Applied Hydrogeology - Fetter - 4t Edition - Chapter 12 - Solutions

12.1 This is a two-layer, seismic-refraction problem. A seismic line was run with the following first-arrival- time results:...
(A) Find V1.(B) Find V2.(C) Find ic.(D) Find Z.
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12.2 This is a three-layer seismic problem. Table 12.2 contains first-arrival times that were measured in both the forward and reverse directions. Find the seismic velocities for each layer in each direction; then average them and use the average values to find Z1 and Z2 as well as the critical angle between layer 1 and layer 2.
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 10 - Solutions

10.1 A saline solution with a concentration of 1823 mg/L is introduced into a 2-m-long sand column in which the pores are initially filled with distilled water. If the solution drains through the column at an average linear velocity of 1.43 m/day and the dynamic dispersivity of the sand column is 15 cm, what would the concentration of the effluent be 0.7 day after flow begins?
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10.2 Given the flow situation in Problem 1, what would the effluent concentration be 1.1 days after flow begins?
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10.3 A landfill is leaking an effluent with a concentration of sodium of 1250 mg/L. It seeps into an aquifer with a hydraulic conductivity of 9.8 m/day, a gradient of 0.0040, and an effective porosity of 0.15. A down-gradient monitoring well is located 25 m from the landfill. What would the sodium concentration be in this monitoring well 300 days after the leak begins? Note: In this problem you will need to find erfc(−x), which is equal to 1 + erf(x).
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10.4 What would the concentration of sodium be at the same time at a monitoring well located 37 m down- gradient of the leaking landfill?
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10.5 What is the relative velocity of a solute front of a solute-soil system with a distribution coefficient of 83 mL/g, a dry bulk density of 2.12 gm/cm3, and a volumetric water content of 0.26?
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10.6 What is the relative velocity of a solute front of a solute-soil system with a distribution coefficient of 3.9 mL/g, a dry bulk density of 1.88 gm/cm3, and a volumetric water content of 0.20?
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10.7 A capture well is pumping at a rate of 37,000 ft3/day from a confined aquifer with a hydraulic conductivity of 920 ft/d, an initial hydraulic gradient of 0.0027, and an initial saturated thickness of 40 ft.
(A) What is the maximum width of the capture zone?
(B) What is the distance from the well to the stagnation point?

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10.8 A capture well is pumping at a rate of 2500 m3/day from a confined aquifer with a hydraulic conductivity of 1425 m/day, an initial hydraulic gradient of 0.00076, and a saturated thickness of 31 m.
(A) What is the maximum width of the capture zone?
(B) What is the distance from the well to the stagnation point?

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Applied Hydrogeology - Fetter - 4t Edition - Chapter 9 - Solutions

9.1 How much KCl is in one liter of a 0.26-molar solution?
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9.2 How much NaCl is in one liter of a 0.75-molar solution?
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9.3 The solubility product for CuCl is 10−5.9. What is the solubility of Cu+ at equilibrium with CuCl?
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9.4 The solubility product of CaSO4 is 10−4.5. What is the solubility of Ca2+ at equilibrium with CaSO4?
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9.5 The solubility product of fluorite, CaF2, is 10−10.5.
(A) What is the solubility or Ca2+ at equilibrium with fluorite?
(B) If CaF2 is dissolved in a solution of 0.009-molar F, how much will dissolve at equilibrium?

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9.6 The solubility product of MgF2 is 10−8.2
(A) What is the solubility of Mg2+ at equilibrium with MgF2?
(B) If MgF2 is dissolved in a solution of 0.011-molar F, how much will dissolve at equilibrium?

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9.7 Given the following ground-water analysis at 25°C:...
(A) Convert all analyses into molal concentrations.
(B) Compute ionic strength.
(C) Compute activity coefficient for each ion.
(D) Find activity of each ion.
(E) Convert analyses to meq/L.
(F) Do a cation-anion balance..
(G) Find the Kiap of anhydrite (CaSO4).
(H) Compare the Kiap of anhydrite with the Ksp of anhydrite (10−4.5).
(I) Find the Kiap of calcite (CaCO3).
(J) Compare the Kiap of calcite with the Ksp of calcite (10−8.4).

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9.8 Given the following ground-water analysis at 25°C:...
(A) Convert all analyses into molal concentrations.
(B) Compute ionic strength.
(C) Compute the activity coefficient for each ion.
(D) Find the activity of each ion.
(E) Convert analyses to meq/L.
(F) Do a cation-anion balance.
(G) Find the Kiap of anhydrite (CaSO4).
(H) Compare the Kiap of anhydrite with the Ksp of anhydrite (104.5).
(I) Find the Kiap of calcite (CaCO3).
(J) Compare the Kiap of calcite with the Ksp of calcite (108.4).

