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Fundamentals Of Hydraulic Engineering Systems 4th Edition Robert J. Houghtalen, A. Osman H. Akan, Ned H. C. Hwang - Solutions

In the pump-pipeline system of Example 5.3, the discharge is controlled by a flow-throttling valve installed just upstream of the pump. What is the required head loss from this valve if the desired discharge in the pipe is 15 cfs? Would this be an efficient system? The pump characteristics are the
In the pump-pipeline system of Example 5.3, the discharge is controlled by a flow-throttling valve installed just upstream of the pump. Determine the discharge and pump head if the head loss from this valve in feet can be expressed as 0.1Q2, where Q is in cfs. The pump characteristics are tabulated
Consider a pump-pipeline system that delivers water from reservoir A to B with EA = 45.5 rn and E8 = 52.9 m. The pipe has a length of L = 3,050 m, diameter of D = 0.50 m, and a Darcy Weisbach friction factor off = 0.02. Minor losses include an inlet exit, and swing-type check value. The pump
A centrifugal pump delivers water through a 40-cm-diameter, 1,000-m-long commercial steel pipe from reservoir A to B with EA = 920.5 m and £8 = 935.5 m. Friction losses vary according to the Moody diagram (alternatively, the Swamee-Jain equation, 3.24a). Neglecting minor losses, determine the
Water is being pumped from a supply reservoir to an elevated holding tank. The elevation gain is 14.9 m, and the length of the ductile iron supply pipe (f = 0.019) connecting the reservoirs is 22.4 m. The pipe is 5.0 cm in diameter, and the performance curve of the pump is given by Hp = 23.9 -
In the transmission system shown in Figure P5.5.6, EA = 100 ft and ED = 150 ft. The Darcy-Weisbach friction factor is 0.02 for all the pipes. Pipe AB is 4,000 ft long with a diameter of 3 ft, and pipe CD is l , 140 ft long with a diameter of 3 ft. The branch BC 1 has a length of 100 ft and a
The following table provides the results of a pump performance test.(a) Plot the pump characteristic (performance) curve.(b) Plot the characteristic curve for two pumps in series.(c) Plot the characteristic curve for two pumps in parallel(d) What pump configuration would work for a required flow of
Two identical pumps have the characteristic curves shown in Figure 5.13, which are shown in the following table. The pumps are connected in series and deliver water through a 40 cm-diameter, 1,000-m-long commercial steel pipe into a reservoir where the water level is 25 m above the pump. Neglecting
Two identical pumps are used in parallel to move water through a pipeline from reservoir A to reservoir B where EA = 772 ft and En = 878 ft. The 2.0-ft-diameter pipe connecting the two reservoirs has a length of 4,860 ft. and CHw = 100. The pump characteristics are provided in the following table.
Consider a pump-pipeline system that delivers water from reservoir A to B with EA = 45.5 m and EB = 52.9 m. The pipe has a length of L = 3,050 m, diameter of D = 0.50 m, and a Darcy-Weisbach friction factor of f = 0.02. Minor losses include an inlet, exit, and swing type check valve. The pump
In Figure5.15, EA = 10m, E8 = 16 m, and EC = 22m.BothpipeshaveaDarcy-Weisbachfricion factor of 0.02. Pipe I is 1,000 m long and has a diameter of 1.0 m. Pipe 2 is 3,000 m long and has a diameter of l. 0 m. The pump characteristics are shown in the following table. Determine the discharge in each
In Figure PS.7.2, each pipe has the following properties: D = 3 ft, L = 5,000 ft, and .f = 0.02.The two pumps are identical; the pump characteristics are shown in the following table. The water surface elevations are 80.0 ft in reservoir A and 94. 0 ft in reservoir D. The discharge in pipe BC is 20
Determine the discharge in each pipe in Figure P5.7.3 if EA= 100 ft, E8 = 80 ft, and Ee = 120 ft. The pipe and pump characteristics are shown in the following tables.
