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Hydrology and Floodplain Analysis 5th edition Philip B. Bedient, Wayne C. Huber, Baxter E. Vieux - Solutions

Determine the local change in water surface elevation caused by a 0.2-ft-high obstruction in the bottom of a 10-ft-wide rectangular channel on a slope of 0.0005 Mt. The rate of flow is 20 cfs and the unobstructed flow depth is 0.9 ft. See Fig. P7.10. Assume no head loss?
A rectangular channel with n = 0.012 is 5 ft wide and is built on a slope of 0.0006 ft/ft. At point a, the flow rate is 60 cfs and ya = 3 ft. Using one reach, find the distance to point b where yb = 2.5 ft and determine whether this point is upstream or downstream of point a?
If a channel with the same cross-sectional and flow properties as the channel of problem 7.11 is laid on a slope of 0.01 ft/ft, determine whether the flow is supercritical or subcritical. Find the depth of flow at a point 1000 ft downstream from the point where y = 1.5 ft. (A trial-and-error
Classify the bed slopes (mild, critical, steep) of the channels of the following problems: (a) problem 7.1, (b) problem 7.6, and (c) problem 7.7.
A stream bed has a rectangular cross section 5 m wide and a slope of 0.0002 m/m. The rate of flow in the stream is 8.75 m3/s. A dam is built across the steam, causing the water surface to rise to 2.5 m just upstream of the dam. (See Fig. P7.15). Using the step method illustrated in Example 7.5,
A rectangular concrete channel (n = 0.020) changes from a mild slope to a steep slope. The channel in 20 m wide throughout, and the rate of flow is 180 m3/s. if the slope of the mild portion of the channel is 0.0006 m/m, determine the distance upstream from the slope change to the point where y =
A rectangular channel 1.4 m wide on a slope of 0.0026 m/m has water flowing through it at a rate of 0.5 m3/s and a depth of 0.6 m. A cross section of the channel is constricted to a width of 0.9 m. What is the change in water surface elevation at this point?
Cypress Creek has a rectangular cross section with a bottom width of 200 ft, n = 0.03, and S0 = 0.001 ft/ft. East Creek has the same characteristics except that the bottom width is 100 ft. The 100- yr storm hydrographs are shown for both creeks. The assumption is made that the flow in the creeks
Assume that East Creek meets Cypress Creek as shown. Using a starting elevation at point C consistent with the 100-yr flow in Cypress Creek, develop the 100-yr water surface profile for East Creek. Use six points between the starting elevation and the elevation y = 1.1 yn.
A rectangular open channel that is 2 m wide has water flowing at a depth of 0.45 m. using n = 0.014, find the rate of flow in the channel if S0 is (a) 0.002 m/m, (b) 0.006 m/m and (c) 0.012 m/m?
A developer proposes improvements to the East Creek subwatershed that will increase the peak flow of the 100-yr storm by 1000 cfs. The developer contends that there will be no change in the 100-yr elevations on the East Creek above point C. Determine the 100-yr water surface profile for East Creek.
Lost Creek has a rectangular channel 2 mi in length (10,560 ft) with a wooden bridge in the middle of this reach (x = 5280 ft.) The channel is dredged earth (n = 0.025) with a bottom with of 200 ft and a bed slope of 0.001. The computed 100-yr peak flow is 10,000 cfs for the entire 2-mi reach. (a)
For the channel in problem 7.21, the initial downstream water elevation is 10 ft. a house is to be built at a distance of x = 2640 ft upstream of the bridge.a) At what elevation should be house foundation be built to ensure 100-yr flood protection (neglect effects of the bridge)? The water velocity
Derive the backwater curve for Example 7.5 with a starting downstream elevation of 8.0 ft. Repear the calculation for 9.0 ft. All other parameters remain the same?
Set up the input data structure to run Example 7.5 using HEC-RAS, with a starting downstream elevation of (a) 8.0 and (b) 9.0 ft?
