploaded after 4 May, 2006, and lacking such an explanation will be deleted one week after they have been uploaded, as described on criteria for speedy deletion. If you have any questions please ask them at the Media copyright questions page. Thank you.BetacommandBot 06:45, 5 June 2007 (UTC)

James Bond theme
May I, once and for all, explain the real story behind the confusing credits for the James Bond theme and put paid to ill-informed comment. Monty Norman composed the theme for the film, Dr. No. His original arrangement had the famous theme played in octaves on piano with a string-led accompaniment (I have seen the original score). This was not considered to have the required impact and John Barry, having been engaged on the film as musical director, re-scored it, putting the theme on an electric guitar (played on the original session by Vic Flick, a member of the John Barry Seven) with hard-hitting, jazzy brass. The writer of the Wikipedia biography seems to confuse composition of the theme (which was what Monty Norman did) with the arrangement(which was what John Barry did). Thus Monty Norman is correctly credited as having composed the James Bond theme (i.e. 'thought it up' in the first place)while John Barry took the original theme and transformed it into that known throughout the world today. This underlines the importance of the arranger and orchestrator, a person severely undervalued where screen music is concerned, who often contributes far more than just 'dressing up' a piece of music. Rodney Newton, Music Consultant, London Film School 1 July 2008 Rodneysnewton@aol.com

 * Furthermore, the article credits John Barry with writing "From Russia with Love" whereas BMI gives Lionel Bart as sole composer. Here's the BMI link for John Barry. --Richhoncho (talk) 06:13, 1 July 2008 (UTC)

Quite right. Barry had nothing to do with the composition of "From Russia With Love"; it is solely Lionel Bart's work, as one can see by the soundtrack credits, the sheet music, and credits for subsequent recordings of the song. Rich (talk) 04:01, 17 July 2009 (UTC)

 * John Barry was not the "musical director" on Dr. No. The music was orchestrated by Burt Rhodes and conducted by Eric Rogers - Barry came only in for arranging "The James Bond Theme". -- 188.194.49.76 (talk) 21:24, 1 February 2011 (UTC)
 * Source? And given you've just attempted to add a deliberate factual error it better be a good one. -- Eraserhead1 <talk> 21:26, 1 February 2011 (UTC)

 * Did you ever see the Main Title of Dr. No? There you can check all the things I have cited. And: The couple of John and Laurie Barry had only a son, Jonpatrick! Barry’s daughter Susan (Susie) is from his marriage with Barbara Pickard, his daughter Sian is from his liaison with Ulla Larsson, and his daughter Kate is from his marriage with Jane Birkin. Kate was born in 1967, is a prominent photographer, and you can get information about her family background on this website: http://artrock2006.blogspot.com/2008/12/kate-barry.html

Furthermore, you should read the various books about John Barry, his life and his music and inform yourself before accusing other people of vandalism! -- 188.194.49.76 (talk) 21:58, 1 February 2011 (UTC)
 * But the Guardian backs up the claim that is currently in the article, and all you've presented is a few blogs. Take a look at WP:V and WP:RS. -- Eraserhead1 <talk> 22:01, 1 February 2011 (UTC)
 * What does the Guardian write? "Barry ... is survived by his fourth wife Laurie, their son Jonpatrick, and three daughters, Susie, Sian and Kate." The Guardian simply claims that Barry had three daughters. He does not claim that they come from his marriage with Laurie! The names and the mothers of Barrys daughters can be found in the biography by Eddi Fiegel. And: I didn't cite any blogs! -- 188.194.49.76 (talk) —Preceding undated comment added 22:37, 1 February 2011 (UTC).
 * Fair point, the Guardians statement is misleading, but your reading seems correct - I've reverted my change. -- Eraserhead1 <talk> 22:43, 1 February 2011 (UTC)