A. pump delivers 6.0 cfs of 68°F water to a holding tank 65 ft above the supply reservoir. The suction s ide possesses a strainer (K~ = 2.5), a foot valve (Kv = 0.1 ), and 35 ft of cast-iron pipe, l 0 in. in diameter. Determine the allowable height the pump can be placed above the supply reservoir
A pump delivers 30°C water from a supply reservoir to an elevated tank at a rate of 120 liters per second. The elevation difference between the reservoirs is 45 m, and the supply line is 150 rn long (ductile-iron pipe) and 35 cm in diameter. The suction line is I 0 m of the 150 rn length. Minor
A pump delivers water at 10°C between a reservoir and a water tank 20 m higher. The suction side consists of a strainer (ks= 2.5 ), three 90° bends (R/D = 2), and 10 m of ductile iron pipe, 25 cm in diameter. The discharge side includes a 160-m-long, ductile-iron pipe, 20 cm in diameter, and a
A pump is installed in a 250-m pipeline to raise 20°C water 55 m from a supply reservoir to an elevated tank. The pipe is ro1,1gh concrete with a diameter of 80 cm, and the design discharge is 2.1 9 m3 / s . The pump is placed outside the supply reservoir (0. 9 m below the water surface in the
Factory tests indicated that a cavitation parameter for a particular pump is u = 0 .075. The pump is installed to pump 60°C water at sea level. If the total head loss between the inlet and the suction side of the pump is 0.5 m, determine the allowable level of the pump intake relative to the
The efficiency of a pump will drop suddenly if cavitation takes place in the pump. This phenomenon is observed in a particular pump (with u = 0.08) operating at sea level, and the pump delivers 0.42 m3/ sec of water at 40°C. Determine the sum of the gauge pressure head and the velocity head at the
Using the time and space criterion, classify the following open-channel flow scenarios: (a) continuous opening of a gate to let water into a prismatic channel; (b) uniform rainfall over a long, sloped roof top; (c) flow in the roof gutter resulting from (b); (d) flow in the above roof gutter when
Why is uniform flow rare in natural channels? Is steady flow rare in natural channels (e.g., rivers, streams)? Explain.
A discharge of 2,200 cfs (ft3/sec) flows in a trapezoidal channel at a normal depth of 8.0 ft. The channel has a slope of 0.01, a 12-ft bottom width, and side slopes of l : l (H: V). Detennine the Manning coefficient of channel roughness. Also determine the sensitivity range of the roughness
Using appropriate computer software, design a trapezoidal channel and a rectangular channel to convey 100 cfs (ft3/sec) on a slope of 0.002. Both channels are lined with concrete. Specify width, depth, and side slopes. In both cases, try to obtain channels where the depth is about 60 percent of the
A tri angular roadside channel has side slopes of 3: 1 (H: V) and a longitudinal slope of 0.01. Determine the flow rate in the concrete channel if uniform flow is assumed when the top width of the flowing water is 2 meters.
Water flows at a depth of 1. 83 min a trapezoidal, riprap-lined channel with a bottom width of 3 m, side slopes of 2: l (H: V), and a bottom slope of 0.005. Assuming uniform flow, what is the discharge in the channel? Check your solution using Figure 6.4 (a).
Determine normal depth for a 4-m-wide trapezoidal channel that is carrying a discharge of 49.7 m3/sec. The excavated earth channel is well maintained (clean) with a flow sl.ope of 0.2 percent and side slopes of 4: l (H: V). Solve using Figure 6.4 (a) or successive substitution. Check your solution
A grass-lined roadside channel ( n = 0. 02) is triangular in shape with 30° side slopes and a bottom slope of 0.006. Determine the normal depth of flow when the discharge is 4 cfs (ft3/sec). Check your solution using appropriate computer software.
A corrugated metal storm water pipe is not flowing full but is discharging 5.83 m3/sec. Assuming uniform flow in the 2-m-diameter pipe, determine the flow depth if the l 00-m long pipe goes through a 2-m drop in elevation. Check your solution using Figure 6.4 (b) and appropriate {b) computer
A triangular highway gutter (Figure P6.2.7) is designed to carry a discharge of 52 m3/min on a channel slope of 0.0016. The gutter is 0.8 m deep with one side vertical and one side sloped at m: I (H: V). The channel surface is very smooth and clean earth excavation. Determine the side slope m.
A corrugated metal storm water pipe is being designed to carry a flow rate of 6.0 cfs (ft 3/sec) while flowing half full. If it has a slope of 0.005, determine the diameter of the pipe required. Also determine the pipe size required if full flow was the design condition. Check your solution using
Uniform flow occurs in a 12-m-wide rectangular channel with a discharge of 100 m3/sec. If the normal depth of the flow is 3 m, what will be the new normal depth when the width of the channel contracts to 8 m? Neglect losses. Check your solution using appropriate computer software.