Run the existing condition 100-year floodplain and plot the profile output with HEC-RAS. Return the model with a 25% increase in flow rate and compare?
Evaluate the effect of removing the upstream bridge at section 106365 on the backwater profile in HEC-RAS?
Evaluate the effect of increasing the downstream boundary condition water elevation by 2.0 ft in HEC-RAS?
Run the exiting condition 100-year floodplain and plot three cross-sections as well as the X-Y-Z perspective plot with HEC-RAS?
A channel has the irregular shape shown in Fig. P7.3, with a bottom slope of 0.0016 ft/ft. The indicated Manning's n values apply to the corresponding areas only. Assuming that Q = Q1 + Q2 + Q3, find the rate of flow in the channel if y1 = 2 ft, y2 = 10 ft, and y3 = 3 ft?
Set up the Big Creek data for Example 7.7, available from the Prentice hall website Investigate the effects of changing the Manning's n values for the channel from 0.04 to 0.06 and from 0.08 to 0.10 for the out of bank areas in HEC-RAS?
Water is flowing 2 m deep in a rectangular channel that is 2.5 m wide. The average velocity is 5.8 m/s and C = 100. What is the slope of the channel? (Use Chezy's formula.)
A triangular channel with side slopes at 45o to the horizontal has water flowing though it at a velocity of 10 ft/s. Find Chezy's roughness coefficient C if the bed slope is 0.03 ft/ft and the depth is 4 ft?
Water is flowing at a rate of 900 cfs in a trapezoidal open channel. Given that S0 = 0.001, n = 0.015, bottom width b = 20 ft, and the side slopes are 1:1.5, what is the normal depth yn?
Find the normal depth yn for the triangular channel shown in Fig. P7.7 is S0 = 0.0005 m/m, Q = 40 m3/s, and n = 0.030?
Determine the critical depth and the critical velocity for the Colorado River System Aqueduct (problem 7.1) if Q = 1500 cfs.
Find the critical depth and critical velocity for the triangular channel of problem 7.7 is Q is (a) 10 m3/s and (b) 50 cfs?
Compute the Darcy velocity and seepage velocity for water flowing through a sand column with the following characteristics: K = 10 - 4 cm/s dh/dl = 0.01, Area = 75 cm2, n = 0.20.
Three geologic formations overlie one another with the characteristics listed below. A constant velocity vertical flow field exists across the three formations. The hydraulic is 75 ft the top of the formations and 59 ft at the bottom, with a datum located at the bottom of the three units. Calculate
Two welfare located 100 m apart in a confined aquifer with a transmissivity T = 2 ( 10 -4 m2/s and storativity S = 7 ( 10 -5.One well to the west is pumped at a rate of 6.6 m7hr and the other to the east at a rate of 10.0 m3/hr. Plot drawdown as a function of distance along the line joining the
At a waster site, a Hvorslev slug test was performed in a confined aquifer with a piezometer intake length of 20 ft and a radius of 1 in. The radius of the rod was 0.68 in. The following recovery data for the well were observed. Given that the static water level is 7.58 ft and H0 = 6.88 ft,
A well casing with a radius of 2 in. is installed through a confining layer into a formation with a thickness of 10 ft. A screen with a radius of 2 in. is installed in the casing. A slug of water is injected, raising the water level by 0.5 ft initially. Given the following recorded data for head
A small municipal well was pumped for 2 hr at a rate of 15.75 liters/s (0.556 cfs). An observation well was located 50 ft from the pumping well and the following data were recorded. Using the Theis method outlined in Example 8.6, compute Tand S,
A well in a confined aquifer is pumped at a rate of 833 liters/min (1199.5 m3/day) for a period of over 8 hr. Time-drawdown data for an observation well located 250 m away are given below. The aquifer is 5 m thick. Use the Cooper-Jacob method to find values of T, K, and S for this aquifer. TIME
Drawdown was observed in a well located 100 ft from a pumping well that was pumped at a rate of 1.11 cfs (498 gpm) for a 30 hr period. Use the Copper Jacob method to compute T and S for this aquifer.