Death
Is there any useful source that can be cited regarding Barry's death at Glen Cove Hospital? Burlingame says he passed away at home in Oyster Bay. EON Productions (= the Barry family) states it was in New York. So far it is mainly the English Wiki spreading the information that Barry died at Glen Cove. Please sort this out.--193.5.216.100 (talk) 11:42, 2 February 2011 (UTC)
 * I have changed the infobox to match that which is stated in the text & in the reference used there. Keith D (talk) 13:04, 2 February 2011 (UTC)

Image caption
The 2012/6/23 edit by Timmyo101 cropped the image - a great improvement on the previous version - but unfortunately left the caption unchanged and including the name Paul Bateman, who is not in the new version. That's now resolved. Twistlethrop (talk) 05:39, 7 July 2012 (UTC)

Music for The Persuaders series
"Barry composed the theme for the 1971 TV series The Persuaders!, also known as The Unlucky Heroes, in which Tony Curtis and Roger Moore were paired as rich playboys solving crimes. The score for the series was composed by Ken Thorne."

So who composed what? — Preceding unsigned comment added by 86.182.152.17 (talk) 11:48, 2 May 2013 (UTC)

 * I have taken the liberty of modifying the formatting for the above comments to avoid an over long heading. Have cleaned up the confused wording. Philip Cross (talk) 13:58, 12 December 2014 (UTC)

Number of Bond soundtracks is ambiguous
There are different claims to the number of Bond films that Barry scored on this page and James_Bond_in_film. This page says 11, the linked page says 12. Tim Warner (talk) 17:32, 30 August 2013 (UTC)

Laurie Who
Evidently, John Barry was married a fourth time to a person by the name of Laurie. Where is the last name? - KitchM (talk) 20:49, 26 September 2016 (UTC)

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Mary, Queen of Scots
The intro gives one of his soundtrack credits as Mary Queen of Scots. However, the link is incorrect. It should direct to the film, not the person. The link to the film is here https://en.wikipedia.org/wiki/Mary_Queen_of_Scots_(2018_film)

However, the page for Mary Queen of Scots says that the music was by Max Richter. So this attribution seems incorrect entirely. — Preceding unsigned comment added by Alliwalk (talk • contribs) 17:03, 8 June 2020 (UTC)

title: Talk:John Barry (composer)


text:
Vaishno Devi

Vaishno Devi (also known as Mata Rani, Trikuta, Ambe and Vaishnavi) is a manifestation of the Hindu mother goddess Lakshmi in some beliefs. Vaishno Devi is worshipped as a combined avatar of the goddesses Mahakali, Mahalakshmi, and Mahasarasvati. Additionally, she is seen as the energy of Hari or Vishnu. But she is the wife of Shiva.

Purāṇa
According to Dēvī Mahābhāgavata Purāṇa, she is mentioned as "Kālikā".

In the Varāha Purāṇa's Triśakti Māhātmya, she originated from Trikalā (the goddess who was born from Trimūrtis) and slayed an asura called Mahiṣāsura on Śataśṛṅga Parvata where the current Trikūṭa Dhāma of Vaiṣṇōdēvī is situated. In the Nipatina Samhita of Guhananda Nath (Kanchi Kamakoti Mandali Sadhak), She is referred as Bhīḍā Devī, the wife of Virūpākṣa Śiva.

Pilgrimage route
Professor and author Manohar Sajnani says, According to Hindu beliefs, the original abode of Vaishno Devi was Ardha Kunwari, a place about halfway between Katra town and the cave. She meditated in the cave for 9 months just like how a baby stays in its mother's womb for 9 months. It is said that when Bhairav Nath ran after Vaishno Devi to catch her. The Devi reached near a cave in the hill, she called up Hanuman and told him that "I would do penance in this cave for nine months, till then you should not allow Bhairav Nath to enter the cave." Hanuman obeyed the mother's orders. Bhairavnath was kept outside this cave and today this holy cave is known as 'Ardha Kunwari'.