A flow area of 100 m2 is required to pass the design flow in a trapezoidal channel (best hydraulic section). Determine the channel depth and bottom width.
Using Example 6.4 as a guide, prove that the best hydraulic rectangular section is a half square.
An open channel (n = 0.011) is to be designed to carry 1.0 m3/sec on a slope of0.0065. Find the diameter of the best hydraulic section (semicircle).
Show all of the computation steps in progressing from Equation 4 to Equation 5 in Example 6.4.
Determine tbe side slopes of the best hydraulic (triangular) section.
Design the best hydraulic section (trapezoidal) to convey 150 ft3/sec on a slope of 0.01 in a concrete channel. Check your solution using appropriate computer software.
There are two ways of determining the flow classification (subcritical, critical, or supercritical) in an open channel: (a) compute the Froude number (if NF < I, subcritical, if NF > I, supercritical), or (b) compute critical depth (ye) and compare it with the depth of flow (v). If y > Yn then flow
A hydraulic transition I 00 ft long is used to connect two rectangular channels, 12 ft and 6 ft wide, respectively. The design discharge is 500 cfs, n = 0 .0 13, and the slopes of the channels 6.5.1. - ,/ 6:5.2. -- are 0.0009 for both; Determine the change in the bottom elevation and the water
`Determine normal and cri tical depth for a 4-m-wide rectangular channel with a discharge of J 00 m3 /sec. The channel is made of concrete, and the slope is 1.0 percerlt. Also determine the flow classification (critical, supercritical; or SubCritical) when the classfication flows at normal depth.
Water flows in a long, uniform trapezoidal channel lined with brick (n == 0.013) at a depth of 4 .5 feet. The base width of the channel is 16. 0 ft., the side slopes are 3: l (H: V) , and the bottom drops a foot for every 1,000 feet of length. Determine the velocity of flow and the flow
A 60-cm-diameter concrete pipe on a I :400 slope carries water at a depth of 30 cm. Determine the flow rate and flow classification (subcritical, critical, or supercritical). Check your solution using appropriate computer software.
A I 0-ft-wide rectangular channel carries 834 cfs at the depth of 6 ft. What is the specific energy of the channel? Is this flow subcritical or supercritical? lf n = 0.025, what channel slope must be provided to produce a unifo1m flow at this depth? Check your solution using appropriate computer
A trapezoidal channel is carries 1 00 m3 /sec at a depth of 5 m. If the channel has a bottom width of 5 m and 1:1 side slopes, what is the flow classification (subcritical, critical, or supercritical)? What is the specific energy of flow? Also determine the total energy head if the water surface is
A 40-ft-wide rectangular channel with a bottom slope of S = 0.0025 and a Manning's coefficient of n = 0.035 is carrying a discharge of 1, 750 cfs. Using appropriate computer software (or desktop methods), determine the normal and critical depths. Also construct a specific energy curve for this
A trapezoidal channel with a ~tom width of 4 m and side slopes of z = 1. 5 is carrying a di scharge of 50 m3/sec at a depth of 3 m. Determine the following: 1. The alternate depth for the same specific energy, 2. The critical depth, and 3. The uniform flow depth for a slope of 0.0004 and n = 0.022.
A transition is constructed to connect two trapezoidal channels with bottom slopes of 0.001 and 0.0004, respectively. The channels have the same cross-sectional shape, with a bottom width of 3 m, a side slope of z = 2, and Manning's coefficient n = 0. 02. The transition is 20 m long and is designed
What is the difference between alternate depths and sequent depths?
When the specific energy for a given discharge is plotted against the depth of the flow at a given section, a specific energy curve is obtained. The specific energy curve approaches the abscissa asymptotically for low depths (supercritical flow) and usually approaches a 45° line asymptotically for
A hydraulic jump occurs in a rectangular channel that is 7 m wide. The initial depth is 0. 8 m, and the sequent depth is 3. 1 m. Determine the energy loss and the discharge in the channel. Also determine the Froude number before and after the jump.
A hydraulic jump occurs in 12-ft wide rectangular channel. if the flow rate is 403 cfs and the downstream depth is 5 feet, determine the upstream depth, the loss of energy in the jump, and the Froude number before and after the jump.
Construct the specific energy and specific force curves for a 3-ft -wide rectangular concrete channel (4.5 ft high) that carries 48 cfs.
