Hydrology and Irrigation Engineering10CV55 Assignment Questions Unit 1: INTRODUCTION & PRECIPITATION 1. Define hydrology. With a neat sketch, explain the Horton's qualitative representation of the hydrologic cycle. 2. Discuss briefly the importance of hydrology and its practical applications in civil engineering. 3. Draw the Horton’s qualitative representation of hydrological cycle .Explain the cycle of all components /phases? 4. Draw a neat sketch showing the catchment Hydrological cycle. Write down the 'water budget' equation for any one of the zones. 5. Explain with neat sketch, Horton's Engineering representation of' Hydrologic cycle. 6. Hydrology is a highly inter - disciplinary science. Justify. 7. What are the seasons of India? Discuss the movement pattern of wind during monsoon and retreating monsoon seasons in the country. 8. Describe the features - type, amount and distribution of rainfall, of the three seasons of rainfall in Karnataka. 9. List out the various practical applications of hydrology? 10. Define precipitation. Explain different forms of precipitation? 11. What are the forms of precipitation? Explain any one of them? 12. Describe various types and forms of precipitation. 13. Describe the methods of recording of rainfall 14. What are the advantages and disadvantages of recording type of rainguage? 15. Describe the principle of working of a float type recording rainguage with a neat sketch. Discuss its advantages and disadvantages. 16. Differentiate between recording and non - recording type of raingauges. 17. Critically compare recording rainguage (self) with non recording type rainguage. 18. Describe the three methods of determining the average depth of rainfall over an area. Bring out the merits and demerits of each method. 19. An area is composed of a square of side 10 km and an equilateral triangles placed on the left side. The annual precipitation recorded at four corners and the centre of the square considered clock wise from the top left corner is 460mm, 650mm, 760mm, 800mm and Dept of Civil Engineering, SJBIT Page 1 S and T are 1200. 21. A storm produced rainfall of 65.08. 0. Q. 25. 125 and 120mm respectively and the normal rainfall for the broken gauge is 98cm. 780. 26. SJBIT Page 2 . Explain the method of checking rainfall data for consistency and show how records can be adjusted for the current regime. Estimate the missing storm rainfall at station X. If the rainfalls recorded at these gauges during a cyclonic storm are 132. Thiessen polygons constructed for a network of the raingauges in a river basin yielded. 108 and 150 mm respectively. 74. Estimate from depth –area curve . During a month.07. the average depth of precipitation that may be expected over an area of 2400 Sq. 120 and 115mm.11. 24.12.km due to the storm of 27th September 1978 which lasted for 24 hours. P.06 and 0. Thiessen weights of 0.10. 0. 23. 0. Explain how the double mass curve method is used to test consistency of rainfall record. Find the mean precipitation over the area by Thiessen polygon method and find the percentage difference with that of the arithmetic mean method. 1020. The instrument at 'T' is inoperative during that storm.09. 70 and 100mm respectively. 0. The normal annual rainfall at the stations X.Hydrology and Irrigation Engineering 10CV55 700mm respectively. Q. Rain gauges of the apex of the triangle and the next two successive corners of the square record 23. 95. 27. 207. a rain guage went out of order while the other four gauges in the basin reported rainfalls of 110. 90.11. Determine the average depth of rainfall by Thiessen mean and arithmetic mean method. 138. and R respectively. The normal annual precipitation of five rain gauge stations P. Dept of Civil Engineering. Q and R are 660. 20. 0. The isohyetal as map for the storm gave the areas enclosed between different isohyetes as follows. During a particular storm the precipitation recorded by stations P. 18 and 16cm during a storm. Q. 0. 