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9.9 What are [H+] and [OH] for an aqueous solution at pH 9.32?
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9.10 What are [H+] and [OH] for an aqueous solution at pH 3.21?
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9.11 What is the pH of a 0.0041-molal solution of H2CO3?
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9.12 What is the pH of a 0.0075-molal solution of H2CO3?
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9.13 What is the pH of a 0.0041-molal solution of HCl?
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9.14 Given the following analysis of ground water:......
(A) Convert all values to meq/L.
(B) Do an anion-cation balance.
(C) Plot the position on a trilinear diagram (Figure 9.17).
(D) Make a Stiff pattern of the analysis.
(E) Make a Schoeller diagram of the analysis.

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9.15 The solubility product at 25°C for barite (BaSO4) is 10−9.97 and the ΔH0r is 26.6 kJ/mol. R is 8.3143 J/mol-K. What is the solubility product of barite in a hot springs with a temperature of 43°C?
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9.16 The solubility product at 25°C for magnesite (MgCO3) is 10−8.03 and the ΔH0r is −25.81 kJ/mol. R is 8.3143 J/mol K. What is the solubility product of magnesite in water at a temperature of 12°C?
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 8 - Solutions

8.1 At a tropical coastal aquifer the ground water is stagnant. The density of fresh water is 0.998 g/cm3 and that of the underlying salt water is 1.024 g/cm3. If the fresh-water head is 14.2 ft above mean sea level, what is the depth to the salt-water interface?
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8.2 The fresh water at a coastal area has a density of 0.999 g/cm3, and the underlying saline water has a density of 1.025 g/cm3. If the fresh-water head is 3.75 m above mean sea level, what is the depth to the saltwater interface?
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8.3 A coastal aquifer has a mean hydraulic conductivity of 2.61 m/day. The density of fresh water is 1.000 g/cm3 and the density of underlying saline water is 1.024 g/cm3. The ground-water discharge per unit width of the coastline is 0.00345 m2/d.
(A) What is the depth to the salt-water interface at a point 125 m inland?
(B) What is the elevation of the water table above mean sea level at a point 125 m inland?
(C) What is the depth to the salt-water interface at the shoreline?
(D) What is the width of the outflow face?

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8.4 A coastal aquifer has a mean hydraulic conductivity of 4.15 m/d. The density of fresh water is 1.000 g/cm3 and the density of underlying saline water is 1.025 g/cm3. The ground-water discharge per unit width of the coastline is 0.0127 m2/d.
(A) What is the depth to the salt-water interface at a point 100 m inland?
(B) What is the elevation of the water table above mean sea level at a point 100 m inland?
(C) What is the depth to the salt-water interface at the shoreline?
(D) What is the width of the outflow face?

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8.5 The aquifer beneath a circular oceanic island has a mean hydraulic conductivity of 312 ft/d. The amount of recharge is 0.00831 ft/d. The density of fresh water is 1.000 g/cm3 and the density of underlying saline water is 1.024 g/cm3. If the island is 8715 ft in diameter, what is the depth to the salt-water interface in the center of the island?
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8.6 The aquifer beneath an infinite-strip oceanic island has a mean hydraulic conductivity of 312 ft/d. The amount of recharge is 0.00831 ft/d. The density of fresh water is 1.000 g/cm3 and the density of underlying saline water is 1.024 g/cm3. If the island is 8715 ft in width, what is the depth to the salt-water interface in the center of the island?
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 7 - Solutions

7.1 Copy Figures 7.34, 7.35, and 7.36. Draw sufficient flow lines on them to illustrate the regional flow patterns. Assume that the aquifers are isotropic so that the flow lines cross the equipotential lines at right angles.
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7.2 Based on the flow fields shown on Figures 7.3 and 7.8, draw a flow net on Figure 7.38.
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7.3 Answer the following questions based on Figure 7.39.
(A) Fill in the heads at the locations labeled on the diagram.
(B) Find one place on Figure 7.39 where recharge is occurring, and label it R.
(C) Find one place on Figure 7.39 where discharge is occurring, and label it D.
(D) Draw in flow lilies on Figure 7.39 starting at points X, Y, and Z.
...
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 6 - Solutions

6.1 A soil sample is collected and taken to the lab. The volume of the sample is 75 cm3. At the natural water content, the sample weighs 158.88 g. It is then saturated with water and reweighed. The saturated weight is 164.34 g. The sample is gravity drained, and its weight is found to be 147.30 g. Finally, it is oven- dried; the dry weight is 142.89 g. Assume the density of water is 1.00 g/cm3. Find each of the following:
(A) Volumetric water content(B) Gravimetric water content(C) Saturation ratio(D) Porosity(E) Specific yield(F) Specific retention(G) Dry bulk density(H) Porosity computed from density

