Groundwater Flow Model
NUMWERICAL GROUNDWATER FLOW MODELING OF UPPER FAFAN SUB BASIN
5.1 Introduction
The groundwater flow equations that comprise the groundwater flow model of this study were solved using the model code MODFLOW-2000 that is based on the finite-difference method. The groundwater flow model was set up as a one-layered, local steady-state model. The purpose of the model was to simulate groundwater flow of the unconfined aquifer, and thereby calculate the distribution of water table elevations and groundwater fluxes to manage the groundwater system in the sub basin.
5.2 Top of layer
It is the top elevation of the aquifer layer under consideration. In this study, the aquifer was considered to be single layer and unconfined. Generally, the top layer elevation
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Model boundaries and the types of boundary conditions are shown in figure 5.1. The boundaries of the model coincided mostly with the boundaries of the Upper Fafan river basin. Only the two types of boundary conditions, namely defined flux (no-flow) and mixed-type (Cauchy), were functional in this study. Boundary conditions used in the model are discussed in the following subdivisions.
5.5.1 No-Flow Boundaries
Model boundaries that overlap with watershed boundaries were defined as no flow boundaries. For example, the no-flow boundaries in the west of the model domain coincide with Western boundaries of the Babile watershed boundaries. Correspondingly, the no-flow boundary in the East overlaps with the Jerer sub basin boundary. The boundary in the North of the model province is based on the topographical divide of the Karamara Mountain range and Chinaksen hills, with the postulation that the groundwater divide coincides with this topographical divide. Figure 5.1Boundary conditions of the study
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The code described by McDonald and Harbaugh (1988) contains the RIV package. It allows water to flow from the aquifer to the source reservoir, thereby removing water from the model by seepage to gaining stream reaches. Water can also flow out of the stream into the aquifer but the seepage out of the stream is independent of the stream discharge. Thus, a losing reach of stream could recharge the aquifer with more water than is being carried in the stream. No adjustment is made in stream stage. Even with these limitations, the RIV package adequately represents most surface groundwater systems. Figure 5.2(a)Stream- Aquifer System (b) Representation of the stream-aquifer system in the RIV Package
The RIV package uses the river bed conductance (CRIV) to account for the length (L) and width (W) of the river channel in the cell, the thickness of the river bed sediments (M), and their vertical hydraulic conductivity (Kr)
Whereas, CRIV=Kr LW/M (1a)
The rate of leakage between the river and the aquifer (QRIV) is calculated from (2a)
QRIV=CRIV (HRIV-h) h>RBOT (2a)
Where HRIV is the head in the source reservoir and h is the head in the aquifer directly below the source reservoir (Fig.5.2b).
When the water table falls below the bottom of the stream bed (RBOT), leakage stabilizes and QRIV is calculated
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