Q 1 (part ii) A 4m wide rectangular channel (n=0.013) carries the water on a 2% slope from the maximum flow of a 100-hectare construction near the Homebush Olympic site. Determine the water depth for a 20-year storm if the time of concentration is 45 minutes and the runoff coefficient C20 is 0.55. (Storm Intensity in millimeters per hour at Homebush Olympic Site is given in the below table) Duration Average Storm Recurrence Interval (years) 1 2 5 10 20 50 100 5 min 98.6 126.5 161.9 180.8 207.2 241.4 267.4 10 min 75.7 97.5 126.1 141.5 162.8 190.7 211.8 15 min 63.3 81.8 106.4 119.9 138.4 162.6 181 30 min 45 58.3 87.2 101.2 119.6 133.7 45 min 36.1 46.9 71.1 82.8 98.3 110.2 60 min 30.7 40 61.2 71.4 85 95.5 3 hr 15.2 19.8 30.1 35.1 41.7 46.8 6 hr 9.7 12.6 19 22.2 26.4 29.6 12 hr 6.2 8 12.1 14.1 16.7 18.7 24 hr 4.02 5.23 7.9 9.19 10.9 12.21 72 hr 1.92 2.5 3.77 4.38 5.19 5.81 Select one: O a. 0.78 O b. 0.42 O c. 0.66 O d. 0.52 76.9 62.4 53.5 26.4 16.7 10.6 6.94 3.31

Q 1 (part ii) A 4m wide rectangular channel (n=0.013) carries the water on a 2% slope from the maximum flow of a 100-hectare construction near the Homebush Olympic site. Determine the water depth for a 20-year storm if the time of concentration is 45 minutes and the runoff coefficient C20 is 0.55. (Storm Intensity in millimeters per hour at Homebush Olympic Site is given in the below table) Duration Average Storm Recurrence Interval (years) 1 2 5 10 20 50 100 5 min 98.6 126.5 161.9 180.8 207.2 241.4 267.4 10 min 75.7 97.5 126.1 141.5 162.8 190.7 211.8 15 min 63.3 81.8 106.4 119.9 138.4 162.6 181 30 min 45 58.3 87.2 101.2 119.6 133.7 45 min 36.1 46.9 71.1 82.8 98.3 110.2 60 min 30.7 40 61.2 71.4 85 95.5 3 hr 15.2 19.8 30.1 35.1 41.7 46.8 6 hr 9.7 12.6 19 22.2 26.4 29.6 12 hr 6.2 8 12.1 14.1 16.7 18.7 24 hr 4.02 5.23 7.9 9.19 10.9 12.21 72 hr 1.92 2.5 3.77 4.38 5.19 5.81 Select one: O a. 0.78 O b. 0.42 O c. 0.66 O d. 0.52 76.9 62.4 53.5 26.4 16.7 10.6 6.94 3.31

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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Exercise [21 For a given basin, the following are the infiltration capacity rates at various time intervals after the beginning of the storm. Make a plot of the f-curve and establish an equation of the form developed by Horton. Also, determine the total rain and the excess rain (runoff). Time Precipitation rate Infiltration capacity (cm/hr) 3.9 (min) (cm/hr) 1 5.0 2 5.0 3.4 3 5.0 3.1 4 5.0 2.7 2.5 2.3 5.0 6. 7.5 7.5 7.5 2.0 10 1.8 7.5 7.5 2.5 2.5 2.5 12 1.54 14 1.43 16 1.36 18 1.31 20 1.28 22 2.5 1.25 Irigation Engineering Assignment No.1) Time Precipitation rate Infiltration capacity (cm/hr) 1.23 1.22 1.20 (min) (cm/hr) 24 26 28 2.5 2.5 2.5 30 2.5 1.20 Note: Excess rain (runoff) = Total precipitation Infiltration loss.
Q2. Direct runoff hydrograph and catchment area The outflow hydrograph from the storm in Q1 is as follows: Time (hours) Discharge (m³s²) Time (hours) Discharge (m³sª) 12 4 14 1 13 5 13 2 24 12 3 17 Estimate: a) The direct runoff hydrograph (assume baseflow is constant and equal to 12 m³s4). b) The area of the catchment.
Q3: A river catehment has a 2.0 hour unit hydrograph with the ordinates 0,3,11,35,55,66,63,40,22,9 and 2 m'/sec. Assume that the base flow at time t=0 hour is 50 m/sec and linearly increases to 74 m'/sec at t=24 hour. Compute the hydrograph resulting from two successive 2.0 hour periods of effective rainfall of 2.0 cm and 3.0 cm respectively.
Q3) Given the equation of infiltration curve for ascertain area given as following: I=1.3+4.2 *exp(-0.0063*t) and t in minute, compute the volume of runoff and Index of rainfall data shown below: Time (hour) 1 3 4 5 Rainfall (mm)6 8.5 12.8 12.2 6.5 3
Total observed runoff volume during a 6 hour storm with a uniform intensity of 4cm/ hr is 30 x 106m³, from a basin of 150km² 3 area.what is the average infiltration rate. A 0.67 cm/hr B 0.8 cm /hr C 0.5 cm/hr D 1 cm/hr
A watershed has an area of 3.9 acres, a runoff coefficient of 0.66 and an inlet time of 12.2 minutes. The design precipitation intensity in a watershed is given by: i = 125.2T0.175/(Td +27) where i is the intensity in inches per hour, T is the return period and Td is the duration in minutes. Determine the design discharge for a 100-year return period in ft³/s.
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3. For a 2 hour, 8 mm/h intensity rainfall, the hydrograph given in Table is observed. The area of watershed is 500 km² Table: Propeller readings Time 0 flow rate (m³/s) 8 2 4 6 14 18 30 8 10 12 45 38 28 14 16 18 20 22 24. 18. 14 10 a) Obtain 2 hour unit - hydrograph for the considered flow section b) Obtain 4 hour unit- hydrograph for considered flow section. c) Obtain the hydrograph of a rainfall with 4 hour duration and 10 mm/h intensity. 24 8 8
(2) alu In fig. if o index = 8 mm/hr, then the rate of runoff and infiltration are --mm, 40 40 30 30 25 20 10 10 30 60 90 120 150 180 Time, min R=24 mm, F= 57.5 mm R= 57.5 mm, F=24mm R= 81.5 mm, F= 24 mm Rainfall intensity, mm/h
a. Using the rainfall data provided in Table 1, the two-hour unit hydrograph given in Table 2, a index of 0.5 cm/h, and a baseflow of 20 m/s: Determine the surface runoff hydrograph from the 4-hour rainfall; Compute the peak streamflow and hour of occurrence; I. Estimate the volume of stream occurring between the fourth and eight hours. b. Use the two-hour Unit hydrograph to develop the five-hour unit hydrograph. Table 1 Rainfall data Time Interval (h) 0=2 2-4 Rainfall (cm) 3.5 2.5 Table 2 Unit hydrograph ordinates Time (hr) 1 2 4 5 10 UH (m/s) Activate GOo Settir 3 11 18 26 24 17 3. 00
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2 %V9 li. 3 (9 This question requires one response per row The base flow for this direct runoff hydrograph is: 0 4 8h o Index = 0.135 cm/h Rainfall excess = 5.52 cm 30 25 20 15 Direct runoff 5.52 cm 10 A Base flow -6 0 12 18 24 30 36 42 48 54 60 66 Time in hours -6 8 5.52 48 Discharge (m/s) 3.26 cm 2.26cm