The annual peak flow rates in a river between 1980 and 1996 are as follows:YearPeak flow(ft³/s)198991931990 51421991 78841992 413219931213619945129199572361996 6222Year Peak flow(ft³/s)1980 80001981 55501982 33901983 63901984 58891985 71821986 105841987115861988 8293Use Gringorten formula (GEV distribution) (a = 0.40) to estimate peak flow rate for a 20-yearreturn period.

Annual peak flow rates in a river between 1980 and 1996:YearPeak flow,…

The annual peak flow rates in a river between 1980 and 1996 are as follows: Year Peak flow Year Peak flow (ft³/s) 1980 8000 1981 5550 1982 3390 1983 6390 1984 5889 1985 7182 1986 10584 1987 11586 1988 8293 (ft³/s) 1989 9193 1990 5142 1991 7884 1992 4132 1993 12136 1994 5129 1995 7236 1996 6222 Use Gringorten formula (GEV distribution) (a = 0.40) to estimate peak flow rate for a 20-year return period.

The annual peak flow rates in a river between 1980 and 1996 are as follows: Year Peak flow Year Peak flow (ft³/s) 1980 8000 1981 5550 1982 3390 1983 6390 1984 5889 1985 7182 1986 10584 1987 11586 1988 8293 (ft³/s) 1989 9193 1990 5142 1991 7884 1992 4132 1993 12136 1994 5129 1995 7236 1996 6222 Use Gringorten formula (GEV distribution) (a = 0.40) to estimate peak flow rate for a 20-year return period.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Flow measurement of river Netravati at Bantwal (catchment area = 4000 km²) yielded the following annual volumes: Year 1970–71 1971-72 1972-73 1973-74 1974-75 1975-76 1976-77 1977-78 1978-79 1979-80 Observed annual flow (Mm³) 15925 14813 11726 11818 12617 15704 8334 12864 16195 10392 Year 1980-81 1981-82 1982-83 1983-84 1984-85 1985-86 1986-87 Observed annual flow (Mm³) 16585 14649 10662 11555 10821 9466 9732 The withdrawal upstream of the gauging station (for meeting irrigation, drinking water and industrial needs are 95 Mm³ in 1970-71 and is found to increase linearly at a rate of 2.1 Mm³/year. The annual evaporation loses from the water bodies on the river can be assumed to be 4.1 Mm³. Estimate the 80% dependable yield at Bantwal.
A catchment is idealized as a 25 km × 25 km square. It has five rain gauges, one at each corner and one at the centre, as shown in the figure. G₂ G₁ O G5 GA G3 During a month the precipitation at these gauges is measured as G₁ = 300 mm. G₂ = 285 mm, G₂ = 272 mm, G₂ = 290 mm and G5 = 288 mm. The average precipitation (in mm up to one decimal place) over the catchment during this month by using the Thiessen polygon method is
An engineer wanted to determine Q20 when he designed a bridge for a highway. He collected and recorded the measured discharge from a station of the river as shown in the following table. He assumed the flood frequency follows the LP3 distribution. Determine Q20. Values of z used for flood frequency analysis as given as follows ARI z 100 2.326 50 2.054 20 1.645 10 1.282 0.842 Run Q (m³/s) 1 130 430 3 130 4 180 80 380 280 8. 180 9 230 10 330 2.
Following are the data of gauge and discharge collected at a particular section of the river by stream gauging operation. Gauge Discharge reading (m) (cms) 6.4 20 6.4 40 6.5 76 6.5 52 6.6 80 6.6 133 6.7 200 7.1 227 7.5 533 7.8 800 7.9 1067 8.8 2000 9.3 2667 9.8 3200 Determine the stage for a discharge of 3500 cms. O 10.4 m O 10.3 m O None of the choices O 10.1 m O 10.2 m