0. determine the Theissen mean rainfall for the catchment. 95. A catchment is in the shape of an equilateral triangle placed over a square. 22. Estimate the missing precipitation at station T. 158. Assume the storm centre to be located at the centre of the area. 1135 and 1350mm respectively.16. estimate the monthly rainfall at the broken gauge. R. The apex of the triangle has recorded 600mm of annual precipitation.10. 114. 792. 786 and 1040 respectively. and 100mm at three stations P. R and S are 135. 156. 162. 0. 135. If the normal annual rainfall for these four gauges are 115. since 1969. Coordinates of these four stations in km with station 'X' as the origin are (18. During a storm. 16). What are the recommendations of Indian standard institution on rain gauge network establishment? Briefly explain optimum number of rain gauge stations in a catchment.5. These values are given below: 158 145 132 95 148 142 140 130 137 130 163 164 155 143 115 135 163 135 143 130 146 161 Station 177 144 178 162 194 168 196 144 160 196 141 at station A in cm 143 132 146 147 161 155 152 117 128 193 156 Yearly Precipitation average yearly precipitation in cm ` i) Find out if any inconsistency in precipitation record of station A is indicated. six neighboring stations have been chosen and the annual rainfall values of these stations have been averaged for all the 1987 1988 1989 1990 1984 1985 1986 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 Year 1980 1981 1982 1983 years on record since 1969. determine the additional number of stations required. 74. 32.Hydrology and Irrigation Engineering Isohyet 21 10CV55 20 19 18 17 16 15 14 13 12 enclosed 54 134 203 254 295 328 353 371 388 391 Area 5 0 5 5 0 5 0 0 5 (mm) 3 (km2) 28. 29. 12 and 9mm. 4) . Data in four surrounding stations during the same storm are recorded as 7. which record 66. A catchment has five rain gauge stations. (-8. In order to check the consistency of the data. The annual rainfall data being reported from a station A for 22 years are available. 30. SJBIT Page 3 . 81. Explain the method of finding optimum number of rain gauges in a catchment. Dept of Civil Engineering. a change in the precipitation regime is indicated? ii) Adjust the recorded data at station A and determine its mean annual precipitation. Determine the percentage error in the arithmetic mean for the area. If you use a formula. derive it. 10. 69 and 90 cm of rainfall in a year. 31. If the error is to be 2% less than this. And if yes. one of the rain gauge stations 'X' failed to record the rainfall. since when. 5 2. A catchment has six rainguage stations. 880 and 680mm respectively.8 2. 5 10 15 Accumulated rainfall .9 3.0 2. 39. Determine the missing rainfall record at station 'X’. 33. what should the required no. the annual rainfall recorded by the gauges are as follows: Station A B Rainfall (cm) 82. at four existing raingauge stations in a basin are 105. How to construct the double mass curve? 38. 450. A catchment has 8 rain gauges of which one is a self recording type and 7 are the standard type. Following are the rain gauge observations during a storm: Time since start of storm.9 180. 35.5 1.Hydrology and Irrigation Engineering 10CV55 (-13. The annual rainfall at 7 rain gauge stations in a basin is 580. mins. The average annual rainfalls in cm. 37.8 136.1 Construct i) Mass curve of precipitation ii) Hyetograph. Determine the additional number of gauges needed. calculate the optimum number of stations in the catchment. What is the percentage accuracy of the existing network in the estimation of the average depth of rainfall over the basin? How many additional gauges are required if it is desired to limit the error to only 10%.8 20 25 30 35 40 45 50 1. if annual precipitation at the 8 stations are? Station A B C D E Rainfall (cm) 74 87 94 88 104 F G H 118 60 95 34. -21) and (-16.6 C D E 102. 600. Dept of Civil Engineering. cms 0. 940. Define rainfall hyetograph.7 For a 10% error in the estimation of the mean rainfall. 