 The elevation head (h_{z}) of any point is its height above the datum line. The height of water level in the standpipe above the datum is the piezometric head (h). h = h_{z} + h_{w}
 Darcy’s law states that there is a linear relationship between flow velocity (v) and hydraulic gradient (i) for any given saturated soil under steady laminar flow conditions.
 If the rate of flow is q (volume/time) through crosssectional area (A) of the soil mass, Darcy’s Law can be expressed as
v = q/A = k.i
where k = permeability of the soil
i = Dh/L
Dh = difference in total heads
L = length of the soil mass  The flow velocity (v) is also called the Darcian velocity or the superficial velocity.
 It is different from the actual velocity inside the soil pores, which is known as the seepage velocity, v_{S}.
 Seepage velocity is always greater than the superficial velocity, and it is expressed as:
where A_{V} = Area of voids on a cross section normal to the direction of flow
n = porosity of the soil 
Permeability (k) is an engineering property of soils and is a function of the soil type. Its value depends on the average size of the pores and is related to the distribution of particle sizes, particle shape and soil structure.

The ratio of permeabilities of typical sands/gravels to those of typical clays is of the order of 10^{6}. A small proportion of fine material in a coarsegrained soil can lead to a significant reduction in permeability.

For different soil types as per grain size, the orders of magnitude for permeability are as follows:
Soil k (cm/sec)
Gravel 10^{0}
Coarse sand 10^{0} to 10^{1} Medium sand 10^{1} to 10^{2} Fine sand 10^{2} to 10^{3} Silty sand 10^{3} to 10^{4} Silt 1 x 10^{5} Clay 10^{7} to 10^{9}
 In soils, the permeant or pore fluid is mostly water whose variation in property is generally very less. Permeability of all soils is strongly influenced by the density of packing of the soil particles, which can be represented by void ratio (e) or porosity (n).
 In sands, permeability can be empirically related to the square of some representative grain size from its grainsize distribution. For filter sands, Allen Hazen in 1911 found that k » 100 (D_{10})^{2} cm/s where D_{10}= effective grain size in cm.
 KozenyCarman equation for laminar flow in saturated soils.

For silts and clays, the KozenyCarman equation does not work well, and log k versus e plot has been found to indicate a linear relationship.
For clays, it is typically found that
where C_{k}is the permeability change index and e_{k }is a reference void ratio.  Constant Head Flow
Constant head permeameter is recommended for coarsegrained soils only since for such soils, flow rate is measurable with adequate precision. As water flows through a sample of crosssection area A, steady total head drop h is measured across length L.Permeability k is obtained from:
 Falling Head Flow
Falling head permeameter is recommended for finegrained soils.
 Unconfined Flow Pumping Test
 Confined Flow Pumping Test
 For vertical flow
The flow rate q through each layer per unit area is the same.  Horizontal flow
When the flow is horizontal, the hydraulic gradient is the same in each layer, but the quantity of flow is different in each layer.The total flow is
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