Temple
The Vaishno Devi Temple is an important Hindu temple dedicated to Vaishno Devi located in Katra at the Trikuta Mountains within the Indian Union territory of Jammu and Kashmir. The temple is one of the 108 Shakti Peethas dedicated to Durga, who is worshipped as Vaishno Devi. It is one of the most visited pilgrimage centers of India. Every year millions of visitors visit the temple. During festivals like Navaratri, the count even increases to ten million (one crore) visitors. Vaishno Devi Temple is one of the richest temples in India. Authors Michael Barnett and Janice Gross Stein says, "Mata Vaishno Devi Shrine in Jammu has an annual income of about $16 million, mainly from offerings by devotees".

The temple is considered sacred by all Hindus. Many prominent saints such as Vivekananda have visited the temple.

title: Vaishno Devi


text:
Isola, Alpes-Maritimes

Isola (Lieusola) is a commune of the Alpes-Maritimes department in southeastern France.

The Alpine ski resort of Isola 2000 is located on the territory of the commune.

Climate
Isola has a subarctic climate (Köppen climate classification Dfc). The average annual temperature in Isola is 3.8 C. The average annual rainfall is 1250.4 mm with November as the wettest month. The temperatures are highest on average in July, at around 13.0 C, and lowest in January, at around -4.0 C. The highest temperature ever recorded in Isola was 29.4 C on 19 July 2023; the coldest temperature ever recorded was -24.0 C on 4 February 1978.

International relations
Since April 2010, Isola has been officially twinned with Castiglione di Garfagnana.

title: Isola, Alpes-Maritimes


text:
Tokushima Vortis

Tokushima Vortis (徳島ヴォルティス) is a Japanese professional football club located in Tokushima, capital of Tokushima Prefecture. The club currently playing in the J2 League, the Japanese second tier of professional football league.

Name origin
The name, "Vortis" was named in 1997 (see below), and it was explained as a coinage of Italian "Vortice" (meaning whirlpool, after the famous Naruto whirlpool in Naruto Strait). The name was chosen to exhibit the dynamics of a whirlpool in the hope of swallowing up the whole audience in excitement by its power, speed and unity.

History
Founded in 1955 as Otsuka Pharmaceutical Co., Ltd. Soccer Club, VORTIS joined the J-League in 2005. They are still sponsored by Otsuka's best-known brand, Pocari Sweat sports drink.

They were first promoted to the old Japan Soccer League Division 2 in 1989, but the company's reluctance to professionalize the team forced it to compete in the former JFL and current JFL. In the 1997 old JFL season, they first sported a Vortis Tokushima name, but the lack of fan interest at the time forced them to go back to the corporate identity. They finally adopted the Tokushima Vortis name for good after winning the new JFL championship in 2004 and being promoted.

The first season in J2 was naturally a difficult one for Vortis, but they surprised many sceptics with their determination and quality of play. The team rose as high as fourth place, at one point, before slipping down the table later in the season to finish ninth. In 2006, the team was forced to rebuild, as the players who took the team into the J.League began to hit the ceiling of their abilities and made way for younger replacements. As a result, despite the encouragement of a local rivalry with Ehime FC, Tokushima drifted down-table, and they followed it up with a last-place finish in 2007 and 2008.

In 2013, they earned fourth place in J2, matching the same placement they had two years before in the division and twenty years before in the old JFL Division 1; this time they won the playoff, defeating Kyoto Sanga F.C. in the final round at the National Stadium in Tokyo, thus becoming the first professional Shikoku football club to compete in the top division of their national league.

Until their promotion, they were the only former JSL member currently a member of the J.League which has never competed in the top tier of Japanese football. With promotion and the creation of the J3 League in 2014, the distinction was taken over by Blaublitz Akita.

In the 2019 season, they finished 4th again and were one win away from a return to J1 in the playoffs, but ultimately failed to beat Shonan Bellmare away in the final game. In 2020, despite the COVID-19 pandemic, they did one better and were promoted as J2 champions.

Team name transition

 * Otsuka Pharmaceutical (1955–1996, 1998–2004)
 * Vortis Tokushima (1997)
 * Tokushima Vortis FC (2005–present)

Stadium
Their home stadium is Naruto Otsuka Sports Park Pocari Sweat Stadium, in Naruto, Tokushima.

