Specific storage

In the field of hydrogeology, storage properties are physical properties that characterize the capacity of an aquifer to release groundwater. These properties are storativity (S), specific storage (S_s) and specific yield (S_y). According to Groundwater, by Freeze and Cherry (1979), specific storage, ${\displaystyle S_{s}}$ [m⁻¹], of a saturated aquifer is defined as the volume of water that a unit volume of the aquifer releases from storage under a unit decline in hydraulic head. ^[1]

They are often determined using some combination of field tests (e.g., aquifer tests) and laboratory tests on aquifer material samples. Recently, these properties have been also determined using remote sensing data derived from Interferometric synthetic-aperture radar. ^{[2] [3]}

Storativity

Definition

Storativity or the storage coefficient is the volume of water released from storage per unit decline in hydraulic head in the aquifer, per unit area of the aquifer. Storativity is a dimensionless quantity, and is always greater than 0.

${\displaystyle S={\frac {dV_{w}}{dh}}{\frac {1}{A}}=S_{s}b+S_{y}\,}$

• ${\displaystyle V_{w}}$ is the volume of water released from storage ([L³]);
• ${\displaystyle h}$ is the hydraulic head ([L])
• ${\displaystyle S_{s}}$ is the specific storage
• ${\displaystyle S_{y}}$ is the specific yield
• ${\displaystyle b}$ is the thickness of aquifer
• ${\displaystyle A}$ is the area ([L²])

Confined

For a confined aquifer or aquitard, storativity is the vertically integrated specific storage value. Specific storage is the volume of water released from one unit volume of the aquifer under one unit decline in head. This is related to both the compressibility of the aquifer and the compressibility of the water itself. Assuming the aquifer or aquitard is homogeneous:

${\displaystyle S=S_{s}b\,}$

Unconfined

For an unconfined aquifer, storativity is approximately equal to the specific yield (${\displaystyle S_{y}}$) since the release from specific storage (${\displaystyle S_{s}}$) is typically orders of magnitude less (${\displaystyle S_{s}b\ll \!\ S_{y}}$).

${\displaystyle S=S_{y}\,}$

The specific storage is the amount of water that a portion of an aquifer releases from storage, per unit mass or volume of the aquifer, per unit change in hydraulic head, while remaining fully saturated.

Mass specific storage is the mass of water that an aquifer releases from storage, per mass of aquifer, per unit decline in hydraulic head:

${\displaystyle (S_{s})_{m}={\frac {1}{m_{a}}}{\frac {dm_{w}}{dh}}}$

where

${\displaystyle (S_{s})_{m}}$ is the mass specific storage ([L⁻¹]);

${\displaystyle m_{a}}$ is the mass of that portion of the aquifer from which the water is released ([M]);

${\displaystyle dm_{w}}$ is the mass of water released from storage ([M]); and

${\displaystyle dh}$ is the decline in hydraulic head ([L]).

Volumetric specific storage (or volume-specific storage) is the volume of water that an aquifer releases from storage, per volume of the aquifer, per unit decline in hydraulic head (Freeze and Cherry, 1979):

${\displaystyle S_{s}={\frac {1}{V_{a}}}{\frac {dV_{w}}{dh}}={\frac {1}{V_{a}}}{\frac {dV_{w}}{dp}}{\frac {dp}{dh}}={\frac {1}{V_{a}}}{\frac {dV_{w}}{dp}}\gamma _{w}}$

where

${\displaystyle S_{s}}$ is the volumetric specific storage ([L⁻¹]);

${\displaystyle V_{a}}$ is the bulk volume of that portion of the aquifer from which the water is released ([L³]);

${\displaystyle dV_{w}}$ is the volume of water released from storage ([L³]);

${\displaystyle dp}$ is the decline in pressure(N•m⁻² or [ML⁻¹T⁻²]) ;

${\displaystyle dh}$ is the decline in hydraulic head ([L]) and

${\displaystyle \gamma _{w}}$ is the specific weight of water (N•m⁻³ or [ML⁻²T⁻²]).

In hydrogeology, volumetric specific storage is much more commonly encountered than mass specific storage. Consequently, the term specific storage generally refers to volumetric specific storage.