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6.2 A soil sample is collected and taken to the lab. The volume of the sample is 75 cm3. At the natural-water content, the sample weighs 168.00 g. It is then saturated with water and reweighed. The saturated weight is 171.25 g. The sample is gravity drained, and its weight is found to be 160.59 g. Finally, it is oven- dried; the dry weight is 157.22 g. Assume the density of water is 1.0 g/cm3. Find each of the following:
(A) Volumetric water content(B) Gravimetric water content(C) Saturation ratio(D) Porosity(E) Specific yield(F) Specific retention(G) Dry bulk density(H) Porosity computed from density

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Applied Hydrogeology - Fetter - 4t Edition - Chapter 5 - Solutions

5.1 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A community is installing a new well in a regionally confined aquifer with a transmissivity of 1589 ft2/day and a storativity of 0.0005. The planned pumping rate is 325 gal/min. There are several nearby wells tapping the same aquifer, and the project manager needs to know if the new well will cause significant interference with these wells. Compute the theoretical drawdown caused by the new well after 30 days of continuous pumping at the following distances: 50, 150, 250, 500, 1000, 3000, 6000, and 10,000 ft. (This problem and the following problem can readily be solved using Excel with the algorithm that is suggested in Analysis K. The repetitive nature of the calculations is especially suited to a spreadsheet solution.)
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5.2 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A well that is screened in a confined aquifer is to be pumped at a rate of 165,000 ft3/d for 30
d. If the aquifer transmissivity is 5320 ft2/day, and the storativity is 0.0007, what is the drawdown at distances of 50, 150, 250, 500, 1000, 3000, 5000, and 10,000 ft?
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5.3 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.Plot the distance-drawdown data from Problem 1 on semilog paper (or on Excel).
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5.4 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.If the pumping well from Problem 1 has a radius of 1 ft, and the observed drawdown in the pumping well is 87 ft, what is the efficiency of the well?
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5.5 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.Plot the distance-drawdown data from Problem 2 on semilog paper (or on Excel).
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5.6 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.If the pumping well has a radius of 1 ft, and the observed drawdown in the pumping well is 64 ft, what is the efficiency of the well?
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5.7 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.If the aquifer in Problem 1 is not fully confined, but is overlain by a 13.7-ft-thick confining layer with a vertical hydraulic conductivity of 0.13 ft/d and no storativity, what would be the drawdown values after 30 days of pumping at 325 gal/min at the indicated distances?
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5.8 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.If the aquifer described in Problem 2 is not fully confined, but is overlain by a 8.0-ft-thick leaky, confining layer with a vertical hydraulic conductivity of 0.034 ft/d, what would be the drawdown values after 30 days of pumping at 165,000 ft3/d at the indicated distances?
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5.9 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.With reference to the well and aquifer system in Problem 1, compute the drawdown at a distance of 250 ft at the following times: 1, 2, 5, 10, 15, 30, and 60 min; 2, 5, and 12 h; and 1, 5, 10, 20, and 30 d.
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5.10 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.With reference to the well and aquifer system in Problem 8, compute the drawdown at a distance of 100 ft from the well at the following times: 1, 2, 5,10, 15, 30, and 60 min; 2, 5, and 12 h; and 1, 5, 10, 20, and 30 d.
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5.11 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.Plot the time-drawdown data from Problem 9 on semilog paper.
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5.12 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.Plot the time-drawdown data from Problem 10 on semilog paper. How is this plot different from that of Problem 11?
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5.13 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A well that pumps at a constant rate of 78,000 ft3/d has achieved equilibrium so that there is no change in the drawdown with time. (The cone of depression has expanded to include a recharge zone equal to the amount of water being pumped.) The well taps a confined aquifer that is 18 ft thick. An observation well 125 ft away has a head of 277 ft above sea level; another observation well 385 ft away has a head of 291 ft. Compute the value of aquifer transmissivity using the Thiem equation.
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5.14 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A well that pumps at a constant rate of 78,000 ft3/d has achieved equilibrium so that there is no change in the drawdown with time. (The cone of depression has expanded to include a recharge zone equal to the amount of water being pumped.) The well taps an unconfined aquifer that consists of sand overlying impermeable bedrock at an elevation of 260 ft above sea level. An observation well 125 ft away has a head of 277 ft above sea level; another observation well 385 ft away has a head of 291 ft. Compute the value of hydraulic conductivity using the Thiem equation.
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5.15 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A slug test was performed on a monitoring well with a radius of 2 in. and a sand pack radius of 5 in. The aquifer thickness was 8 ft and the initial height of the water column in the casing above the top of the screen was 51 ft. The following data showing the change in the elevation of the water in the casing with time were collected following the lowering of a solid slug into the water. Find the aquifer transmissivity of you assume a storativity of 0.001....
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5.16 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.The following data are from a pumping test where a well was pumped at a rate of 200 gal per minute. Drawdown as shown was measured in an observation well 250 ft away from the pumped well. The geologist’s log of the well is as follows:......A steel well casing was cemented to a depth of 182 ft and the well was extended as an open boring past that point.
(A) Plot the time-drawdown data on 3 × 5 cycle logarithmic paper. Use the Theis type curve to find the aquifer transmissivity and storativity. Compute the average hydraulic conductivity.(B) Replot the data on four-cycle semilogarithmic paper. Use the Cooper-Jacob straight-line method to find the aquifer transmissivity and storativity.

