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; 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

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; 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

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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The streamflow data given in the table was produced by a storm of 1-hour duration considered to have uniform intensiry over the catchment. If the catchment area is 5 km', calculate the equivalent runoff depth for the catclument. Q. Total (n/s) flow Q. (n/s) Time Baseflow (hr) 2.80 2.80 2.78 2.60 3 6.23 2.60 14.50 2.60 16.57 2.60 13.03 2.60 7. 9.35 2.60 5.95 2.60 4.25 2.60 10 2.97 2.60 2.12 2.12 12 1.70 1.70 13 1.53 1.53 14 1.53 1.53
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
QUESTION For a 2 hour, 10 mm/h intensity rainfall, the hydrograph given in Table is observed. The area of watershed is 400 km². Table; Propeller Readings Time 0 2 4 6 8 Flow Rate (m³/s) 16 22 26 10 12 14 16 18 20 38 53 46 36 32 36 22 22 24 18 16 16 a) Obtain 2 hour unit - hydrograph for the considered flow section. b) Obtain 6 hour unit - hydrograph for the considered flow section. c) Obtain the hydrograph of the rainfall with 6 hour duration and 12 mm/h intensity.
The stream flow data for a basin with an area of 3500 km2 are given in the table 1, a. Separate the base flow using: (i) Constant discharge method (ii) Constant Slope Base flow method b. Determine the Equivalent runoff depth of the direct runoff. Table 1: Accumulative Time Total Flow (m/s) Number 8:00 am 16 9:00am 15 3 10:00am 35 11:00am 60 5 12:00 Noon 80 1:00pm 110 7 2:00pm 80 8 3:00om 60 4:00pm 5:00pm 44 10 38 11 6:00pm 33 12 7:00pm 29 13 8:00pm 25 14 9:00pm 15
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
5. From the 1mm 6 hour unity hydrograph given below, derive the 2 hour unit hydrograph. Time 12 18 24 30 (hrs) UH 15 8 3.6 0.6 0.0 (cumecs) What would be the peak surface runoff resulting from 3mm of rainfall falling in the space of two hours?
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.
Q2) For a total rainfall of 44 mm, distributed as shown in the table (3), establish the o index of the catchment area for a surface runoff of 19.5 mm. Table (3) Rainfall intensity versus time. Time Rainfall intensity (mm/hr) 1 4 21 3 9. 4 6. 4
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
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.
Develop the Total I 1-hour Unit Hydro o Index is 2 cm Assume a baseflow of 2 m/s. SHOW SAMPLE CALCULATION BELOW for all types of calculations you need to do. ograph (TH) from a 3-hour duration storm on a watershed whose 1(UH) is given in the first two columns of the table below. Storm Data: Time 1" hour 2nd hour 3rd hour Rainfall depth (cm) 4 3 2.5 Computation Table (Please Fill-in the Blanks as needed) I-hr UH Time (hr) Direct Runoff per period and baseflow (use space as needed) Total Hydrograph Q (cms) (m'/s) 58 110 96 53 26 14 8. 9 4 10 3 11 1.5 12 13 14 15 16 Sample calculation (with proper units): Runoff depth sample calculation needed.A completely-worded sample calculation using Principle of Linearity is a must for any partial credit. Must show unit cancellations. Additional space in the nex page.
Given the drainage area in above Figure calculate the discharge at the outfall using the rational method. Use the5-year rainfall intensity-duration curve Other data are: •for Area 1, C=0.50, Area = 1.3 acres, and inlet time = 7 mins; •for Area 2, C= 0.40 , area = 2.5 acres , and inlet time 5 mins•for Area 3, C=0.70, area 3.9 acres, and andinlet time = 5 mins.The sewer lines in Areas 2 and 3 are each 500 ft in length; and the average velocity of flow in the sewers may be assumed to be 3.0 ft/sec.