League & cup record

 * Key
 * Pos. = Position in league; P = Games played; W = Games won; D = Games drawn; L = Games lost; F = Goals scored; A = Goals conceded; GD = Goals difference; Pts = Points gained
 * Attendance/G = Average league home attendance
 * † 2020 season attendance reduced by COVID-19 worldwide pandemic
 * Source: J. League Data Site

title: Tokushima Vortis


text: Category:Soil mechanics

title: Category:Soil mechanics


text:
Sacred Heart Cathedral (Guangzhou)

The Sacred Heart Cathedral, properly the Cathedral of the Sacred Heart of Jesus and also known as the Stone Chamber or Stone House by locals, is a Gothic Revival Roman Catholic cathedral in Guangzhou, China. It is the seat of the Archbishop of Guangzhou. The cathedral is located at 56 Yide Road (in Chinese: 一德路56号), on the north bank of the Pearl River at the heart of the old district. It is one of the few cathedrals in the world to be entirely built of granite, including all the walls, pillars, and the twin towers.

History
The site of the cathedral was originally the residence of the Viceroy of Guangdong and Guangxi Provinces in the Qing dynasty. During the Second Opium War, the residence was completely destroyed and Viceroy Ye Mingchen was captured by the British.

Based on the terms of an imperial edict issued by the Daoguang Emperor in February 1846, which promised compensation for churches destroyed and properties taken from the mission, the Société des Missions Étrangères de Paris obtained the site by signing an agreement with the Qing government on January 25, 1861. In his decree of approval, the Xianfeng Emperor wrote "from now on, war should be stopped and peace be sincerely kept forever".

With financial support from Napoleon III and donations from French Catholics, Bishop Philippe François Zéphirin Guillemin, M.E.P. (明稽章), the first vicar apostolic of Guangdong, oversaw the construction project. A French architect from Nancy, Léon Vautrin, was asked to design the cathedral, in collaboration with Charles Hyacinthe Humbert, also from Nancy. Humbert and another architect from Paris, Antoine Hermitte, who succeeds him at a later time, both travelled to China to oversee the construction of the cathedral. Bishop Guillemin did not get to see completion of the cathedral, as he died at the age of 72 in Paris in 1886, two years before the cathedral was finished. The construction was supervised by his successor, Bishop Augustin Chausse, M.E.P. (邵斯).

Construction
Construction of the foundation began on June 28, 1861, the Feast of the Sacred Heart, and concluded in 1863. On December 8, the Feast of the Immaculate Conception, with surrounding Chinese houses and streets decorated, a grand ceremony was held, attended by the Viceroy of Liangguang, all senior Mandarins, a detachment of 300 Manchu troops, all consuls in Canton as well as the missionaries and a score of priests. The bishop and the consul of France, Baron Gilbert de Trenqualye, delivered speeches. Two foundation stones were blessed and laid. The words "Jerusalem 1863" were engraved on the east one and "Roma 1863" on the west one, in reference to the Catholic Church's origin in Jerusalem in the east and headed on Earth by the Pope in Rome in the west. One kilogram of soil taken from Rome and one stone from Jerusalem were laid under the respective foundation stones.

The construction of the cathedral turned out to be very challenging, mostly because of its all-granite structure and the lack of machinery, which meant the cathedral had to be built by hand. None of the Chinese workers at that time had seen a western cathedral before, not to mention had any experience of building one. Communication was another major problem when the French and the Chinese didn't speak each other's languages. The construction progress was slow for the first few years. Eventually the French employed a Chinese man named Cai Xiao from Jiexi County as foreman. Cai had many years of experience in building stone houses in his hometown, which enabled him to bring in a lot of unique and creative methods. He barely left the site since being employed. The construction of the cathedral took most of his youth but was able to be finished in his lifetime.