In terms of measurable physical properties, specific storage can be expressed as

${\displaystyle S_{s}=\gamma _{w}(\beta _{p}+n\cdot \beta _{w})}$

where

${\displaystyle \gamma _{w}}$ is the specific weight of water (N•m⁻³ or [ML⁻²T⁻²])

${\displaystyle n}$ is the porosity of the material (dimensionless ratio between 0 and 1)

${\displaystyle \beta _{p}}$ is the compressibility of the bulk aquifer material (m²N⁻¹ or [LM⁻¹T²]), and

${\displaystyle \beta _{w}}$ is the compressibility of water (m²N⁻¹ or [LM⁻¹T²])

The compressibility terms relate a given change in stress to a change in volume (a strain). These two terms can be defined as:

${\displaystyle \beta _{p}=-{\frac {dV_{t}}{d\sigma _{e}}}{\frac {1}{V_{t}}}}$

${\displaystyle \beta _{w}=-{\frac {dV_{w}}{dp}}{\frac {1}{V_{w}}}}$

where

${\displaystyle \sigma _{e}}$ is the effective stress (N/m² or [MLT⁻²/L²])

These equations relate a change in total or water volume (${\displaystyle V_{t}}$ or ${\displaystyle V_{w}}$) per change in applied stress (effective stress —${\displaystyle \sigma _{e}}$ or pore pressure —${\displaystyle p}$) per unit volume. The compressibilities (and therefore also S_s) can be estimated from laboratory consolidation tests (in an apparatus called a consolidometer), using the consolidation theory of soil mechanics (developed by Karl Terzaghi).

Determination of the storage coefficient of aquifer systems

Aquifer-test analysis

Aquifer-test analyses provide estimates of aquifer-system storage coefficients by examining the drawdown and recovery responses of water levels in wells to applied stresses, typically induced by pumping from nearby wells. ^[4]

Stress-strain analysis

Elastic and inelastic skeletal storage coefficients can be estimated through a graphical method developed by Riley. ^[5] This method involves plotting the applied stress (hydraulic head) on the y-axis against vertical strain or displacement (compaction) on the x-axis. The inverse slopes of the dominant linear trends in these compaction-head trajectories indicate the skeletal storage coefficients. The displacements used to build the stress-strain curve can be determined by extensometers, ^{[5] [6]} InSAR ^[7] or levelling. ^[8]

Laboratory consolidation tests

Laboratory consolidation tests yield measurements of the coefficient of consolidation within the inelastic range and provide estimates of vertical hydraulic conductivity. ^[9] The inelastic skeletal specific storage of the sample can be determined by calculating the ratio of vertical hydraulic conductivity to the coefficient of consolidation.

Model simulations and calibration

Simulations of land subsidence incorporate data on aquifer-system storage and hydraulic conductivity. Calibrating these models can lead to optimized estimates of storage coefficients and vertical hydraulic conductivity. ^{[8] [10]}

Specific yield

Values of specific yield ^[11]

Material	Specific Yield (%)
	min	avg	max
Unconsolidated deposits
Clay	0	2	5
Sandy clay (mud)	3	7	12
Silt	3	8	19
Fine sand	10	21	28
Medium sand	15	26	32
Coarse sand	20	27	35
Gravelly sand	20	25	35
Fine gravel	21	25	35
Medium gravel	13	23	26
Coarse gravel	12	22	26
Consolidated deposits
Fine-grained sandstone		21
Medium-grained sandstone		27
Limestone		14
Schist		26
Siltstone		12
Tuff		21
Other deposits
Dune sand		38
Loess		18
Peat		44
Till, predominantly silt		6
Till, predominantly sand		16
Till, predominantly gravel		16

Specific yield, also known as the drainable porosity, is a ratio, less than or equal to the effective porosity, indicating the volumetric fraction of the bulk aquifer volume that a given aquifer will yield when all the water is allowed to drain out of it under the forces of gravity:

${\displaystyle S_{y}={\frac {V_{wd}}{V_{T}}}}$

where

${\displaystyle V_{wd}}$ is the volume of water drained, and

${\displaystyle V_{T}}$ is the total rock or material volume

It is primarily used for unconfined aquifers, since the elastic storage component, ${\displaystyle S_{s}}$, is relatively small and usually has an insignificant contribution. Specific yield can be close to effective porosity, but there are several subtle things which make this value more complicated than it seems. Some water always remains in the formation, even after drainage; it clings to the grains of sand and clay in the formation. Also, the value of specific yield may not be fully realized for a very long time, due to complications caused by unsaturated flow. Problems related to unsaturated flow are simulated using the numerical solution of Richards Equation, which requires estimation of the specific yield, or the numerical solution of the Soil Moisture Velocity Equation, which does not require estimation of the specific yield.