Plot the specific energy and specific force curves for a 10-m rectangular channel carrying I 5 m3/sec discharge. Use 0. 2 m-depth increments up to I. 4 m. Also determine the critical depth and minimum specific energy, and discuss how a change in discharge would affect the specific force curve.
Identify a.II of the gradually varied flow classifications depicted in Figure 6.13. All possible classifications are depicted in Figure 6.1 2.
The downstream side of the dam in Problem 6.8.9 has a slope of l/10 until it reaches the original channel slope at the bottom (Figure P6.8.9). The 10-m wide rectangular channel carries 16.0 m3/sec and has a roughness coefficient of 0.015. Determine the channel and flow classification (e.g., M-2,
A diversion gate backs up flow in a 5-ft wide rectangular irrigation channel (So = 0.001, n = 0. 015). The discharge in the channel is 50 cfs. If the depth of flow at the gate is 5 ft, determine the channel and flow classification (e.g., M-2, S-1) upstream of the gate and explain your supporting
A long trapezoidal channel with a roughness coefficient of 0.0 15, bottom width measuring 3. 6 m, and m = 2.0 carries a flow rate of 44 m3/sec. An obstruction is encountered in the channel that raises the water depth to 5. 8 m. If the channel slope is 0.00 I, what is the channel and flow
A concrete, trapezoidal channel with a 5-m bottom width and side slopes of 1:1 (H:V) discharges 35 m3/sec. The bottom slope of the channel is 0.004. A dam is placed across the channel and raises the water level to a depth of 3.4 m. Determine the channel and flow classification (e.g., M-2, S-1)
An obstruction is lodged in a 10-ft wide rectangular channel ( n = 0. 022) that has a bottom slope of 0.005. The depth of the channel just upstream of the obstruction is 5 . 0 feet. If the flow rate is 325 cfs, what is the channel and flow classification (e.g., S-3, M-2)? Explain your supporting
Water flows at a rate of 22.8 m3/sec in a trapezoidal, riprap-lined channel (n = 0.04) with a bottom width of 3 m, side slopes of 2: 1 (H: V), and a bottom slope of 0.005. At a certain location. the bottom slope increases to 0.022, but the dimensions of the channel remain the same. Determine the
Water emerges from under a gate into a trapezoidal, concrete channel. The gate opening is 0.55 m. and the flow rate is 12 .6 m3/sec. The entry channel has a 1.5-m bottom width, side slopes of 1:1 (H:V), and a bottom slope of 0.015. Determine the channel and flow classification (e.g., M-1, S-2) and
At a certain location, the depth of flow in a wide rectangular channel is 0. 73 m. The channel discharge is 1.6 m3/sec per unit width, the bottom slope is 0.001, and Manning's coefficient is 0.0 15. Determine the channel and flow classification (M-1, S-2, etc.) and explain your supporting logic.
Complete Example 6.9. In that example problem, water depths were required at critical diversion , 1 points at distances of 188 m, 423 m, 748 m, and 1,675 m upstream of the dam. Depths were only found at locations l 88 m and 423 m upstream. Determine the depths of flow at the other two diversion
Complete Example 6.10. In that example problem, water depths were required in the discharge channel until the water level was within 2 percent of normal depth. Depths were found at 2 ft and 7 ft downstream [separation distances ( ~L) of 2 ft and 5 ft ) but are still needed at distances of 17 fi
A trapezoidal channel has a 5-m bottom width and side slope m = 1. 0 and discharges 3 5 m3 /sec The smooth, concrete channel (0.01 l) has a slope of 0.004. Determine the depth of flow 6.0 re upstream from a section that has a measured depth of 1. 69 m. But first determine the channel and flow
A trapezoidal channel has a 5-m bottom width and side slope m = 1. 0 and discharges 3 5 m3 /sec The smooth, concrete channel (0.01 l) has a slope of 0.004. Determine the depth of flow 6.0 re upstream from a section that has a measured depth of 1. 69 m. But first determine the channel and flow
In Figure P6.8.9, a 10-m-wide rectangular channel carries 16 .0 m3/sec and has a roughness coefficient of 0.01 5 and a slope of 0.0016. If a 5-m high dam is placed across the channel raising the water depth to 5. 64 mat a location 5. 0 m upstream from the dam, what is the channel and flow
An earthen channel will be excavated into sandy soil for which Vmax = 4.0 ft/s, n = 0.022, and the recommended m = 3. The channel will have a bottom slope of 0.0011 and accommodate a design flow of 303 cfs. Design (size) the channel section.