The cathedral was mostly funded by Napoleon III. When bishop Guillemin met him in Paris in 1858, the emperor, urged by his wife Eugénie, offered a personal grant of 500,000 francs. In 1873, a bill was passed in the National Assembly of France with 491 ayes against 100 nays, allocating another 75,000 francs to the Ministry of Foreign Affairs to be used on the cathedral.

The cathedral was finished in 1888 after 25 years of construction.

Architecture
The façade of the cathedral was modelled on the Basilica of St. Clotilde in Paris and its nave and apse were inspired by the Toul Cathedral. The cathedral features a nave of 28.2 metres high, flanked by two lower aisles and 14 small side-chapels. With a floor area of 2,924 square metres, it is the largest Roman Catholic church in the Guangzhou archdiocese and the largest cathedral in the Gothic style in China and Southeast Asia. The cathedral is 32.85 metres wide, 77.17 metres long, and the twin towers rise 52.76 metres high. The west tower is a clock tower while the east tower serves as a bell tower, inside which there used to be five large bells shipped in from France in the 19th century, although nowadays only four remain as one was given to a local church in Guangxi province in the early 1980s.

The cathedral, like most of the great Gothic cathedrals of Europe, is built of solid masonry. It is one of the few churches in the world to be entirely built of granite, including all the walls, pillars and the twin towers. The stones were extracted from the quarries of the Four hills of Kowloon and were transported from Kowloon, Hong Kong by sailing ships.

Repairs
Since its completion in 1888, the cathedral has undergone three major repairs. The first time was in the 1920s and 1930s, when then Bishop Antoine-Pierre-Jean Fourquet, M.E.P. (魏暢茂), replaced the timber roof, beams and steel staircases with concrete ones. A second repair took place after the Cultural Revolution in the 1980s. Recently between 2004 and 2006 the largest repair works were carried out. The church paid ¥3 million and local Catholics donated about ¥2 million for the ¥26 million project, while the rest was covered by the local government. The aim of the restoration was to solve the problem of leakage by rebuilding the whole roof, which was the most challenging task as the rib vault below needed to remain untouched and intact. Most of 19th century stained glass was damaged during wartime and smashed in the Cultural Revolution, so new stained glass was ordered from a Philippine company specialising in church glass. It resulted in the new stained glass carrying English descriptions instead of Latin and French texts of the original French glass. New lighting, audio and CCTV systems were also installed. The original French mechanical clock has long gone, so a new 750,000-yuan clock tailored for the clock tower was ordered from a Chinese clock factory.

Mass times
Weekdays: 06:45 (Cantonese)

Saturday: 06:45 (Cantonese), 16:00 (Korean), 19:30 (Mandarin)

Sunday: 07:00 (Cantonese), 08:30 (Cantonese), 10:30 (Mandarin), 15:30 (English)

title: Sacred Heart Cathedral (Guangzhou)


text:
The Julekalender

The Julekalender (The Christmas Calendar) is a julekalender that originally aired in Christmas 1991. A Norwegian version was made in 1994, and a Finnish version appeared in 1997. It was written and performed almost entirely by a trio of Danish comedy musicians called De Nattergale with financial and technical assistance from TV2, a Danish television company. It was hugely successful at the time, causing many invented phrases from the series to enter popular culture and was later released on VHS and subsequently DVD.

It consisted of 24 episodes (one for each day of December until Christmas Eve), as has been typical for most other TV "Christmas calendars" before and since The Julekalender.

Plot
The premise of the show is fairly simple: long, long ago, the race of Nisser lived happily in Denmark getting up to mischief with the humans, drinking, and making merry. Then the "Nå-såere" came - evil, vampire-esque creatures with an unhealthy obsession for money and counting - and almost eradicated the Nisser. A few Nisser survived and escaped to America, among them good old Gammelnok (literally, "old enough", the one character not to be played by a member of De Nattergale), who is now on the brink of death, as the music box that plays his life tune needs to be wound up.