A reservoir has the elevation-discharge-storage relationships as shown Storage x 106 (m³) Elevation Outflow (m) 299.5 Discharge Q (m³/s) 5.4 300.2 6.1 15 300.7 6.6 28 301.2 7.2 46 301.7 7.8 81 302.2 8.5 121 302.7 9.4 166 Develop the relationships using At = 3 hours for: (i) Elevation vs S+ [(Q At) / 2] (ii) Elevation vs Outflow Discharge Q, by plotting them on the same graph раper.
4.14 The stage discharge data of a river are given below. Establish a stage-discharge relationship to predict the stage for a known discharge. Assume the stage value for zero discharge as 20.50 m. Determine the stage of the river corresponding to a discharge of 2600 m/s. Stage (m) Discharge (m³/s) Stage (m) Discharge (m³/s) 21.95 100 24.05 780 22.45 220 24.55 1010 22.80 295 24.85 1220 23.00 400 25.40 1300 23.40 490 25.15 1420 23.75 500 25.55 1550 23.65 640 25.90 1760
The water in an open channel drainage canal flows with a velocity of VA = 1.5 m/s into the drainpipe that crosses a highway embankment. Suppose that d = 750 mm A 1m 1.5 m/s 3.5 m B Part A Determine the volumetric discharge through the pipe. Neglect any head losses. Express your answer to three significant figures and include the appropriate units.
Problem 1: Parshall Flume Calculate the flow through the flume with the following conditions: Given: Throat = 8 feet Ha = 8 ft Hb = 7 ft What is Qfree, Qcor, and Qnet?
The hydrograph resulting from an 8-hr storm over a catchment area of 4000 km² is given in the table below. Derive and plot the unit hydrograph for this storm. Time hrs Discharge (m³/s) Base flow (m³/s) 0 120 140 160 180 210 220 280 295 360 380 400 36 60 18 24 30 42 48 54 6 12 120 140 480 1980 2600 2500 1500 1100 540 450 400
Problem 4: Approximating Discharge from Velocity Consider steady flow in a stream d = 0.50 m deep and w = 3.0 m wide ("into the page"): Part A Part B h X X The velocity distribution is u = Umax(1- h²/d²), where Umax = 0.20 m/s. A few sample values are shown in the following table: 0.25 h[m] 0 u [m/s] 0.20 0.15 ▼ Part A On the figure, sketch the velocity profile using the equation. No need to calculate points. Part B On the figure, sketch an approximate velocity profile, with an upper area and a lower area. Plot the average velocity for the upper area and the lower area (hint, recall the wedding cake). Part C Using your approximation, calculate the discharge Q [m³/s]. Part D Using your approximation, calculate the average velocity V[m³/s].
c. Maximum Annual discharge for the Chikasia River near Blackwell, Oklahoma for 1936- 1977 is given in the following table. Find out the recurrence interval of the river for year 1965. Year Mean Discharge (ft/s) Year Mean Discharge (ft/s) Year Mean Discharge (ft/s) 1936 524 1950 375 1964 656 1937 266 1951 1450 1965 835 1938 419 1952 254 1966 184 1939 159 1953 109 1967 189 1940 76.6 1954 71.0 1968 966 1941 199 1955 307 1969 97.6 1942 690 1956 168 1970 158 1943 282 1957 71 1971 337 1944 694 1958 307 1972 661 1945 884 1959 168 1973 739 1946 228 1960 979 1974 161 1947 667 1961 420 1975 151 1948 728 1962 468 1976 1130 1949 1170 1963 908 1977 962
A catchment is having the following inflows and outflows in cubic meters for a year period. The storage at the beginning of the year is having a capacity of 163 cubic meters, determine the volume in the storage at the end of June in cubic meters. Month Inflow Outflow Jan 69 70 Feb 45 22 Mar 56 26 Apr 43 54 May 78 74 Jun 52 48 Jul 52 69 Aug 22 72 Sep 67 65 Oct 56 75 Nov 69 40 Dec 57 33