A sufficiently deep channel excavated into stiff clay (earth excavation, very smooth surface) has side slopes of m = I. 5, a bottom slope of 50 = 0. 001, and a bottom width of b = I. 0 m. Can this channel convey 11 m3/sec without being eroded?
A trapezoidal channel lined with concrete is required to carry 342 cfs. The channel will have a bottom slope of So = 0.001 and side slopes of m = 1.5. Design (size) the channel using the best hydraulic section approach.
The best hydraulic section for the channel described in Problem 6.9.3 turned out to bey = 4 . 95 ft (before free board) and b = 3. 00 ft. However, the depth is limited to 3. 5 ft because of a high water table at the site. Resize the channel section considering the depth limitation.
A cylindrical sand sample is removed from a 6-inch-diameter well (borehole). When the sand from the 12-inch long sample is dried and poured into a graduated cylinder filled with water, it displaces 3,450 ml of water. Estimate the porosity of the sand sample.
An unconfined aquifer (K = 12. 2 m/day) is separated from an underlying confined aquifer (K = 15. 2 m/day ) by a semi pervious layer ( K = 0. 305 m/day ) that is 1.5 meters thick as show:: in Figure P7.1.IO. Explain why there is flow from the unconfined aquifer to the confined aquifer Also,
A cylindrical sand sample is removed from a 6-inch-diameter well (borehole). When the sand from the 12-inch long sample is dried and poured into a graduated cylinder filled with water, it displaces 3,450 ml of water. Estimate the porosity of the sand sample. Discuss.
Equation 7.1 is the fundamental equation for detennining porosity of an aquifer material. However, porosity can also be determined from a = l - (pb/p,) where p is the bulk density of the sample and ps is the density of the solids in the sample. Using the 8efinition of density, derive this
A limestone sample is oven dried and weighed (157 N). It is then saturated with kerosene and weighed again ( 179 N). Finally, it is submerged in kerosene. The displaced kerosene is collected and weighed ( 65 .0 N). Detennine the porosity of the limestone.
A permeameter experiment is being set up to determine the permeability of some very fine sands. The cylindrical samples to be tested will be 30 cm long and have a diameter of 10 cm. To improve the accuracy of the experiment, it is proposed that about 50 ml of water be collected before the
The experiment in Example 7.1 was done at room temperature (20°C). Apply Equation 7.3 and determine the discharge in 5 min if the same experiment had been performed at a temperature of 5°C. What is the permeability coefficient of the sample at this temperature?
A chemical spill occurs at a manufacturing plant, and groundwater sampling reveals that the conservative pollutant is now in the groundwater directly under the location of the spill. If the aquifer is composed of sand and gravel, how many hours will it take the pollutant to travel 82 feet to the
A high-water table exists behind a retaining wall (Figure P7.1.8). Weep holes are drilled at the bottom of the retaining wall every 3.0 m to alJeviate the hydrostatic pressure. If the penneability is 10-s mis, determine the seepage (in cm3/sec) through each weep hole.
At the Rocky Mountain Arsenal near Denver, Colorado, many impermeable rock outcropping exist. Groundwater elevations in the vicinity of one of these confined areas is shown in the water table map in Figure P7.1.9. Given a typical cross section, determine the flow rate through the confined opening.
Sketch the area described in Equation 7.5 through which the radial flow passes. Also verify Equations 7.6 and 7.14 by integrating Equations 7.5 and 7.13 using the boundary conditions given.