Gammelnok gathers three of the remaining Nisser (Hansi, Günther, and Fritz (all distinctly German names)) and sends them off to Denmark, to find the old Nisse cave where the key to wind up the music box is. He gives them The Big Book to take with them, an ancient tome that contains the answer to any and all questions, warning them to take great care that it does not fall into the hands of a Nå-såer. If this were to happen, all would be lost. They are also warned to take care, as the Nå-såere nowadays have taken the appearance of normal humans, but when they consume alcohol, they regain their original appearance, with fangs, and thick-rimmed glasses. The three merrily set off, and this is where the first episode begins.

One of the quirks of the series, and one which made up a good share of its appeal, is the strange language that the Nisser speak. They themselves call it English, but it is an odd mixture of both Danish and English vocabulary, grammar, and sentence structure, leading to some very humorous phrases and structures (at least, to anyone who speaks both English and Danish). This was likely a good-natured jest at the heavy Danish accent that many Danes speak with, and the (back then) fairly low level of English proficiency of Danes, especially outside of large cities. Examples of particularly interesting, odd, or funny phrases are listed here (without an understanding of Danish, the humour will likely be lost):

 * "He who first gets to the mill is he who first gets painted"
 * "Think you da lige a little about"
 * "Let us straks try to smake it!"
 * "That is der simpelthen overhead not noget to do with"

Additionally, key characters, events, or items are also called by odd hybrid names: the music box, for example, is a play dåse, Father Christmas is the Christmas man and the act of wood-carving is called "snitting". Since De Nattergale are actually musicians (albeit comedy musicians), the Nisser often burst into song, or find excuses to work music into each episode.

Another large part of the appeal are the highly stereotypical Danes that the same three actors also play: Oluf and Gertrud Sand, a country bumpkin couple that live and work on a potato farm in Jutland, and Benny Jensen, a travelling salesman (or so he claims) from Copenhagen (who turns out to be a Nå-såer). Oluf and Gertrud speak with a broad country dialect, often leading to Benny misunderstanding what they say. There is also a large clash between the two different ways of life (as Benny comes to move in with Oluf and Gertrud in an early episode, as his car runs out of petrol, punctures, breaks down completely, and then gets stolen, supposedly by the "Polish Mafia"). Benny also thinks Oluf's father's name, Anders Sand, is funny, because it closely resembles Anders And, the Danish name for Donald Duck.

Characters

 * Oluf Sand (Viggo Sommer) is a potato farmer who lives on a farm in Jutland with his wife Gertrud. He doesn't say much, and enjoys reading the newspaper in his armchair while smoking his pipe. He often receives a call from someone (possibly the same person each time) who wants to buy potatoes, which Oluf often increases the price of and advises that a receipt is no use. He often breaks the fourth wall, remarking on the peace and quiet when Gertrud leaves, but when Benny Jensen insults her he is very quick to defend her. His Christmas wishes, according to Gertrud, never seems to be renewed, meaning that he wishes for a smoking pipe, tobacco or a pipe-cleaner. He has a father named Anders Sand, which Benny finds humorous as it sounds much like Anders And - Donald Duck's Danish name. He secretly saves money enough to buy a 'food-processor' for Gertrud, but tells her that they can't afford it. For Christmas he receives a smoking pipe from Gertrud.
 * Gertrud Sand (Carsten Knudsen) is Oluf's wife. She is rather loud, often talking non-stop about how nice everything would be if this or that were different. She spends the entire series asking for "the big crate with Christmas stuff. She also spends most episodes talking about her wish for a food-processor, but is told that they can't afford it. When Oluf doesn't listen to what she says she shakes her head, while breaking the fourth wall. When Oluf talks in the telephone about his potato-selling, Gertrud is told that it was wrong number when she asks. When she accidentally gives The Book away to some scouts for charity, she is confronted by Benny Jensen who screams and yells at her. She has a sister (known simply as Sister) and a brother-in-law named Kaj. When her sister calls her on the telephone she can talk for hours. She likes to listen to the radio. For Christmas she receives a foodprocessor from Oluf.
 * Benny Jensen (Uffe Rørbæk Madsen) is a nåsåer who has taken the appearance of a human and visits the Sands. He claims that his car has run out of petrol, soon punctures, later breaks down completely, and then gets stolen, supposedly by the "Polish Mafia" (which is doubtful), and he comes to live with the farmers for the rest of the series, searching for nisse-life. He soon finds out about a cave in which three nisser lives in and spends the rest of the series making excuses to leave in order to find the cave. When he finally manages to make his way inside, knock out Günther, the youngest nisse, and steal The Big Book. After that he spends all the time reading the book at Sands, making the life a menace to the humans and the nisser. He angers when the book disappears, yelling at Gertrud. He gets pressed into taking alcohol when he claims it's his birthday and after that he can't stop it again. He never manages, however being close, to kill the nisser. For Christmas he receives a book about nisser from Oluf and Gertrud, having made many nisse-related references.
 * Gynter (Carsten Knudsen) is a nisse who spends the majority of the series carving a new propeller for their plane after the last one broke.
 * Hansi (Uffe Rørbæk Madsen) is a nisse who does most of the work for the trio. He has a running gag of asking why he has to do all the work, to which Fritz replies "Because you're the one with the biggest teeth and the ugliest clothes" which because of the mixed language is actually spoken as "Because you're the one with the biggest tænder and the grimmest' tøj".
 * Fritz (Viggo Sommer) is the apparent leader of the trio of nisser.