23) respectively. 70 and 66.7 2.3 110. 200.2 0. In a year. duration and frequency of rainfall. Define intensity. SJBIT Page 4 .3 F 98. of additional rain gauges. If the average depth of rainfall over the basin is to be estimated within 10% error. Explain mass curve analysis. 36. with a neat sketch.1 0. For a 5% error in the estimation (E) of the mean rainfall. 79. Define i) evaporation ii) potential evapo transpiration iii) Actual evapotranspiration iv) Pan coefficient. Unit 2: LOSSES FROM PRECIPITATION 1. 6. Distinguish between a) Infiltration capacity and infiltration rate. 10. 2. ii) The probability of occurrence of an annual rainfall of magnitude 100cm at a station P iii) 75% depenable annual rainfall at the station. Describe briefly a) Reference crop evapotranspiration b) Actual evapotranspiration 5. explain the measurement of evaporation using IS class A pan. 9. 4. 7. With a neat sketch. 3. 8.Hydrology and Irrigation Engineering 10CV55 40. Dept of Civil Engineering. Describe the factor affecting evapotranspiration process. Briefly explain "Evaporation Process". The annual rainfall values at a P for a period of 20 years area as follows Year 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 Annual 120 84 68 92 102 92 95 88 76 84 101 rainfall (cm) Determine i) The value of annual rainfall at P with a recurrence interval of 15 years. b) Actual and potential evapotranspiration c) Field capacity and permanent wilting point d) Depression storage and interception.Criddle method. SJBIT Page 5 . Define the terms potential evapotranspiration and actual evapotranspiration. Define evaporation. Describe the factors influencing evaporation rate from an open water surface. Explain how consumptive use can be estimated using the Blaney . Discuss briefly the various abstractions from precipitation. giving their relationship with evaporation. State Dalton's law of evaporation and discuss the significance of each parameter in Dalton's equation. Assume pan coefficient-0.30 3.0 7. 15. and irrigation requirement for wheat.5 7. The water spread area in a lake nearby in the beginning of Jan in a year was 2.6 Dec 15. SJBIT Page 6 .8 Jan 13. 19. Effective rainfall cm Nov 18. Calculate the daily lake evaporation from the following data from a class A pan. if the water application efficiency is 65% and the (Cu) coefficient for the growing season is 0. What are the measures taken to reduce the rate of evaporation? 18. °C Monthly % of sunshine hrs.Pan evaporatimeter. What are its drawbacks? 14.0 7.22mm. Following are the data of average monthly percentage sunshine hours (p).8 from the following data: Month Mean monthly temp. 17. Write a neat sketch showing the IS .0 20.8 sq.9 for the evaporation pan considered.20 2. Date 7/6/06 8/6/06 9/6/06 10/6/06 11/6/06 Rainfall (mm) 06 Water added (mm) +08 00 16 03 05 +12 -05 +10 +09 13.Hydrology and Irrigation Engineering 10CV55 11. Explain i) Actual evapotranspiration ii) Potential evapotranspiration iii) Available water.55 sq km. Calculate the loss of water due to evaporation assuming pan coefficient of 0. Describe how it is used to measure the evaporation rates. mean monthly Dept of Civil Engineering. km and at the end of Dec it was measured as 2.75. 12.5 7. 16.7. Pan coefficient is 0. Define pan coefficient with a neat sketch.5 Feb 14.T. Describe the importance of pan coefficient in the determination of lake evaporation. What is the actual evaporation. if 9 litres of water is removed from an evaporation pan of diameter 1. Explain any three methods for determination of lake evaporation. to maintain the stipulated water level in the pan? A rainfall of 9mm has been recorded simultaneously. Explain the IS1 standard evaporation pan.10 2. Determine the E.15 2. 7 0.Dec are 16.52 9.65 0.65 0.14 9.6 Dec 15 7.6.5 7. Explain the methods of estimating yield of a catchment.3 3. 21.55 0. 17.2 8. 26.19 7. 16. Month Mean Monthly Monthly % Effective Temperature (°C) Sunshine hours Rainfall (cm) Nov 18 7.58 7. what is total evapotranspiration during that time period? 