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A Simple Treatment of Physical Nonequilibrium Water Flow in Soils

P.J. Rossa and K.R.J. Smettemb

a CSIRO Land and Water, Cunningham Laboratory, 306 Carmody Road, St Lucia, Brisbane, QLD 4067, Australia
b Soil Science and Plant Nutrition, The University of Western Australia, Nedlands, Perth, WA. 6907, Australia



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Fig. 1 Water content profiles at 0.1 and 0.5 h for infiltration into a hypothetical structured clay soil with equilibration time constants of 0 (local equilibrium), 1, and 2 h

 


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Fig. 2 Cumulative infiltration into a hypothetical structured clay soil with equilibration time constants of 0 (local equilibrium), 1, and 2 h

 


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Fig. 3 Cumulative drainage from saturation in a hypothetical structured clay soil with equilibration time constants of 0 (local equilibrium), 1, and 2 h. A unit hydraulic gradient was imposed at the 50-cm depth

 


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Fig. 4 Water content at two depths during irrigation of Core 4 (Smettem et al., 1994). Observed 50-mm depth (filled circles) and 500-mm depth (open circles). Richards' equation (no time constant) 50-mm depth (solid line) and 500-mm depth (dashed line)

 


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Fig. 5 Water content at two depths during irrigation of Core 4 (Smettem et al., 1994). Observed 50-mm depth (filled circles) and 500-mm depth (open circles). Richards' equation (with time constants from Table 1) 50-mm depth (solid line) and 500-mm depth (dashed line)

 


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Fig. 6 Cumulative drainage from six undisturbed soil cores under dry antecedent conditions reported by Smettem et al. (1994). The time constant model is shown for three of the cores. Observed drainage: Core 1 (open circles), Core 3 (open triangles), and Core 4 (filled triangles). Time constant model: Core 1 (dashed line), Core 3 (dotted line), and Core 4 (dashed and dotted line)

 





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