Infiltration under rapidly varying surface water depths

Reeder, John W.; Freyberg, David L.; Franzini, Joseph B.; Remson, Irwin

doi:10.1029/wr016i001p00097

Cited by 25 publications

(6 citation statements)

References 10 publications

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“…Following the example of Larson [1971, 1973], the Richards equation for one-dimensional, single-phase, isothermal flow in a homogeneous, nondeforming, nonhysteretic soil is used here as the reference model of soil moisture flow. In particular, the Richards model has been shown to describe satisfactorily the observed flow of soil moisture in a number of laboratory situations, including that of infiltration into a wellgraded crushed dune sand under rapidly varying surface water depths [Reeder et al, 1980]. Furthermore, the necessary curves of soil moisture properties for a variety of soils are readily available in the literature.…”

Section: Evaluating the Modelsmentioning

confidence: 96%

“…As part of an investigation of the hydrodynamics of ephemeral stream flow, an earlier study [Reeder et al, 1980] demonstrated numerically and experimentally that rapidly varying surface water depths can result in vertical infiltration rates that vary with time in a manner substantially different from the power law decay commonly observed for constant surface water depths. One approach to evaluating the significance of this finding on the streamflow in ephemeral channels is the simultaneous solution of the equations of motion governing flow both above and below the ground surface.…”

Section: Introductionmentioning

confidence: 99%

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Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Freyberg¹,

Reeder²,

Franzini³

et al. 1980

Water Resources Research

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The performance of the Green‐Ampt model for infiltration problems where the depth of water above the ground surface is varying with time is investigated. In order to yield infiltration rates that agree with those predicted by the Richards equation for flow in a homogeneous, nondeforming, and nonhysteretic soil the effective suction head parameter in the Green‐Ampt model must be considered a function of time, surface water depth, initial moisture content, and soil type. However, when a constant value of the effective suction head is assumed, the response of the Green‐Ampt model to variations in surface water depth is qualitatively equivalent to the response of the Richards model. The effectiveness of a number of definitions of the suction head parameter that have been proposed in the literature is investigated. While the differences in predicted infiltration rates and cumulative infiltration obtained by using the different definitions are, in general, of marginal significance, the best choice of the value of the effective suction head depends upon the particular problem to which the model is being applied.

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Section: Evaluating the Modelsmentioning

confidence: 96%

Section: Introductionmentioning

confidence: 99%

Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Freyberg¹,

Reeder²,

Franzini³

et al. 1980

Water Resources Research

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show abstract

“…(6), although Eq. (6) is particularly simple, convenient, and quite accurate (Reeder et al 1980). An additional check on method accuracy was provided by a series of numerical model test runs using Groundwater Vistas, based on the MODFLOW code (Alderwish and Dottridge 1995).…”

Section: Darcian Approachmentioning

confidence: 98%

Induced recharge at new dam sites—Sana’a Basin, Yemen

Alderwish

2009

Arab J Geosci

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In approaching the task of developing recharge estimates for dam sites, several constraints are apparent, including the scarcity of site-specific data for the selected new sites and the availability of simple yet robust analysis techniques. Combined, these constraints require an approach which involves best use of available data, adoption of relatively simple analytical approximations of reality, and the adoption of several key assumptions. In arid country with limited resources, two simple techniques have been used for recharge estimation: (1) a simple water balance model in spreadsheet and (2) a more refined Darcian approach involving an analytical approximation of a flow-net solution. By applying the two models at three new dam sites, the amount of recharge rates calculated over the period 2007-2026 was close. This is because, despite Darcian approach that should have affected the recharge rate as other parameters were introduced in the calculation of q t , e.g., groundwater table mound, reservoir water height, etc., the results show general agreement between the two methods which seem to validate the assumptions made in both methods. A general conclusion of this comparison is that the hydraulic conductivity (K) is the main determining factor in recharge calculations in these situations. The water balance model was used to estimate recharge at Wadi Bahaman, under gravity and cascade dams' scenarios. Using gravity dam at Wadi Bahaman for groundwater recharge proved not suitable based on the relatively small predicted runoff from a small catchment area and geological concerns in the abutment areas. Instead, a series of three low check dams(2 to 4 m high) was proposed. These check dams will slow down the runoff flow, form small reservoirs, and enhance recharge along the valley, without requiring expensive foundations. Estimated groundwater recharge under cascade dams (141,407 m 3 /year) is greater than recharge estimated for gravity dam (103,853 m 3 /year) by at least 36%.

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“…Numerical solutions of the suction or the moisture form of the governing equation have been presented (e.g., Hanks and Bowers, 1962;Rubin and Steinhardt, 1963;Remson, et al, 1965;Ahuja, 1973;Ungs, et a!., 1976;Reeder, et aL, 1980;Straub and Lynch, 1982). The aforementioned works treat either the problem of fully unsaturated flow (constant flux boundary condition), or that of ponding at the surface.…”

Section: Introductionmentioning

confidence: 99%

UNSATURATED FLOW THROUGH SOLID WASTE LANDFILLS: MODEL AND SENSITIVITY ANALYSIS¹

Demetracopoulos

Korfiatis

Bourodimos

et al. 1986

J American Water Resour Assoc

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The movement of precipitation water infiltrating through the material (refuse) of solid waste landfills is examined via numerical solution of the equations of continuity, and motion (Darcy's Law). The solution of the equations is obtained by a fully implicit, finite‐difference scheme. Both unsaturated and saturated surface conditions are considered, making the scheme suitable for real‐time simulation of net precipitation and moisture redistribution events. A sensitivity analysis showed that for unsaturated surface conditions the solution is primarily affected by hydraulic conductivity and capillary diffusivity, and is relatively independent of the space and time steps. In addition, the precipitation averaging process is shown to be critical in the correct computation of moisture transport during the time period where the transition from unsaturated to saturated conditions occurs. The model presented herein is suitable for analysis of water movement through landfills, and the design of bottom collection systems.

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Infiltration under rapidly varying surface water depths

Cited by 25 publications

References 10 publications

Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Induced recharge at new dam sites—Sana’a Basin, Yemen

UNSATURATED FLOW THROUGH SOLID WASTE LANDFILLS: MODEL AND SENSITIVITY ANALYSIS¹

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Infiltration under rapidly varying surface water depths

Cited by 25 publications

References 10 publications

Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Application of the Green‐Ampt Model to infiltration under time‐dependent surface water depths

Induced recharge at new dam sites—Sana’a Basin, Yemen

UNSATURATED FLOW THROUGH SOLID WASTE LANDFILLS: MODEL AND SENSITIVITY ANALYSIS1

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UNSATURATED FLOW THROUGH SOLID WASTE LANDFILLS: MODEL AND SENSITIVITY ANALYSIS¹