21.5 0. 30.7.88 Tm 12 15 20 22 22 20 20 15 10 K 0.2 2. fo and k in the Horton’s equation can be obtained from the Experimental data. 14. Explain how the constant fc.8 0.75 0.4.0. 16.1 2.7.8. 16.8 Jan 13. Explain factors affecting Infiltration capacity.26 8. find the average infiltration rate for Dept of Civil Engineering. Determine the evapotranspiration and irrigation requirement for wheat if the water efficiency is 65% and the consumptive use coefficient for the growing seasons following data.55 0.30 8.7 0. the method of determining infiltration. Month Jan Feb Mar April May June July Aug Sept Oct Nov Dec P 7. 28. Explain the factors affecting infiltration capacity.Hydrology and Irrigation Engineering 10CV55 temperature (Tm) and vegetable's crop coefficient (k) for a place at 20°N latitude. Explain with a neat sketch. If the area of the basin is 300 sq. Total observed runoff volume during a 6 hr storm with a uniform intensity of 15mm/hr is 21. 24.3. 25. Define infiltration.95 8.km.2 9.7. 25.15 2. Describe a double ring infiltrometer for measuring infiltration rate.Index and W . 16.6xl06 cum.5 Feb 14. Define infiltration. 16. What is the significance of the outer ring? 29.6 0.Index.7.4.0 22.5 16 11 8 If a farmer grows vegetables from July to December.7.25 8. At site the value of evaporation in cm from Jan . 21.8 0. What are infiltration indices? Distinguish between Φ .73 7. 28. What are the factors that affect infiltration? 23. 27.7. SJBIT Page 7 .5 7. 5 2.6 x 106 m3.2.index. Given the time distribution of the storm as below.4 0. of water added (cm3).8 1. 33.index. Infiltration equation for a basin is given by f = 5 + 21e-4t. An infiltration test on a ring with 35cm diameter yielded the following data. 1. 5. 12.0. where f is in mm/h and t is in hours. 18. Determine the values of initial infiltration capacity (f0).00 cm precipitation produced a direct runoff of 5.index iii) w .6. Time from the starts (mts) Cumulative vol.hour intervals over a basin of 800km2.Hydrology and Irrigation Engineering 10CV55 the basin. A storm with 10. A 6 hour storm produced rainfall intensities of 7. estimate the ø -index of the storm. Explain briefly: i) infiltration capacity ii) ø .0 0. 36.5 cm/hr is 21. 31.3 1. If the area of the basin is 400 km3.6. 2. Determine the ø . 34. Time from start (hr) Incremental rainfall in each hour (cm) 1 2 3 4 5 6 7 8 0. find the average infiltration rate for the basin.index of the basin. 25. 3. Also determine W . The total observed run off volume during a 6 hour storm with a uniform intensity of 1.8 cm. ii) What is the average infiltration capacity for the first 10 minutes and for the first 30 minutes? 32.5 35. SJBIT Page 8 120 . 2. 10 and 3mm / hr in successive one . The resulting runoff is observed to be 2640 hectare . The rates of rainfall for the successive 30 min period of a 3 hr storm are 1. The rate of infiltration from the beginning of a storm are given below Time (mm) 5 30 60 90 120 150 180 210 240 Rate of infiltration mm/hr 600 54 22 20 16 14 12 08 08 Fit an infiltration capacity curve of the exponential form. Define infiltration.index.8. 0 2 5 10 20 30 60 90 150 0 178 658 1173 1924 2500 3345 3875 4595 5315 i) Determine the infiltration capacity rates for the time intervals.6cm.mt. 37.0 cm/hr. final steady infiltration rate Dept of Civil Engineering. Establish ø . Corresponding surface runoff is estimated to be 3.6 1.9 1. 6cm/hr . 10 and 3mm/h in successive one hour interval over a basin of 800 sq.8 5. Determine the parameters of the Horton's curve. (10 Marks) Time (min) : 0. The resulting runoff is observed to be 2640 ha -m. 18.5 2.Hydrology and Irrigation Engineering 10CV55 (fc) and decay coefficient (k).minutes for calculations) if the runoff is 39mm. SJBIT Page 9 . 