final exam
DESCRIPTION
Final Exam. May 10, 5 – 7:30 pm, ESS 081. Energy Transformation. 1 Caloria of heat = energy necessary to raise the temperature of one gram of pure water from 14.5 – 15.5 o C Latent Heat of vaporization Hv = 597.3 – 0.564T (Cal./g) Latent Heat of condensation. - PowerPoint PPT PresentationTRANSCRIPT
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Final Exam
• May 10, 5 – 7:30 pm, ESS 081
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Energy Transformation
• 1 Caloria of heat = energy necessary to raise the temperature of one gram of pure water from 14.5 – 15.5oC
• Latent Heat of vaporization
Hv = 597.3 – 0.564T (Cal./g)
• Latent Heat of condensation
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Energy Transformation, Cont.
• Latent heat of fusion – Hf – 1 g of ice at 0oC => ~80 cal of heat must be added to melt ice. Resulting water has same temperature.
• Sublimation – Water passes directly from a solid state to a vapor state. Energy = Hf + Hv => 677 cal/g at 0oC.
• Hv > 6Hf > 5 x amt. to warm water from 0oC -> 100oC
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Hydrologic Equation
• Inflow = outflow +/- Changes in storage
• Equation is simple statement of mass conservation
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Condensation
• Condensation occurs when air mass can no longer hold all of its humidity.
• Temperature drops => saturation humidity drops.
• If absolute humidity remains constant => relative humidity rises.
• Relative humidity reaches 100% => condensation => Dew point temperature.
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Cool, moist Cool, moistWarm, dry
Limited soil-moisture storage
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All infiltrate
All infiltrate
some water always on the surface
Puddles and overland flow
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Q0
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Determining ground water recharge from baseflow (1)
• Meyboom method (Seasonal recession method): utilizes stream hydrographs from two or more consecutive years.
• Assumptions: the catchment area has no dams or other method of streamflow regulation; snowmelt contributes little to the runoff.
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Determining ground water recharge from baseflow (2)
• Rorabaugh method (Recession curve displacement method): utilizes stream hydrograph during one season.
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Aquifer
• Properties: Porosity, specific yield, specific retention.
• Potential: Transmissivity, storativity.
• Types: confined, unconfined.
• Hydraulic conductivity, Physical Laws controlling water transport.
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d60
d60
d10
d10
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Sediment Classification
• Sediments are classified on basis of size of individual grains
• Grain size distribution curve• Uniformity coefficient Cu = d60/d10
• d60 = grain size that is 60% finer by weight.• d10 = grain size that is 10% finer by weight.• Cu = 4 => well sorted; Cu > 6 => poorly
sorted.
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Specific Yield and Retention
• Specific yield – Sy: ratio of volume of water that drains from a saturated rock owing to the attraction of gravity to the total volume of the rock.
• Specific retention – Sr: ratio of the volume of water in a rock can retain against gravity drainage to the total volume of the rock.
• n = Sy + Sr.• Sr increases with decreasing grain size.
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Darcy’s Law
• Q = -KA(dh/dl).
• dh/dl = Hydraulic gradient.
• dh = change in head between two points separated by small distance dl.
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Laminar flow (Small R < 10)
Turbulent flow (Large R)
Flow lines
Flow lines
Darcy’s Law: Yes
Darcy’s Law: No
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Hydraulic conductivity
• K = hydraulic conductivity (L/T).
• K is also referred to as the coefficient of permeability.
• K = -Q[A(dh/dl)] [ L3/T/[L2(L/L)] = L/T]
• V = Q/A = -K(dh/dl) = specific discharge or Darcian velocity.
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Intrinsic Permeability
• Intrinsic permeability Ki = Cd2 (L2).• K = Ki (γ/μ) or K = Ki (ρg/ μ)• Petroleum industry 1 Darcy = unit of intrinsic
permeability Ki
• 1 darcy = 1 cP x 1 cm3/s / (1 atm/ 1 cm). cP – centipoise - 0.01 dyn s/cm2
atm – atmospheric pressure – 1.0132 x 1016 dyn/cm2
• 1 darcy = 9.87 x 10-9 cm2 ~ 10-8 cm2
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Aquifer
• Aquifer – geologic unit that can store and transmit water at rates fast enough to supply amounts to wells. Usually, intrinsic permeability > 10-2 Darcy.