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5.17 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A test well was drilled to a total depth of 117 ft with the following geologist’s log:...The depth to water was 55 ft. The test well was screened from 82 to 117 ft. It was pumped at a rate of 560 gal/min. Drawdown was measured in an observation well that was also screened from 82 to 117 ft and was located 82 ft away from the pumping well. The following time-drawdown data were obtained:...
(A) Plot the time-drawdown data on 3 × 5 cycle logarithmic paper. Compute the value of the storativity and transmissivity of the aquifer using the graphical method for leaky aquifers. Find the vertical hydraulic conductivity of the confining layer.(B) Compute the value of aquifer storativity and transmissivity of the aquifer using the Hantush inflection-point method.

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5.18 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A slug test was made with a piezometer that had a casing radius of 2.54 cm and a screen of radius 2.54 cm. A slug of 4000 cm3 of water was injected; this raised the water level by 197.3 cm. The well completely penetrated a confined stratum that was 2.3 m thick. The decline in head with time is given in the following chart:...Plot the data on semilogarithmic paper and find the aquifer transmissivity and storativity using the Cooper-Bredehoeft-Papadopulos method.
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5.19 Type curves will be necessary for the solution of many of these problems. Type curves can be constructed from the data in the appendices, although this process is laborious. Type curves have been published for a number of aquifer tests on confined aquifers. The curves were derived by, among others, the Theis method, the two methods for leaky artesian aquifers given in this chapter, and the Cooper-Bredehoeft- Papadopulos method. (J. E. Reed, “Type Curves for Selected Problems of Flow to Wells in Confined Aquifers,” in Techniques of Water-Resources Investigations of the United States Geological Survey, Book 3, Chapter B3, 1980. This is available from the U.S. Government Printing Office, Washington, D.C., or Scientific Publications Company, P.O. Box 23041, Washington, D.C. 20026-3041.) The published type curves use 3 × 5 cycle logarithmic graph paper with 1.85 in. for each log cycle, such as Keuffel and Esser Co. 46 7522, and semilogarithmic graph paper with 2.00 in. per log cycle, such as Keuffel and Esser Co. 46 6213. The Jacob straight-line methods will require fourcycle semilogarithmic paper such as Keuffel and Esser Co. 46 6013. Instructors may request a copy of the solution manual for Applied Hydrogeology from their Prentice-Hall representative. Type curves for these problems are contained therein.A well in a water-table aquifer was pumped at a rate of 873 m3/d. Drawdown was measured in a fully penetrating observation well located 90 m away. The following data were obtained (Kruseman & deRitter 1991):Find the transmissivity, storativity, and specific yield of the aquifer....
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 4 - Solutions

4.1 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A fluid in an aquifer is 6.5 m above a reference datum, the fluid pressure 1800 N/m2, and the flow velocity is 3.4 × 10−5 m/s. The fluid density is 1.01 × 103 kg/m3.
(A) What is the total energy per unit mass?
(B) What is the total energy per unit weight?

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4.2 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A fluid in an aquiler is 23.6 m above a reference datum, the fluid pressure is 4390 N/m2, and the flow velocity is 7.22 × 10−4 m/s. The fluid density ta 0.999 × 103 kg/m3.
(A) What is the total energy per unit mass?
(B) What is the total energy per unit weight?

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4.3 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A piezometer is screened 725. 4 m above mean sea level. The point water pressure head in the piezometer is 17.9 m and the water in the aquifer is fresh at a temperature of 20°C.
(A) What is the total head in the aquifer at the point where the piezometer is screened?
(B) What is the fluid pressure in the aquifer at the point where the piezometer is screened?

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4.4 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A piezometer point is 34.7 mabove mean sea level. The fluid pressurein the aquifer at that point is 7.87 × 105 N/m2. The aquifer has fresh water at a temperature of 10°C.
(A) What is the point-water pressure head?
(B) What is the total head?

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4.5 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A piezometer in asaline wateraquifer has apoint-water pressure head of 18.72 m. If the water has a density of 1022 kg/m3 and is at a field temperature of 18°C, what is the equivalent fresh-water pressure head?
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4.6 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.The fluid pressure in the screen of a piezometer in a saline aquifer is 7.688 × 105 N/m2. The fluid density is 1035 kg/m3 and the temperature is 14°C. The elevation of the piezometer screen is 45.9 m above sea level.
(A) Compute the point-water pressure head.(B) Compute the fresh-water pressure head.(C) Find the total fresh-water head.

