Cross Section of Unconfined and Confined Aquifers

Unconfined Aquifer Systems Unconfined aquifer: an aquifer where the water table exists under atmospheric pressure as defined by levels in shallow wells Water table: the level to which water will rise in a well drilled into the saturated zone

Confined Aquifer Systems Confined aquifer: an aquifer that is overlain by a relatively impermeable unit such that the aquifer is under pressure and the water level rises above the confined unit Potentiometric surface: in a confined aquifer, the hydrostatic pressure level of water in the aquifer, defined by the water level that occurs in a lined penetrating well

Special Aquifer Systems Leaky confined aquifer: represents a stratum that allows water to flow from above through a leaky confining zone into the underlying aquifer Perched aquifer: occurs when an unconfined water zone sits on top of a clay lens, separated from the main aquifer below

Ground Water Hydraulics Hydraulic conductivity, K, is an indication of an aquifer’s ability to transmit water Typical values: 10-2 to 10-3 cm/sec for Sands 10-4 to 10-5 cm/sec for Silts 10-7 to 10-9 cm/sec for Clays

Ground Water Hydraulics Transmissivity (T) of Confined Aquifer -The product of K and the saturated thickness of the aquifer T = Kb - Expressed in m2/day or ft2/day - Major parameter of concern - Measured thru a number of tests - pump, slug, tracer

Ground Water Hydraulics Intrinsic permeability (k) Property of the medium only, independent of fluid properties Can be related to K by: K = k(g/µ) where: µ = dynamic viscosity  = fluid density g = gravitational constant

Storage Coefficient S = Vol/ (AsH) Relates to the water-yielding capacity of an aquifer S = Vol/ (AsH) It is defined as the volume of water that an aquifer releases from or takes into storage per unit surface area per unit change in piezometric head - used extensively in pump tests. For confined aquifers, S values range between 0.00005 to 0.005 For unconfined aquifers, S values range between 0.07 and 0.25, roughly equal to the specific yield

Regional Aquifer Flows are Affected by Pump Centers Streamlines and Equipotential lines

Derivation of the Dupuit Equation - Unconfined Flow

Dupuit Assumptions For unconfined ground water flow Dupuit developed a theory that allows for a simple solution based off the following assumptions: 1) The water table or free surface is only slightly inclined 2) Streamlines may be considered horizontal and equipotential lines, vertical 3) Slopes of the free surface and hydraulic gradient are equal

Derivation of the Dupuit Equation Darcy’s law gives one-dimensional flow per unit width as: q = -Kh dh/dx At steady state, the rate of change of q with distance is zero, or d/dx(-Kh dh/dx) = 0 OR (-K/2) d2h2/dx2 = 0 Which implies that, d2h2/dx2 = 0

Dupuit Equation Integration of d2h2/dx2 = 0 yields h2 = ax + b Where a and b are constants. Setting the boundary      condition h = ho at x = 0, we can solve for b b = ho2 Differentiation of h2 = ax + b allows us to solve for a, a = 2h dh/dx And from Darcy’s law, hdh/dx = -q/K

Dupuit Equation So, by substitution h2 = h02 – 2qx/K Setting h = hL2 = h02 – 2qL/K Rearrangement gives q = K/2L (h02- hL2) Dupuit Equation Then the general equation for the shape of the parabola is h2 = h02 – x/L(h02- hL2) Dupuit Parabola However, this example does not consider recharge to the aquifer.

Cross Section of Flow q

Adding Recharge W - Causes a Mound to Form Divide

Dupuit Example Example: 2 rivers 1000 m apart K is 0.5 m/day average rainfall is 15 cm/yr evaporation is 10 cm/yr water elevation in river 1 is 20 m water elevation in river 2 is 18 m Determine the daily discharge per meter width into each River.

Example L = 1000 m Dupuit equation with recharge becomes h2 = h02 + (hL2 - h02) + W(x - L/2) If W = 0, this equation will reduce to the parabolic Equation found in the previous example, and q = K/2L (h02- hL2) + W(x-L/2) Given: L = 1000 m K = 0.5 m/day h0 = 20 m hL= 28 m W = 5 cm/yr = 1.369 x 10-4 m/day

Example For discharge into River 1, set x = 0 m q = K/2L (h02- hL2) + W(0-L/2) = [(0.5 m/day)/(2)(1000 m)] (202 m2 – 18 m2 ) + (1.369 x 10-4 m/day)(-1000 m / 2) q = – 0.05 m2 /day The negative sign indicates that flow is in the opposite direction From the x direction. Therefore, q = 0.05 m2 /day into river 1

Example For discharge into River 2, set x = L = 1000 m: q = K/2L (h02- hL2) + W(L-L/2) = [(0.5 m/day)/(2)(1000 m)] (202 m2 – 18 m2 ) + (1.369 x 10-4 m/day)(1000 m –(1000 m / 2)) q = 0.087 m2/day into River 2 By setting q = 0 at the divide and solving for xd, the water divide is located 361.2 m from the edge of River 1 and is 20.9 m high

Flow Nets - Graphical Flow Tool Q = KmH / n n = # head drops m= # streamtubes K = hyd cond H = total head drop

Flow Net in Isotropic Soil Portion of a flow net is shown below Y Stream tube F Curvilinear Squares

Flow Net Theory Streamlines Y and Equip. lines  are . Streamlines Y are parallel to no flow boundaries. Grids are curvilinear squares, where diagonals cross at right angles. Each stream tube carries the same flow.

Seepage Flow under a Dam