43.0 41.index? Explain determination of effective rainfall of a watershed by the phi . Rainfall during the successive 15 minutes of a storm are 6. Determine the Φ . If the catchment had an initial loss of 0. An infiltration test using a ring infiltrometer with 30cm diameter yielded the following data : Time from the start 0 2 5 10 20 30 60 90 150 210 278 658 1173 1924 2500 3345 3875 4595 5315 (minutes) Cumulative volume of 0 water added (cm3) i) Determine the infiltration capacity rates for the time intervals in the experiment.index and w . by the graphical procedure. A 6 hr storm producing rainfall intensities of 7. (10 Marks) 42.5 10 f(mm/h) 8 : 30 60 90 150 7.index for the catchment. 20. 24.1 2. 39. 12. 12 and 9mm.index for the basin. The mass curve of a rainfall of duration 100 min is given below. Calculate the total surface runoff from the catchment Dept of Civil Engineering.6 3. The infiltration rates measured during a test are listed below. For a storm of intensity more than f0.5 6. Determine the Φ .km. 25. 28.6cm and Φ -index of 0. (Hint: consider Φ per 15 . ii) What is the ultimate infiltration capacity rate fc? iii) What is the average infiltration capacity for the first 10 minutes and for the first 30 minutes of the experiment? 40. 38. determine infiltration depth and average infiltration rate for first 15 and 60 minutes.index method. What are phi .6 2. determine the total rainfall. 2. net runoff and W. Find the correlation Dept of Civil Engineering. 3. 11.0 mm/h .Hydrology and Irrigation Engineering Time from 0 start of 10CV55 20 40 60 80 100 0. explain the various components of a flood hydrograph. Write a note on water budget equation. Annual rainfall and runoff in mm.6 3.0 and 12. 5. 2. 12. ii) overland flow and interflow. Briefly explain 'schematic representation of runoff components. With a neat sketch.5 rainfall (min) Cumulative 0 rainfall (cm) 44.2 2.3 3.0.0mm/h and a initial loss of 0. explain the runoff process.index for the storm. Distinguish between i) direct run off and base flow. 8.8mm.18. What are the components of hydrograph? Explain how base flow is separated from a simple storage hydrograph. Unit 3:HYDROGPRAPH 1. What is unit hydrograph? Discuss its use and limitations. 10.5 1. Define the term Runoff and list the various factors that affect the runoff of a given area. Define Runoff. Also explain any one method of base flow separation. SJBIT Page 10 . List the factors affecting runoff. 2. Critically explain any five factors affecting runoff.0 .runoff relation by the method of least squares. Explain 'Unit hydrograph theory'. 6. Compare any three methods used for determining runoff. With a neat sketch. In a 140-min storm the following rates of a rainfall were observed in successive 20-min intervals 6. 4.0. 6. Derive the unit hydrograph from an isolated storm. 9.0.0. Assuming the Φ – index value as 3.13. Define runoff. 7. over a catchment area are given below : Year 1980 81 Rainfall 910 82 83 84 85 86 87 88 89 90 91 1110 605 1300 1470 990 1480 520 1195 900 660 750 (mm) Runoff 305 515 245 620 750 403 654 165 472 390 275 230 (mm) Develop a rainfall . 3rd hour and after 3rd hour respectively.7 and 0. 90.6.8 for 1st hour. SJBIT Page 11 . 0. 5. Zone I II III Area 20 ha 30 ha 50 ha 40 ha Time of concentration 1 hr 3hr 2hr IV 4hr Determine contribution to runoff from all the zones at the end of each hour starting 1st hour ending 8th hour after commencement of rainfall. 150. 15. 17. 2nd hour. 0. 20. what will be the runoff for that year? 13. 80. 52. 27. Given below are the monthly rainfall P and the corresponding runoff R values covering a Dept of Civil Engineering. 0. If the rainfall for a particular year is 125cm. The data in respect of a catchment are as follows : Intensity of rainfall = 1 cm/hr. 130.5 0 16.Hydrology and Irrigation Engineering 10CV55 coefficient. The base can be assumed to have increased linearly.5. Time hrs 0 2 4 6 8 10 12 14 16 18 20 22 4h UH (cumec) 0 25 100 160 190 170 110 70 30 20 6 24 1. The ordinates of a 4h unit hydrograph of a basin area 630 Km2 measured at 2 hour interval are given below. Duration of rainfall = 4 hours Runoff coefficient = 0. Derive the unit hydrograph for a catchment of 200 km2 if the following discharges were Time (hrs) Discharge 17 18 09 10 11 12 13 14 15 16 19 20 21 22 23 24 25 26 (m3/s) observed in the stream as a result of 6 – hour rainfall storm. Derive the ordinates of a 3 – hour unit hydrograph. Obtain the ordinates of 6h unit hydrograph for the basin using S curve technique. Work only up to the peak.hour unit hydrograph for the basin has the following ordinates (m3/s) at 3 – hour intervals: 0. if the 6 . 