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4.7 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A sand aquifer has a median pore-diameter of 0.232 mm. The fluid density is 1.003 × 103 kg/m3 and the fluid viscosity is 1.15 × 10−3 N·s/m2. If the flow rate is 0.0067 m/s, is Darcy’s law valid? What is the reason for your answer?
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4.8 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.An aquifer has a hydraulic conductivity of 12 ft/d and an effective porosity of 17% and is under a hydraulic gradient of 0.0055.
(A) Compute the specific discharge.(B) Compute the average linear velocity(C) The water temperature is 14°C and the mean pore diameter is 0.33 mm. Is it permissible to use Darcy’s law under these circumstances? What is the reason for your answer?

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4.9 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A confined aquifer is 8 ft thick. The Potentiometric surface drops 1.33 ft between two wells that are 685 ft apart. The hydraulic conductivity is 251 ft/d and the effective porosily is 0.27.
(A) How many cubic feet per day are moving through a strip of the aquifer that is 10 ft wide?
(B) What is the average linear velocity?

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4.10 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.A confined aquifer is 18.5 m thick. The potentiometric surface drops 1.99 m between two wells that are 823 m apart. If the hydraulic conductivity of the aquifer is 4.35 m/d, how many cubic meters of flow are moving through the aquifer per unit width?
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4.11 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.An unconfined aquifer has a hydraulic conductivity of 87 × 10−2cm/s. There are two observation wells 597 ft apart. Both penetrate the aquifer to the bottom In one observation well the water stands 28.9 ft above the bottom, and in the other it is 26.2 ft above the bottom.
(A) What is the discharge per 100-ft-wide strip of the aquifer in cubic feet per day?
(B) What is the water lable elevation at a point midway between the two observation wells?

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4.12 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.An unconfined aquifer has a hydraulic conductivity of 3.3 × 10−4 m/d. There are two observation wells 348 m apart. Both penetrate the aquifer to the bottom. In one observation well the water stands 9.88 m abovethe bottom, and in the other it is 8.12 m above the bottom.
(A) What is the discharg per 100-m-wide strip of the aquifer in cubic feet per day?
(B) What is the water-table elevation at a point midway between the two observation wells?

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4.13 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.Refer to Figure 4.19. The hydraulic conductivity of the aquifer is 14.5 m/d. The value of h1, is 17.é m and the valuc of h2 is 15.3 m. The distance from h1 to h2 is 525 m. There is an average rate of recharge of 0.007 m/d.
(A) What is the average discharge per unit width at x = 0?
(B) What is the average discharge per unit width at x = 525 m?
(C) ls there a water table divide? If so, where is it located?
(D) What is the maximum height of the water table?

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4.14 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.Refer to Figure 4.19. The hydraulic conductivity of the aquifer is 86 ft/d. The value of h1 is 22.36 ft and the value of h2 is 20.77 ft. The distance from h1 to h2 is 1980 ft. There is an average rate of recharge of 0.004 ft/d.
(A) What is the average discharge per unit width at x = 0?
(B) What is the average discharge per unit width at x = 1980 ft?
(C) Is there a water-table divide? If so, where is it located?
(D) What is the maximum height of the water table?

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4.15 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.An earthen dam is constructed on an impermeable bedrock layer. It is 550 ft across (i.e., the distance water in the reservation to the tailwaters below the dam is 550 ft). The average hydraulic conductivity of the material used in the cam construction is 0.77 ft/d. The water in the reservation behind the dam is 35 ft deep and the tailwaters below the dam are 20 ft deep. Compute the volume of water hat seeps from the reservoir, through the dam, and into the tailwaters per 100-ft-wide strip of the dam in cubic feet per day.
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4.16 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.An earthen dam is constructed on animpermeable bedrock layer. It is 123 m across (i.e., the distance from the water in the reservoir to the tailwaters below the dam is 123 m). The average hydraulic conductivity of the material used in the dam construction is 1.33 m/d. The water in the reservoir behind the dam is 18.5m deep and the tailwaters below the dam are 4.6 m deep. Compute the volume of water that seeps from the reservoir, through the dam, and into the tailwaters per 100-m-wide strip of the dam in cubic meters per day.
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4.17 Answers to odd-numbered problems appear at the end of the book Assume g = 9.81 m/s2. Step-by-slep problem solutions to the odd-numbered problems are round on the Applied Hydrogeology web page. Values of density and viscosity of water at differing temperatures are found in Appendix 14.Draw a flow net for seepage through the earthen dam shown in Figure 4 20. If the hydraulic conductivity of the material used is the dam is 0.22 ft/d, what is the seepage per unit width per day?
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 3 - Solutions

3.1 Answers to odd-numbered problems appear at the end of the book.What is the weight in Newtons of an object with a mass of 14.5 kg?
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3.2 Answers to odd-numbered problems appear at the end of the book.What is the weight in pounds of an object with a mass of 123 slugs?
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3.3 Answers to odd-numbered problems appear at the end of the book.An object has a mass of 78.5 kg and a volume of 0.45 m3.
(A) What is its density?
(B) What is its specific weight?
(C) Is the object more or less dense than water?