• Confining layer – unit with little or no permeability … < 10-2 Darcy.
aquifuge – absolutely impermeable unit. aquitard - a unit can store and transmit water
slowly. Also called leaky confining layer. Raritan formation on Long Island.
-- all these definitions are in a relative sense.
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Transmissivity
• The amount of water that can be transmitted horizontally through a unit width by the full saturated thickness of the aquifer under a hydraulic gradient of 1.
• T = bK• T = transmissivity.• b = saturated thickness.• K = hydraulic conductivity.• Multilayer => T1 + T2 + … + Tn
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Specific Storage
• Specific storage Ss = amount of water per unit volume stored or expelled owing to compressibility of mineral skeleton and pore water per unit change in head (1/L).
• Ss = ρwg(α+nβ)• α = compressibiliy of aquifer skeleton.• n = porosity.• β = compressibility of water.
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Storativity of confined Unit
S = b Ss
• Ss = specific storage.
• b = aquifer thickness.
• All water released in confined, saturated aquifer comes from compressibility of mineral skeleton and pore water.
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Storativity in Unconfined Unit
• Changes in saturation associated with changes in storage.
• Storage or release depends on specific yield Sy and specific storage Ss.
• S = Sy + b Ss
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Volume of water drained from aquifer
• Vw = SAdh
• Vw = volume of water drained.
• S = storativity (dimensionless).
• A = area overlying drained aquifer.
• dh = average decline in head.
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Hydraulic head, h
• Hydraulic head is energy per unit weight.
• h = v2/2g + z + P/gρ. [L].
• Unit: (L; ft or m).
• v ~ 10-6 m/s or 30 m/y for ground water flows.
• v2/2g ~ 10-12 m2/s2 / (2 x 9.8 m/s2) ~ 10-13 m.
• h = z + P/gρ. [L].
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Flow lines and flow nets
• A flow line is an imaginary line that traces the path that a particle of ground water would flow as it flows through an aquifer.
• A flow net is a network of equipotential lines and associated flow lines.
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Boundary conditions
• No-flow boundary – flow line – parallel to the boundary. Equipotential line - intersect at right angle.• Constant-head boundary – flow line – intersect at right angle. Equipotential line - parallel to the boundary.• Water-table boundary – flow line – depends. Equipotential line - depends.
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Estimate the quantity of water from flow net
• q’ = Kph/f.• q’ – total volume discharge per unit width of aquifer
(L3/T; ft3/d or m3/d).• K – hydraulic conductivity (L/T; ft/d or m/d).• p – number of flowtubes bounded by adjacent pairs of
flow lines.• h – total head loss over the length of flow lines (L; ft
or m).• f - number of squares bounded by any two adjacent
flow lines and covering the entire length of flow.
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Water table
• Water table = undulating surface at which pressure in fluid in pores = atmospheric pressure.
Water table
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Our purpose of well studies
• Compute the decline in the water level, or drawdown, around a pumping well whose hydraulic properties are known.
• Determine the hydraulic properties of an aquifer by performing an aquifer test in which a well is pumped at a constant rate and either the stabilized drawdown or the change in drawdown over time is measured.
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Drawdown
• T = Q/ 4(h0-h)G(u)
• G(u) =
W(u) - completely confined.
W(u,r/B) – leaky, confined, no storage.
H(u,) – leaky, confined, with storage.
W(uA,uB,) - unconfined.
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Aquifer test
• Steady-state conditions.
Cone of depression stabilizes.
• Nonequilibrium flow conditions.
Cone of depression changes.
Needs a pumping well and at least one observational well.
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Aquifer tests
• T = Q/ 4(h0-h)G(u)
• G(u) =
W(u) - completely confined.
W(u,r/B) – leaky, confined, no storage.
H(u,) – leaky, confined, with storage.
W(uA,uB,) - unconfined.
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Slug test
• Overdamped
– water level recovers to the initial static level in a smooth manner that is approximately exponential.
