1: A hydraulic structure on a stream has been designed for return periods of 50 and 100 years. Maximum recorded floods in the stream are given below. Estimate the peak floods for the two return periods above, by using Gumble method. Year 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 Max. 115 128 142 99 79 71 85 102 145 flood, 153 78 50 m³/sec

1: A hydraulic structure on a stream has been designed for return periods of 50 and 100 years. Maximum recorded floods in the stream are given below. Estimate the peak floods for the two return periods above, by using Gumble method. Year 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 Max. 115 128 142 99 79 71 85 102 145 flood, 153 78 50 m³/sec

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter7: Permeability

Section: Chapter Questions

Problem 7.22P: Refer to Figure 7.24. The following data were collected during the field permeability measurement of...

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1. Annual maximum recorded floods in a river for the period of 1951 to 1977 is given below. Verify whether Gumbel extreme value distribution fit the recorded values. Estimate the flood discharge with recurrence interval of (i) 100 years and (ii) 150 years by graphical extrapolation. Year 1951 1952 1953 1954 1955 1956 1957 1958 1959 Маx 2947 3521 2399 4124 3496 2947 5060 4903 3757 Flood (m³/s) Year 1960 1961 1962 1963 1964 1965 1966 1967 1968 Мах 4798 4290 4652 5050 6900 4366 3380 7826 3320 Flood (m3/s) Year 1969 1970 1971 1972 1973 1974 1975 1976 1977 Маx 6599 3700 4175 2988 2709 3873 4593 6761 1971 Flood (m³/s)
The peak flow data for 5 years is provided in the table below. Based on the table below, what are the correct values for a, b, and c? Flow peak (cfs) 9800 3540 1300 7560 12320 Rank a a=4, b=0.5, c=3 O a=4, b=0.5, c=1.5 O a=2, b=0.667, c=3 a=4, b=0.167, c=3 O a=2, b=0.167, c=2 O a-3, b=0.167, c=1.5 Probability b Recurrence Interval с
Problem 1. The mean daily discharge hydrograph from a basin is given below. It is known that the recession limb of this hydrograph has three components: channel storage, interflow, and baseflow. Assuming that the recession part of the hydrograph follow the geneeral depletion equation, find the values of K, and a for each of the flow components using Barnes (semi-log) method. (K=e") Date 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Q (m³/s) 278 265 5350 8150 6580 1540 505 280 219 195 179 167 157 147 139 131 123 117 111 105 100
Compute the Rainfall Depth and the Rainfall Intensity of the given data. Show all your solution. 田 YEAR MONTH DAY RAINFALL RAINFALL RAINFALL DEPTH INTENSITY 2013 1 2013 2. 8.2 2014 1. 2014 2. -1 2015 1. 1 1.6 2015 0. 2016 1 1 -D1 2016 1 0. 2017 0. 2017 2.3 2018 1 1.3 2018 -1 2019 1 2019 2020 -1 2020 1 10.5 2. 2. 2. 21 1. 1. 1. 1. 1, 1. 1. 1. 1.
A weir installed at the end of a rectangular channel controls the flow of water. The rate of flow is 0.62 m^3/s. If the error in measuring the head is 0.018m, determine the percentage error in the measured flow if the weir is a suppressed rectangular with L = 4.5m. A) 16.98% B 15.58% (c) 12.21% (D) 14.32%
Refer to Figure 7.24. The following data were collected during the field permeability measurement of a confined aquifer using a pumping test. Determine the hydraulic conductivity of the permeable layer. Use Eq. (7.49). Thickness of the aquifer, H = 4.5 m Piezometric level and radial distance of the first observation well: h1 = 2.9 m; r1 = 17.8 m Piezometric level and radial distance of the second observation well: h2 = 1.8 m; r2 = 8.1 m Rate of discharge from pumping, q = 0.5 m3/min
Problem 2.2: What reservoir capacity is required to produce a uniform yield of 72*10° m³/year for a site where the monthly inflows during a critical flow period are tabulated as below? All monthly flows are in 106 m³/month. Years O 1 2 3 N D 18 8 16 16 21 4 8 15 18 Answer: V = 51*106 m³. J 27 9 35 F M A 13 30 10 2 3 4 15 19 8 M 5 1 5 J 4 0 0 J 3 0 2 A S 0 0 0 0 5 6
Use the Clark unit hydrograph procedure to compute and plot the 3-hr unit hydrograph for a watershed that has an area of 1,100 km^2 and a time of concentration of 5 hr. The Clark storage coefficient is estimated to be 4 hr. Use a 1-hr time interval for the computations and apply the U.S. Army Corps of Engineers synthetic time-area relationship. Extend the unit hydrograph to t = 25 hr to capture the recession limb.
A 1-hour UH (1 unit=1 cm) can be represented by an isosceles triangle with peak at 4 hours and peak flow of 15 m³/s. The peak of the resulting streamflow from a 1-hour rainfall of depth 2 cm will be: O 30 m3/s at 8 hours; O 30 m3/s at 4 hours 15 m3/s at 4 hours; 15 m3/s at 1 hour;
The annual peak flow data were recorded between 1980 and 2021 at a particular section of a river. Annual peak flows have been transformed into log values and the following statistics are obtained. Mean of log transformed peak annual flows = 3.525 Standard deviation of log transformed peak annual flows = 0.178 Skewness of log transformed peak annual flows = -0.235 a. Estimate the 2% AEP peak discharge by assuming that the annual peak flow data follows Log-Pearson type III distribution. b. Estimate the 2% AEP peak discharge by assuming the peak flow data are lognormally distributed. c. Compare the peak discharge obtained from two methods (l.e. Log-Pearson type III distribution and Lognormal distribution).
A concrete dam and the flow net are shown in the Figure below. The following parameter are-5 3 given as: Nd=12, Nf=3.8, k=2.6X10 m/sec, and Ɣsat=19.5 kN/m .a) Calculate the total quantity of water lost by seepage in m3/day.b) What is the water quantity for each flow channel?c) What is the reading of pizometer if its location 1.5 m above datum?d) What is the factor of safety against piping at the down stream?
Q) The ordinates of a 3-hour UH are given in the following table: Time (Hours) 3 6. 9 15 18 21 24 27 30 3-hour UH (m³/s) 10 30 50 40 30 10 2 (a) Estimate the area of the basin. (b) Determine the DRH ordinates due to two ER of 2 cm and 3 cm occurring in two successive 3-hour durations each. (c) Estimate the flood hydrograph ordinates if the base flow at time 0 h is 10 m³/s and increase to reach 20 m/s at time of 30h. (d) Estimate the total runoff volume