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3.4 Answers to odd-numbered problems appear at the end of the book.An object has a mass of 823 kg and a volume of 0.62 m3.
(A) What is its density?
(B) What is its specific weight?
(C) Is it more or less dense than water?

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3.5 Answers to odd-numbered problems appear at the end of the book.The hydraulic conductivity of a silty sand was measured in a laboratory permeameter and found to be 3.75 ×105 cm/s at 25°C What is the intrinsic permeability in cm2? Refer to Appendix 14 for values of densitv and viscosity.
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3.6 Answers to odd-numbered problems appear at the end of the book.The hydraulic conductivity of a coarse sand was measured in a laboratory permeameter and found to be 1.03 × 10−2 cm/s at 25°C What is the intrinsic permeability? Refer to Appendix 14 to obtain values for density and viscosity.
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3.7 Answers to odd-numbered problems appear at the end of the book.A constant-head permeameter has a cross-sectional area of 78.5 cm2. The sample is 23 cm long. At a head of 3.4cm, the permeameter discharges 50 cm3 in 38 s.
(A) What is the hydraulic conductivity in centimeters per second and feet per day?
(B) What is the intrinsic permeability if the hydraulic conductivity was measured at 15°C?
(C) From the hydraulic conductivity value, name the type of soil.

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3.8 Answers to odd-numbered problems appear at the end of the book.A constant-head permeameter has a cross-sectional area of 127 cm2. The sample is 34 cm long. At a head of 15 cm, the permeameter discharges 50 cm3 in 334 s.
(A) What is the hydraulic conductivity in centimeters per second and feet per day?
(B)  What is the intrinsic permeability if the hydraulic conductivity was measured at 20°C?
(C) From the hydraulic conductivity value, name the type of soil.

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3.9 Answers to odd-numbered problems appear at the end of the book.An aquifer has a specific yield of 0.19. During a drought period, the following average declines in the water table were noted:...What was the total volume of water represented by the decline in the water table?
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3.10 Answers to odd-numbered problems appear at the end of the book.An aquifer has a specific yield of 0.24. During a drought period, the following average declines in the water table were noted:...What was the total volume of water represented by the decline in the water table?
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3.11 Answers to odd-numbered problems appear at the end of the book.A confined aquifer has a specific storage of 1.022 × 10−6 ft−1 and a thickness of 23 ft. How much water would it yield if the water declined an average of 1.75 ft over a circular area with a radius of 418 ft?
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3.12 Answers to odd-numbered problems appear at the end of the book.A confined aquifer has a specific storage of 7.239 × 10−3 m−1 and a thickness of 28 m. How much water would it yield if the water declined an average of 3.4 m over a circular area with a radius of 238 m?
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3.13 Answers to odd-numbered problems appear at the end of the book.A confined aquifer has a specific storage of 4.033 × 10−3 m−1 and a porosity of 0.274. The compressibility of water is 4.6 × 10−10 m2/N. What is the compressibility of the aquifer skeleton?
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3.14 Answers to odd-numbered problems appear at the end of the book.A confined aquifer has a specific storage of 8.8 ×10−6 m−1 and a porosity of 0.33. The compressibility of water is 4.6 × 10−10 m2/N. What is the compressibility of the aquifer skeleton?
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3.15 Answers to odd-numbered problems appear at the end of the book.An aquifer has three different formations. Formation A has a thickness of 22 ft and a hydraulic conductivity of 17.0 ft/d. Formation B has a thickness of 3.5 ft and a conductivity of 99 ft/d. Formation C has a thickness of 26 ft and a conductivity of 22 ft/d. Assume that each formation is isotropic and homogeneous. Compute both the overall horizontal and vertical conductivities.
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3.16 Answers to odd-numbered problems appear at the end of the book.An aquifer has three different formations. Formation A has a thickness of 8.4m and a hydraulic conductivity of 22.3 m/d. Formation B has a thickness of 2.8 m and a conductivity of 144 m/d. Formation C has a thickness of 33 m and a conductivity of 35 m/d. Assume that each formation is isotropic and homogeneous. Compute both the overall horizontal and vertical conductivities.
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3.17 Answers to odd-numbered problems appear at the end of the book.Use the Hazen method to estimate the hydraulic conductivity of the sediments graphed in Figure 3.33.
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3.18 Answers to odd-numbered problems appear at the end of the book.Determine the effective grain size and uniformity coefficient of the sediments graphed in Figure 3.33.
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3.19 Answers to odd-numbered problems appear at the end of the book.Given the following set of data representing the hydraulic conductivity of core samples from the same formation, perform the following:
(A) Find the arithmetic mean of the data set.(B) Find the geometric mean of the data set.(C) Make a histogram of the data set.(D) Make a histogram of the log transformed data.
...
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3.20 Answers to odd-numbered problems appear at the end of the book.Repeat Problem 19 using Excel functions and graphing.
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 2 - Solutions