• Underdamped
– water level oscillates about the static water level with the magnitude of oscillation decreasing with time until the oscillations cease.
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Cooper-Bredehoeft-Papadopulos Method (confined aquifer)
• H/H0 = F(,)
• H – head at time t.
• H0 – head at time t = 0.
= T t/rc2
= rs2S/rc
2
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Underdamped Response Slug Test
• Van der Kamp Method – confined aquifer and well fully penetrating.
• H(t) = H0 e-t cos t
H(t) - hydraulic head (L) at time t (T)
H0 - the instantaneous change in head (L)
- damping constant (T-1)
- an angular frequency (T-1)
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= ln[H(t1)/H(t2)]/ (t2 – t1)
= 2/(t2-t1)
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Underdamped Response Slug Test (cont.)
• T = c + a ln T
c = -a ln[0.79 rs2S(g/L)1/2]
a = [rc2(g/L)1/2] / (8d)
d = /(g/L)1/2
L = g / (2 + 2)
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Mass transport of solutes
• Diffusion – both ionic and molecular species dissolved in water move from area of higher concentration (chemical activity) to areas of lower concentration.
• Advection – moving water carries it dissolved solutes.
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Diffusion – Fick’s laws
• Fick’s first law F = -D dC/dx F = mass flux of solute per unit area per unit time. D = diffusion coefficient (area/time) C = solute concentration (mass/volume) dC/dx = concentration gradient
(mass/volume/distance).• D ranges from 1 x 10-9 to 2 x 10-9 m2/s, for the
major cations and anions.
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Diffusion – Fick’s laws (cont.)
• Fick’s second law
C/t = D 2C/x2
D = diffusion coefficient (area/time)
C = solute concentration (mass/volume)
t = time
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Advection
• Advecting contaminants travel at the same rate as the average linear velocity of ground water
vx = -(K/ne) dh/dl
vx = average linear velocity K = hydraulic conductivity
ne = effective porosity dh/dl = hydraulic gradient
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Mechanical Dispersion
• Longitudinal dispersion: if the mixing occurs along the pathway of fluid flow
- it moves faster through the center of the pore;
- some of the fluid will travel in longer pathways;
- fluid travels faster through larger pore.• Transverse or lateral dispersion: if the mixing
occurs normal to the pathway of fluid flow.
- flow paths can split and branch out to the side.
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Hydrodynamic Dispersion
• Hydrodynamic dispersion:
DL = D* + aLvx
DL = longitudinal coefficient of hydrodynamic dispersion
D* = effective molecular diffusion coefficient
aL = dynamic dispersivity
vx = average linear ground-water velocity
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Advection-dispersion Equation
• DL2C/x2 – vxC/x = C/t
DL2C/x2 – dispersion (diffusion + dispersivity).
vxC/x – Advection
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Solute Transport by Advection-Dispersion
• C = C0/2{erfc[(L-vxt)/2(DLt)1/2] + exp(vxL/DL)erfc[(L-vxt)/2(DLt)1/2] }
C = solute concentration (M/L3, mg/L)
C0 = initial concentration (M/L3, mg/L)
L = flow path length (L; ft/m)
vx = average ground velocity (L/T)
t = time since release of the solute (T)
DL = longitudinal dispersion coefficient (L2/T)
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Retardation Factor
• Retardation factor = 1 + (b/)(Kd)
b = dry bulk mass density of the soil (M/L3; gm/cm3)
= volumetric moisture content of the soil (dimensionless).
Kd = distribution coefficient for solute with the soil (L3/M; mL/g)
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Solute Movement with Retardation
• vc = vx/[1+ (b/)(Kd)]
vc = velocity of the solute front. In one-dimensional column the solute concentration is one-half of the original value (L/T; ft/day or m/day).
vx = average linear velocity (L/T; ft/day or m/day).
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x = -y/tan(2Kbiy/Q)
Q - pumping rateK - conductivityb – initial thicknessi – initial h gradient
x0 = -Q/(2Kbi)
ymax = Q/(2Kbi)
Confined
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Static fresh and slat water
Ghyben-Herzberg principle
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