# 	**Example 4.3a: Energy per Unit Mass**

fluidP = 1500 N/m^2
z = 0.75 m
rho = 1.02e3 kg/m^3
vel = 1e-6 m/s
Etm = grav()*z + fluidP/rho + vel^2/2     #Fetter: 8.82 m^2/s^2


# 	**Example 4.3b: Pressure and Total Head**

elevH_pt1 = 0 m
elevH_pt2 = 50 m
fluidP_pt1 = 9.0e5 N/m^2
fluidP_pt2 = 6.1e5 N/m^2
rho = 1000 kg/m^3
presH_pt1 = fluidP_pt1/(rho *grav())
totalH_pt1 = presH_pt1 + elevH_pt1     #Fetter: 92 m
presH_pt2 = fluidP_pt2/(rho * grav())
totalH_pt2 = presH_pt2 + elevH_pt2     #Fetter: 112m


# 	**Example 4.6.2: Applicability of Darcy's Law**

rho = 0.999e3 kg/m^3
visc = 1.14e-2 g/s cm
Rcrit = 1.0
dg = 0.05 cm
velocity =  Rcrit * visc / (rho *dg)     #Fetter: 0.0023 m/s


# 	**Example 4.13: Steady, Confined Flow**

#--Part A: Daily water flow
bo = 33 m
width = 7 km
deltaL = 1.2 km
deltaH = 97.5 m - 89.0 m
Ko = 1.2 m/day
Qflow = Ko * bo * (deltaH/deltaL) * width; m^3/day    #Fetter: 2000 m^3/day

#--Part B: Potentiometric surface elevation
x = 0.3 km
qw = 0.29 m^2/day
head1 = 97.5 m
head = head1 - qw * 300 m /(Ko * bo)    #Fetter: 95.3


# 	**Example 4.14a: Steady, Unconfined Flow**

#--Part A: Discharge per unit width
Ko = 0.002 cm/s
n = 0.27
bo = 31 m
depth1 = 21 m
depth2 = 23.5 m
Length = 175 m
h1 = bo - depth1
h2 = bo - depth2
qprime = Ko*(h1^2 - h2^2) / (2*Length); m^2/day    #Fetter: 0.21 m^2/day

#--Part B: Average linear velocity at well 1
Vx = qprime/(n*h1); m/day    #Fetter: 0.08 m/day

#--Part C: Water table elevation at midpoint
midPt = Length/2
head = (h1^2 - (h1^2 - h2^2)*midPt/Length)^0.5    #Fetter: 8.8 m


# 	**Example 4.14b: Steady, Unconfined Flow**

#--Part A: Water divide
Length = 1500 ft
Ko = 1.2 ft/day
rain = 1.8 ft/year
evap = 1.3 ft/year
Hriver = 31 ft
Hcanal = 27 ft
effRecharge = rain - evap
dist = Length/2 - Ko*(Hriver^2 - Hcanal^2)/(effRecharge*2*Length); ft    #Fetter: 680 ft

#--Part B: Maximum water table elevation
Hmax = (Hriver^2 - (Hriver^2 - Hcanal^2)*dist/Length + effRecharge*(Length - dist)*dist/Ko)^0.5; ft    #Fetter: 39 ft

#--Part C: Discharge per 1000 ft
width = 1000 ft
qs = (Ko*(Hriver^2 - Hcanal^2)/(2*Length) - effRecharge*(Length/2))*width; ft^3/day    #Corrected Fetter: -934 ft^3/day

#--Part D: Daily discharge per 1000 ft
qs = (Ko*(Hriver^2 - Hcanal^2)/(2*Length) - effRecharge*(Length/2-Length))*width; ft^3/day    #Fetter: 1100 ft^3/day



# Homework Problems:

TBD