2.1 The standard U.S. Class A evaporation land pan has an inside diameter of 47.5 in. and a depth of 10.0 in.
(A) Calculate the surface area of water in the pan in square meters.
(B) Calculate the volume of the pan in cubic meters.
(C) If the initial volume of water in the pan is 11.5 U.S. gallons, what is the depth of the water in millimeters?
(D) If after a 24-h period with no precipitation the volume of water in the pan is measured and found to be 10.2 U.S. gallons, what is the evaporation rate in millimeters/day?
(E) What would be the depth of water in millimeters?
(F) During the succeeding day there was a 3-h period of precipitation at a constant rate of 5 mm/h. Assuming that the 24-h evaporation rate calculated in step D also occurs during this 24-h period, what would be the depth of water in the pan?
(G) If there is no further rain, and no water is added to the pan, how long would it take for the water in the pan to totally evaporate, assuming the constant 24-h evaporation rate of step D?

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2.2 During the period of time that the water in step G above is evaporation, how many calories of heat are being absorbed? Assume that the density of water is 1000 kg/m3.
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2.3 Figure 2.26 is a map of a drainage basin and the rainfall amounts during a storm at a number of precipitation stations both within and outside the drainage basin. Make a Thiessen network drawing for the drainage basin. The exact station location is the decimal point in the rainfall amount. The relative size of the area associated with each Thiessen polygon can be measured with a planimeter or estimated by tracing the Thiessen network on cross-section paper and counting the number of squares in each polygon. Estimate the effective uniform depth of precipitation over the drainage basin.
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2.4 Make a copy of the drainage basin in Figure 2.26. Contour the precipitation data to create isohyetal lines and determine the effective uniform depth of precipitation.
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2.5 A pond has a surface area of 35 ac. If the mean daily air temperature is 66°F, the mean daily dew-point temperature is 55°F, the solar radiation is 480 langleys, and the daily wind movement is 115 mi, what is the daily lake evaporation in acre-feet?
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2.6 Make a cross-sectional plot of saturation humidity as a function of temperature using the data in Table 2.1. Label the areas of the graph that are undersaturated and supersaturated.
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2.7 Consider an air mass that has an absolute humidity of 10 g/m3 at a temperature of 22°C. Using the graph that you created for Problem 2.6, find (a) the dew point, and (b) the relative humidity.
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2.8 Analysis of baseflow recession curves from a drainage basin has yielded a recession constant of 1.55 × 10−2 d−1 when discharge is in cubic feet per second and time is in days.
(A) If a recession begins with a discharge of 328 ft3/s and t is in days, what will be the flow after 35 d and 70 d?
(B) If the recession begins with a discharge of 2356 ft3/s, what would be the flow in 5 d?

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2.9 The flow of a river at the start of a baseflow recession was 712 m3/s; after 60 d the flow declined to 523 m3/s.
(A) What is the recession constant?
(B) What would be the flow after 112 d?

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2.10 Assume that the hydrograph in Figure 2.15 has a drainage basin area of 722 mi2. How long will overland flow continue after the flood peak passes?
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2.11 A V-notch weir is placed in a road culvert to measure the flow of a stream passing through the culvert. The value of H is 2.72 ft. Compute the discharge of the stream.
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2.12 A rectangular weir is placed in a small stream to measure flow. The value of L is 1.5 ft and H is 0.22 ft. Compute the discharge of the stream.
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2.13 An industrial park with flat-roofed buildings, large parking lots, and little open area has a drainage basin area of 398 ac. The 25-year rainfall event (the amount that would on an average occur once in 25 years) has a precipitation intensity of 2.382 in./h. If the C factor is 0.75, what is the maximum rate that overland flow will drain from the industrial park?
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2.14 Figure 2.27 shows the hydrograph of a stream, which is partially fed by baseflow, with several precipitation events. Compute the ground-water recharge that occurs between the first and second precipitation events.
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2.15 Figure 2.28 is the hydrograph of a river with a long summer baseflow recession. Compute the volume of annual recharge that occurs between runoff year 1 and runoff year 2.
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2.16 The annual flow of the Colorado River at Lees Ferry for the period from 1896 to 1956 is given in Table 2.4.
(A) Construct a table of probability values.
(B) Plot a duration curve showing-the percent of the time an indicated discharge was equaled or exceeded using standard probability paper (Figure 2.29).