After pumping a 12-in.-diameter well for a long time, equilibrium conditions have been reached in a confined aquifer. The coefficient of permeability (based on lab tests) is 7. 55 X 10- 4 ft/ sec. At a location of about 90 ft from the well, two closely spaced observation wells indicate the slope of
A well is to be installed in an unconfined sandy aquifer to lower the water table for a large construction project. The steady-state drawdown must be at least 1.5 m within a distance of 30 m from the well and 3.0 m within a distance of 3.0 m from the well. The hydraulic conductivity of the sand is
A fi eld pump test is performed to determine the transmissivity of a high-capacity aquifer. The confined aquifer thickness is 20 feet and has a porosity of 0.26. Unfortunately, the flow data for the well test was misplaced by the field crew. Can you still estimate the trans rnissivity given the
A comment is made in the paragraph that follows Equation 7.14 suggesting the selection of the radius of influence (r0) is somewhat arbitrary (i.e., the discharge is not overly sensitive to this variable). Suppose the radius of influence for a 20-cm-diameter well is approximately 400 m (plus or
A 16-inch radius well draws water from a confined aquifer at the rate of 1,570 gpm. The confined aquifer is 100 feet thick with a piezometric surface (before pumping) that is, 350 feet above the bottom of the confined aquifer. The drawdown at the well is 100 feet Determine the radius of influence
A discharge well is located near the center of a circular island, as depicted in Figure P7.2.4. The island is approximately 800 m in diameter, and the 30-cm-diameter well is pumped at the rate of0. 200 rn3/sec. The underlying unconfined aquifer is made up of coarse sand and is 40 m deep. Estimate
A confined aquifer (Figure P7.2.5) has a thickness of 10.0 m and a permeability of 1.30 X 10-4 m/sec. When a 30-cm-diameler well is pumped at the rate of 30 m3/hr, the drawdown in the piezometric surface is 15 mat the well. Determine the drawdown in the piezometric surface at a distance of 30 m
A pharmaceutical industry owns a discharge well that completely penetrates a confined aquifer and is pumped at a constant rate of 2, 150 m3/day. The aquifer trans missivity is known to be 880 m2/day. The steady-state drawdown measured at a distance 80 m from the pumped well i~ 2.72 m. What is the
Two discharge wells (1 and 2) penetrating a confined aquifer are pumped at constant rates of 2,950 m3/day and 852 m3/day, respectively. The steady-state drawdown measured at observation well J is 1.02 m (50 m from well l and 90 rn from well 2). The steady-state drawdown measured at observation well
An industrial manufacturer owns a 12-in-diameter well that completely penetrates a 130-ft thick. unconfined aquifer with a coefficient of permeability of 0.00055 ft/sec. The well-pumping rate I 3.5 cfs, and the radius of influence is 500 feet Another industry plans to move into an adjacem property
A fully penetrating well in a 33-m-thick confined aquifer pumps at a constant rate of 2,000 rn3/day for a long time. In two observation wells located 20 JU and 160 m from the well, the difference in. hydraulic head is 2.0 m. If the undisturbed head is 250 m and the head in the furthest observation
A discharge well that fu lly penetrates a confined aquifer is pumped at a constant rate of 300 m3/hr. The aquifer transrnissivity is 25. 0 m2 / hr, and the storage coefficient is 0.00025. Detennine the drawdown at a distance 100 m from the well at 10, 50, and l 00 hours after pumping has begun.
A discharge well penetrating a confined aquifer will be pumped at a constant rate of 50,000 ft3 /day. How long can the well be pumped at this rate if the drawdown at a point 300 ft from the well cannot exceed 3.66 ft? The aquifer transmissivity is 12,000 ft2/day, and the storage coefficient is
An industrial discharge well that fu lly penetrates a confined aquifer is pumped at a constant rate of 300 m3/hr, but only on rare occasions when needed. The industry would like to install a second well on their property to increase their withdrawal capacity. However, the drawdown of the aquifer at
Two wells penetrating a confined aquifer are 600 ft apart. Each well will be pumped at 40 ,000 ft3/day. However, the pumping from the second well will start a day and a half after the first one. Determine the drawdown at a point halfway between the two wells three days after the pumping has begun
A discharge well penetrating a confined aquifer will be pumped at a rate of 800 m3/hrfor two days, and then the pumping rate will be reduced to 500m3/ hr. The aquifer transmissivity is 40 m2/ hr, and the storage coefficient is 0.00025. Determine the drawdown at a location 50 m from the pumped well
An unconfined aquifer has an early time storage coefficient of 0.0005, a storage coefficient of 0.10, and a permeability of 5 ft/day. The aquifer thickness is 500 ft. A well penetrating this aquifer will be pumped at a rate of 10,000 ft3/day. Determine the drawdown 50 ft from the well two days
A confined aquifer, 30 m thick, has a piezometric surface 75 m above the top of the confined aquifer. A 40-cm-diameter well draws water from the aquifer at the rate of 0. 1 m3 /sec. If the drawdown at the well is 30 m and the drawdown in an observation well 50 m away is 10 m, what is the trans

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