See also

• Aquifer test
• Soil mechanics
• Groundwater flow equation describes how these terms are used in the context of solving groundwater flow problems

References

• Freeze, R.A. and J.A. Cherry. 1979. Groundwater. Prentice-Hall, Inc. Englewood Cliffs, NJ. 604 p.
• Morris, D.A. and A.I. Johnson. 1967. Summary of hydrologic and physical properties of rock and soil materials as analyzed by the Hydrologic Laboratory of the U.S. Geological Survey 1948-1960. U.S. Geological Survey Water Supply Paper 1839-D. 42 p.
• De Wiest, R. J. (1966). On the storage coefficient and the equations of groundwater flow. Journal of Geophysical Research, 71(4), 1117–1122.

Specific

1. https://www.un-igrac.org/sites/default/files/resources/files/Groundwater%20book%20-%20English.pdf ^{[ bare URL PDF ]}
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3. Tomás, R.; Herrera, G.; Delgado, J.; Lopez-Sanchez, J. M.; Mallorquí, J. J.; Mulas, J. (2010-02-26). "A ground subsidence study based on DInSAR data: Calibration of soil parameters and subsidence prediction in Murcia City (Spain)". Engineering Geology. 111 (1): 19–30. Bibcode:2010EngGe.111...19T. doi:10.1016/j.enggeo.2009.11.004.
4. Chow, Ven Ten (June 1952). "On the determination of transmissibility and storage coefficients from pumping test data". Eos, Transactions American Geophysical Union. 33 (3): 397–404. Bibcode:1952TrAGU..33..397C. doi:10.1029/tr033i003p00397. hdl:2142/94351. ISSN   0002-8606.
5. Riley, F. S. (1969). Analysis of borehole extensometer data from central California. International Association of Scientific Hydrology. Publication 89, 423–431.
6. Cleveland, Theodore G.; Bravo, Rolando; Rogers, Jerry R. (September 1992). "Storage Coefficients and Vertical Hydraulic Conductivities in Aquitards Using Extensometer and Hydrograph Data". Groundwater. 30 (5): 701–708. Bibcode:1992GrWat..30..701C. doi:10.1111/j.1745-6584.1992.tb01556.x. ISSN   0017-467X.
7. Tomás, R.; Herrera, G.; Delgado, J.; Lopez-Sanchez, J. M.; Mallorquí, J. J.; Mulas, J. (2010-02-26). "A ground subsidence study based on DInSAR data: Calibration of soil parameters and subsidence prediction in Murcia City (Spain)". Engineering Geology. 111 (1): 19–30. Bibcode:2010EngGe.111...19T. doi:10.1016/j.enggeo.2009.11.004. ISSN   0013-7952.
8. Hoffmann, Jörn; Galloway, Devin L.; Zebker, Howard A. (February 2003). "Inverse modeling of interbed storage parameters using land subsidence observations, Antelope Valley, California". Water Resources Research. 39 (2): 1031. Bibcode:2003WRR....39.1031H. doi:10.1029/2001WR001252. ISSN   0043-1397.
9. Relationships between basic soils-engineering equations and basic ground-water flow equations (Report). US Geological Survey. 1980. doi:10.3133/wsp2064.
10. Burbey, Thomas J. (2020-03-01). "Extensometer forensics: what can the data really tell us?". Hydrogeology Journal. 28 (2): 637–655. doi:10.1007/s10040-019-02060-6. ISSN   1435-0157.
11. Johnson, A. I. (1967), Specific yield: compilation of specific yields for various materials, Water Supply Paper 1662-D, Washington, D.C.: U.S. Government Printing Office, p. 74, doi: 10.3133/wsp1662D