Smith's Elements of Soil Mechanics. Ian SmithЧитать онлайн книгу.
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In seepage problems, atmospheric pressure is taken as zero and the velocity is so small that the velocity head becomes negligible; the hydraulic head is therefore taken as:
(2.2)
1.2.1 Excess head
Water flows from points of high to points of low head. Hence, flow will occur between two points if the hydraulic head at one is less than the head at the other, and in flowing between the points, the water experiences a head loss equal to the difference in head between them. This difference is known as the excess head.
2.2.3 Seepage velocity
The conduits of a soil are irregular and of small diameter – an average value of the diameter is D10/5. Any flow quantities calculated by the theory of pipe flow must be in error and it is necessary to think in terms of an average velocity through a given area of soil rather than specific velocities through particular conduits.
If Q is the quantity of flow passing through an area A in time t, then the average velocity, v is:
(2.3)
This average velocity is sometimes referred to as the seepage velocity. In further work, the term velocity will imply average velocity.
2.2.4 Hydraulic gradient
If we install two vertical standpipes, a distance apart and with their lower ends embedded into a zone of saturated soil, groundwater will rise in the pipes to different levels as shown in Fig. 2.3. (A standpipe is simply an open‐ended tube, perforated at its lower end, which permits groundwater to flow into the tube and to rise to a final position. See Section 7.5.1 for more details.)
Akin to the equation of a straight line in mathematics, the hydraulic gradient is defined as the difference in vertical values divided by the difference in horizontal values, at the two points considered.
i.e.
(2.4)
Fig. 2.3 Difference in hydraulic head between two points.
2.3 Darcy's law of saturated flow
In 1856, Darcy showed experimentally that a fluid's velocity of flow through a porous medium is directly related to the hydraulic gradient causing the flow, i.e.
where i = hydraulic gradient (the head loss per unit length), or
where C = a constant involving the properties of both the fluid and the porous material.
2.4 Coefficient of permeability, k
In soils, we are generally concerned with water flow, and the constant C is determined from tests in which the permeant is water. The particular value of the constant C obtained from these tests is known as the coefficient of permeability and is given the symbol k. The unit for k is m/s.
It is important to realise that when a soil is said to have a certain coefficient of permeability, this value only applies to water (at 20 °C). If heavy oil is used as the permeant, the value of C would be considerably less than k. Temperature causes variation in k, but in most soils work this is insignificant.
Provided that the hydraulic gradient is less than 1.0, as is the case in most seepage problems, the flow of water through a soil is linear and Darcy's law applies, i.e.
(2.5)
2.5 Determination of permeability in the laboratory
Laboratory tests can be performed to establish the coefficient of permeability for both granular and cohesive soils, and the testing procedures are described in BS EN ISO 17892‐11:2019. The tests involve placing the soil in a cylindrical permeameter, which can take different forms:
Rigid wall permeameter: standard cylindrical vessel (see Sections 2.5.1 and 2.5.2) or oedometer ring within oedometer cell. (The oedometer test is described in Chapter 12.)
Flexible wall permeameter: rubber membrane placed around soil and tested in a triaxial cell, under required effective stress conditions. (The triaxial test is described in Chapter 4.)
In all cases, water is passed through the permeameter and the volume of water passing through the soil in a time interval, together with a measurable hydraulic gradient, can be used to establish the coefficient of permeability. Two of the most well‐established tests are the constant head test (for granular soils) and the falling head test (for cohesive soils).
2.5.1 Constant head test
The apparatus is shown in Fig. 2.4. Water flows through the soil under a head which is kept constant by means of the overflow arrangement. The head loss, h, between two points along the length of the sample, distance l apart, is measured by means of a manometer (in practice there are more than just two manometer tappings).
Hence, k can be found from the expression:
(2.6)
A series of readings can be obtained from each test and an average value of k determined. The test is suitable for gravels and sands, and could be used for many fill materials.
Fig. 2.4 The constant head permeameter.
Example 2.1 Constant head test
In a constant head permeameter test, the following results were obtained:
Duration of test = 4.0 min
Quantity of water collected = 300 ml