Time 3 9 12 15 18 | 21 24 27 30 (hour) 3 10 30 80 60 50 40 30 10 2 hour UH (m/s) (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

Time 3 9 12 15 18 | 21 24 27 30 (hour) 3 10 30 80 60 50 40 30 10 2 hour UH (m/s) (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

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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A watershed covering 28.16 mi2 has a system of seven rainfall gages, as shown on the map in the Figure. Using the total storm rainfall depths given in the accompanying table, determine the average rainfall over the watershed using: (a) arithmetic averaging and (b) the Thiessen polygon method. Gage ABCDEFG А с P₁ (in.) 5.13 6.74 9.00 6.01 5.56 4.98 4.55 A₁ (mi²) 1.74 6.70 1.77 13.02 0.83 2.68 1.42 28.16 B. . E 1 in. = 3.9 mi .F . G
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
Q1: A hydraulic structure on a stream has been designed for return periods of 50 and ST 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. 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)
(b) Given in Table Q4 are the flood records for 15 years at a dam site. Determine by any frequency method the 50 years flood and the recurrence interval of flood peaks of 5000 m³/s Table Q4: Flood records Flood peak (m³/s) 3110 Flood peak |(m³/s) 2380 Year Year 1937 1945 1946 3810 7800 1938 5800 1939 3090 1947 1940 1948 1723 3630 4525 3250 1941 1949 1950 1951 1942 6600 5260 4980 1943 9200 1944 2290
You have been given a 1-hour unit hydrograph (1 unit = 1 cm) and have been asked to use it to derive the surface runoff hydrograph for a 2-hour storm for which the total depth of rainfall excess was X cm and the intensity was constant. To derive it, you can: Multiply the ordinates of the 1-hour unit hydrograph by X/2 Find the 2-hour unit hydrograph and then multiply its ordinates X/2 Consider the storm as having two 1-hour periods of depth X/2 , multiply each 1-hour UH by X/2, lag them by 1 hour, and then add their ordinates. Multiply the ordinates of the 1-hour unit hydrograph by 2X
4. A river stage is readily measured by reading a USGS stream gage placed in the riverbed. During a storm event, the stage can be measured directly. From this, a discharge hydrograph can be inferred.The following stage levels were measured during a storm event: Analysis of this river revealed adischarge-stage correlation of Q = 12.43h2.658, where Q = discharge (m3/s) and h = stage (m).Provide both a stage hydrograph and a discharge hydrograph for this storm event.Clearly mark all axes and give each graph a title.
The ordinates of flood hydrograph resulting from a storm of 5 hr duration are given below: Time (hr) 0 10 20 30 40 50 60 70 Q(m°/s) 5 15 35 55 35 25 15 The excess rainfall at the outlet of a 200 km2 catchment is cm. (Answer upto 2 places of decimal). Assume base flow as 5 m3/s.
QUESTION 3 10 A storm with 10 cm precipitation produced a direct surface runoff of 5.8 cm in the equivalent depth unit. The time distribution of the storm is given in Table below. Estimate the @-index of the storm and the excess rainfall hyetograph. Time from start (hr) Incremental 0.4 rainfall in each hr (cm) 4 6. 0.9 1.5. 3.3 T.7 1.6 1.0 0.5
The record of annual peak discharges at a stream gaging station is as follows: Year 1961 1962 1963 1964 1965 1966 1967 1968 1969 Discharge (m/s) 45.3 27.5 16.9 41.1 31.2 19.9 22.7 59.0 35.4 Determine using the lognormal distribution (a) The probability that an annual flood peak of 42.5 ms will not be exceeded. (b) The return period of a discharge of 42.5 m/s. (c) The magnitude of a 20-ycar flood.
From the historical records of a river strearnflow, the mean daily discharge and related standard deviation are 3 78 m3 Is and 92 m3 Is, respectively. Also, the Jagone and Jag-two autocorrelation coefficients are 0.81 and 0. 70. Generate AR(l) and AR(2) models. For a recorded time series, the strearnflow values on day I and day 2 are 321 m3 /s and 385 m3 /s, respectively. Using the two models, determine the mean and standard deviation of predicted strearnflow on day 3.
9:.0 The peak of a DRH is 30 m3/sec for a rainfall depth of 10 cm. The peak discharge of a 6hr UH is * 10 m3/sec 12 m3/sec 6 m3/sec 30 m3/sec 3 m3/sec Find the 50 years flood for the following 10 years flood data using Gumble Distribution, then find the following * Year 2010 2011 2012 2013 2015 2016 2017 2018 2019 2020 a m3/sec 18 30 47 55 28 15 25 <0.05 0.06-1 1.1-10 20-25 mean, m3/s standard