Repeat problem 8.16 using the Thesis method.
Refer to Fig. 8.9b, which shows a flow net under a dam section. The values of head for the two sides of the dam, and compute the seepage or flow rate through the dam if the dam is 120 ft long with K = 20/day?
A landfill linear is laid at elevation 50 ft msl (mean sea level) on top of a good caly unit. A clean sand unit extends from elevation 50 ft to elevation 75 ft, and another clay unit extends up to the surface, located at elevation 100 ft. The landfill can be represented by a square with length of
The average water table elevation has dropped 5 ft due to the removal of 100,000 ac-ft from an unconfined aquifer over an area of 75 mi2. Determine the storage coefficient for the aquifer?
Repeat problem 8.19 if the clean sand unit extends below the landfill to an elevation of 25 ft msl. The clay linear exists around and on the bottom of the landfill. Consider Darcy's law across both the sides and bottom of the clay linear.KCLAY = 10 -7 cm / s KCLAY = 10 -2 cm / s
A well located at x = 0, y = 0 injects water into an aquifer at Q = 1.0 cfs and observation wells are located along the x-axis at x = 10, 50, 150, and 300 ft away from the injection well. The confined aquifer with thickness of 10 ft has T = 3200 sq ft/day and S = 0.005. The injection is affected by
Repeat Dupuit Example 8.3 for the case where net recharge w = 10 cm/yr. Repeat the example for the case where w = 0?
Use this Theis method equation to characterize the behavior of a confined aquifer that is homogeneous and isotropic with T = 500 m2/day and S = 1 ( 10-5. A single well is pumped at 2500 m3/day.a) Compute the draw down 75 m away from the well at t = 1, 10, 100, 1000, and 10,000 minutes after pumping
A well at a distance d from an impermeable boundary at a flow rat Q. The head and any point (x, y) is given by the following equation:Where C is a constant, r1 is the straight line distance from the well to the point (x, y), and r2 is the distance from the image well to the point (x, y). The y-axis
A fully penetrating well pumps from a confined aquifer of thickness 20 m and K = 10 m/day. The radius of the well is 0.25 m and the recorded pump rate in the well is 100 m3/day at steady state. Assume that the radius of influence of the well is 1250 m. Compute the draw down at the well if it is
A unconfined aquifer is 50 m chick and 0.5 km wide. Two observation wells are located 1.4 km apart in the direction of flow. Head in well 1 is 50.0 m and in well 2 it is 42 m. Hydraulic conductivity K is 0.7 m/day. a) What is the total daily flow of water through the aquifer? b) What is the height
A well with a diameter of 18 in. penetrates an unconfined aquifer that is 100 ft thick. Two observation wells, are located at 100 ft and 235 ft from the well, and the measured draw downs are 22.2 ft and 21 ft, respectively. Flow is steady and the hydraulic conductivity is 1320 gpd/ft2. What is the
Two piezometers are located 1000 ft apart with the bottom located at depaths of 50 ft and 350 ft, respectively, in a 400 ft thick unconfined aquifer. The depth to the water table is 50 ft in the deeper piezometr and 40 ft in the shallow one. Assume the hydraulic conductivity is 0.0002 ft/s. a) Use
In a fully penetrating well, the equilibrium drawdown is 30 ft measured at r = 100 ft from the well, which pumps at a rate of 20 gpm. The aquifer is unconfined with K = 20 ft/day., and the saturated thickness is 100 ft. What is the steady-state drawdown at the well (r = 0.5 ft) for this: aquifer?
A soil sample 6 in. in diameter and 1 ft long is placed in a fading head permeameter. The falling- head tube diameter is 1 in. and the initial head is 6 in. The head falls 1 in. over a 2-hr period. Calculate the hydraulic conductivity?