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2.17 An aqueduct has smooth earthen sides and bottom. The slope of the water surface is 1.7 ft/mi. The channel is trapezoidal in shape with a 45° angle to the sides of the trapezoid and a bottom segment that is 8.5 ft wide. The water in the aqueduct is 3.6 ft deep in the center.
(A) What is the average velocity of water in the aqueduct?
(B) What is the volume of flow in the aqueduct?

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2.18 A winding natural stream with weeds has an average depth of 0.86 m and is 7.25 m across. The stream channel drops 0.34 m/km. What is the stream’s average velocity of flow?
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Applied Hydrogeology - Fetter - 4t Edition - Chapter 1 - Solutions


1.1 A vertical water tank is 15 ft in diameter and 60 ft high. What is the volume of the tank in cubic feet?
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1.2 What is the volume of the above tank in cubic meters?
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1.3 If the above tank were measured and found to have an inside diameter of exactly 15.00 ft and a height of 60.00 ft, what would be the volume in cubic feet?
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1.4 What would be the above tank’s volume in cubic meters?
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1.5 If a well pumps at a rate of 8.4 gal per minute, how long would it take to fill the tank described above?
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1.6 The only swimming pool at the El Cheapo Motel is outdoors. It is 5.0 m wide and 12.0 m long. If the weekly evaporation is 2.35 in., how many gallons of water must be added to the pool if it does not rain?
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1.7 If during the next week the pool still loses 2.35 in. of water to evaporation, even with 29 mm of rainfall, how many liters of water must be added?
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1.8 A ground-water basin has a surface area of 125 km2. The following long-term annual averages have been measured:
Precipitation 60.6 cmEvapotranspiration 46.3 cmOverland flow 3.4 cmBaseflow 10.6 cm
There is no streamflow into the basin and no groundwater flow either into or out of the basin.
(A) Prepare an annual water budget for the basin as a whole, listing inputs in one column and outputs in another. Make sure that the two columns balance as these are long-term values and we assume no change in the volume of water stored in the basin.
(B) Prepare an annual water budget for the streams.
(C) Prepare an annual water budget for the groundwater basin.
(D) What is the annual runoff from the basin expressed in centimeters?
(E) What is the annual runoff from the basin expressed as an average rate in cubic meters per second?

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1.9 The parking lot of the Spendmore Megamall has an area of 128 ac. It is partially landscaped to provide some areas of grass. Assume that an average 63% of the water that falls on the parking lot will flow into a nearby drainage ditch, and the rest either evaporates or soaks into unpaved areas. If a summer thunderstorm drops 3.23 cm of rain, how many cubic feet of water will flow into the drainage ditch?
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1.10 What mass of water at 15°C can be cooled 1°C by heat necessary to melt 185 g of ice at 0°C?
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1.11 What mass of water at 15°C can be cooled 1°C by the amount of heat needed to sublime (go from a solid to a vapor state) 18 g of ice at 0°C?
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1.12 A 500-milliliter (mL) bottle of spring water, which is at room temperature of 25°C, is poured over 120 g of ice that is at −8°C. What will be the final temperature of the water when all of the ice has melted, assuming that it is in an insulated container that does not change temperature?
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1.13 At a water elevation of 6391 ft, Mono Lake has a volume of 2,939,000 ac-ft, and a surface area of 48,100 ac. Annual inputs to the lake include 8 in. of direct precipitation, runoff from gauged streams of 150,000 ac-ft per year, and ungauged runoff and groundwater inflow of 37,000 ac-ft per year. Evaporation is 45 in. per year.
(A) Make a water budget showing inputs, in ac-ft per year and outputs in ac-ft per year. Does the input balance the output?
(B) Will the average lake level rise or fall from the 6391-ft elevation over the long term?
(C) What would be the lake surface area when the inputs balance the outputs? (Assume that the volume of gauged and ungauged runoff and ground-water inflows remain constant with a change in lake surface area.)
(D) What is the residence time* for water in Mono Lake when the water surface is at 6391 ft?
*The residence time of a body of water is the average time that it would take for the volume of water to be exchanged once.
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1.14 Assume that Mono Lake stood at an elevation of 6391 ft, as described in problem 13, and a total annual diversion of 85,000 ac-ft of water were allowed from the Mono Lake basin.
(A) Would the average lake level rise or fall?
(B) What would the final lake surface area be after a new equilibrium is established? (Assume that the volume of gauged and ungauged runoff and ground-water inflows remain constant with a change in lake surface area.)

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