Soundtrack
In 1991 the same year The Julekalender was made and shown first time, a music album was published called Songs From The Julekalender which have all the songs from The Julekalender in it.

 * "The Støvle Dance" (episode 4) ("The Boot Dance")
 * "It's hard to be a nissemand" (episode 1, 2, 3, 5, 9, 14, 16, 18 and 20) (only one episode contains the full song) ("It's hard to be a nisse-man")
 * "It's hard to be a snittermand" (episode 7) ("It's hard to be a carving-man")
 * "It's good to be a nissemand" (episode 24) ("It's good to be a nisse-man")
 * "The Blues" (episode 18)
 * "Will She Mon Wait For Me" (episode 21) ("I Wonder If She Will Wait For Me")
 * "Thousands of Vendings" (episode 23) ("Thousands of Lines")
 * "Knokkel Pukkel Man" (episode 22) ("Working Slaved Man")
 * "Jäger-Lied" (episode 12) ("Hunter-Song") [German song]
 * "Snit a Little Bittle" (episode 10) ("Carve a Little Bit")
 * "De Kære Minder" (various) ("The Dear Memories") [heard on radio]
 * "Rosita og Carlo" (various) ("Rosita and Carlo") [heard on radio]
 * "The Dæjlig News Blues" (episode 16) ("The Splendid News Blues")
 * "Long Time ago in Bethlehem" (episode 6)

title: The Julekalender


text:
Talk:Sandy McCutcheon

Untitled
There is a statement about Sandy McCutcheon circulating on the Internet -- the one published on the ABC's site -- that has what seems to me an inconsistency. It claims that Sandy's first novel, In Wolf's Clothing was entered into the 1995 HarperCollins Fiction Prize competition and came runner-up out of a field of 400 novels. At the same time, this book was published in 1997. Another source claims that it has not been runner-up, but shortlisted. I have not been able to find any further information about this matter. --Evgeni Sergeev 12:16, 14 Dec 2004 (UTC)

Clarification
The National Fiction Prize in 1995 was for unpublished manuscripts. It was not until 1997 that In Wolf's Clothing was published. Hence the two dates. It was reprinted in 1998.

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title: Talk:Sandy McCutcheon


text:
Moratinos

Moratinos may refer to

 * Moratinos, Palencia, a municipality in the province of Palencia, Spain
 * José Lebrún Moratinos (1919-2001), Archbishop of Caracas, Venezuela in 1980-1995
 * Miguel Ángel Moratinos (born 1951), Spanish diplomat and politician

title: Moratinos