A constant head permearneter containing very fine grained sand has a length of 12 cm and a cross sectional area of 30 cm2. With a head of 10 cm, a total of 100 ml of water is collected in 25 min. Find the hydraulic conductivity?
Bull Creek flows through and completely penetrates a confined aquifer 10 ft thick, as shown in Fig. P8.9. The flow is-reduced in the stream by 16 cfs between two gaging stations located 4 miles apart along the creek. On the west side of the creek, the piezometric contours parallel the bank and
Confirm the data for a 10-yr storm from Eq. (9-2) and Table 9 - 2 for 10- min, 15-min, 30-min, and 60-min durations. Compare to Fig. 9 - 4.
Given the inlet in Figure 9 - 9 with h = 0.5 ft and W = 1.5ft, determine what minimum length, L, of inlet (in whole-foot increments) is required for Q = 6 cfs, such that the depth of flow at the curb does not exceed 0.5 ft.
Given the inlet in Figure 9-9 with h = 0.5 ft W = 1.5 ft, L = 4.0 ft, and a gutter depression depth = 0.33 ft, determine what is the Q into the inlet if the depth of storm water t the curb is 1.0 ft (i.e., there is 6 inches of water depth above the standard curb height of 6 inches for a total depth
Repeat Example 9 - 2 using 3-ft-diarneter round corrugated metal pipe culverts with an n= 0.024. Determine the minimum number of culvert barrels needed to convey the flow without overtopping the roadway.
Repeat Example 9-3 using HEC-RAS but use a 100-yr storm at this location. Recalculate Q for a 100-yr .storm using the same C, A, and 7c information provided in Example 9-2 . Evaluate the behavior of the 7 x 3 box culvert and then examine the behavior of a 6 x 3 box culvert at this location.
Repeat Example 9-4 but with the following changes to the data: (a) SCS TR-20 methodology data (i) Existing (preproject) Tc = 1.3 hr; change from 1.0 hr (ii) Proposed (postproject) Tc = 0.4 hr; changed from 0.45 hr (b) Figure E9-4(a) data (i) Emergency spill way and basin design elevation = 229.50
Construct the 100-yr, 24-hr synthetic design hyetograph using Eq. (9-2) and 1-hr time intervals. Center the maximum intensity (the 1-hr intensity) at hr 12; the. next highest intensity (determined by the depth from 2 hr-1 hr over the 1-hr interval-hence, intensity) at hr 11; the. next-highest
Determine the runoff Q using Eq. (9 - 1) for a project with A = 20 ac, C = 0.55, Tc = 12mine, and an i-value developed from Eq. (9-2) for a 5-yr design storm.
Determine the smallest required concrete round pipe and rectangular box sewers for Q = 100, 150, 200, and 250 cfs, S = .005 ft / ft, and n = 0.013 using Eq. (9 - 3). Tabulate results and compare capacities and areas of the round to box sewers. Use standard increment sizes of 0.5 ft for round pipe
Derive Eq. (9 - 4) from Eq. (9-3).
For a Q = 80 cfs, calculate the hf = for a 3.5-ft-diarneter, 500-ft-long, round pipe sewer with n = 0.012 flowing full.
Using the same flow and the same 500-ft-iong round pipe sewer as in Problem 9.6, determine and plot the HGL and EGL for the sewer reach, given the following additional information: U/S pipe invert elevation = 100.00 ft; D/S pipe invert elevation = 96.00 ft;, and the tailwater elevation for the
Referring to Table E9 -1 (a), double the flows in Column 11 for each sewer reach and determine the minimum commercially available concrete box sizes required (available, in 1.0-ft increments) for each sewer reach using a minimum box span and rise of 2.0 ft. Keep all elevation, length, slope, and
Calculate the manhole losses, hj, of 90-, 6Q-, .45-, 30-, and 15-degree manhoi-e junctions with no special deflector for a 4.5-ft-diameter round pipe sewer flowing full with"Q = 100 cfs. Tabulate and compare the results.

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