130. 15. 14. 3).22 .0 6. Estimate 50 year peak flood for the area. Calculate Φ . SJBIT Page 12 .5 9.mm/hr (t + 16)0.5 Runoff coefficient (c) 0.4 7.5 3 2 1 2. where I is in cm/hr and t is in min.5 0.1 12 16 Month 10 11 12 13 14 15 16 17 18 P 30 10 8 2 22 30 25 8 6 R 8 2. Volume of direct runoff after separation of base flow = 10. km .6 0. if the stage and corresponding discharge data of a stream section are available? 21.85 20.6 0.8 where Tr = return period in years and t = time of concentration in minutes.7 0.4 0. the land use pattern has 20% agricultural land (c = 0.5 10 138 8.1 3. 10% forest land (c = 0. (t + 12)0. Assume a concentration time of 35 min and use the function I = 75T0. Month 1 2 3 4 5 6 1 8 9 P 5 35 40 30 15 10 5 31 36 R 0. Dept of Civil Engineering. Runoff started at 3pm on 17/8/2007 Time of rainfall (hrs) 15 18 21 24 03 Depth of rainfall (mm) 12 15 09 22 02 19.5 18.Hydrology and Irrigation Engineering 10CV55 period of 18 months for a catchment. Develop a correlation equation between R and P. A catchment is divided into five sub areas as given below : Subarea (km'*) 1.2 ….16) and rest is impervious.3 1.index of a storm from the following data.6 1.005 with maximum travel length of 2000m.55 0.index on the plot.2 3.2 0. Catchment area = 430 sq. The watershed has a slope of 0.75mm3 . c = coefficient of runoff.9 Calculate the 25 year flood using the rational method. Plot the rainfall histogram and mark the Φ . How do you determine the stage for zero discharge. Rainfall intensity of a Watershed of 5 sq.km area is given by I= 100Tr0. Explain Flow irrigation with the help of neat sketches. What are the basic equations used for flood routing a) Hydrologic method and hydraulic method. What is the necessity of irrigation? 3. 7. 4. What are the reasons for adopting it? 2. (including subgroups) 12. Mention any two empirical formulae for estimating flood? 3. List the benefits of irrigation. 11. What are the benefits that can be accrued from irrigation projects? Explain in brief. Distinguish between a) Hydraulic and hydrological method of flood routing b) Hydrologic storage routing and hydrologic channel routing c) Prism storage and wedge storage.Hydrology and Irrigation Engineering 10CV55 Unit -4: ESTIMATION OF FLOOD & FLOOD ROUTING 1. What do you mean by flood control? Explain any two methods of flood control. 10. What do you mean by the term flood? Mention any two factors affecting flood? 2. 9. Describe a numerical method of hydrologic reservoir routing. List the methods of irrigation and explain any three methods. What are the methods of applying water to crops? Explain any two surface irrigation methods. What are the types of flow irrigation? Explain any two flow irrigation systems. 13. 6. What are the benefits and ill effects of irrigation? 5. List the benefits and ill effects of irrigation. SJBIT Page 13 . What are the primary objectives of an irrigation method? List the various methods of irrigation adopted for distribution of water in the field. 6. Define irrigation. Define the term irrigation. 5. 8. What is Bandhara irrigation? What are its advantages and disadvantages? Explain Phad Dept of Civil Engineering. Define Irrigation. List out the various methods of application of irrigation water. 4. Unit -5: INTRODUCTION TO IRRIGATION 1. if the field capacity of the soil = 30%. What are the physical properties of soil? 4. 20.5 g/cc iv) Effective depth of root zone is 75cm v) Daily consumptive use of water for the given crop is 11mm. 3. What are the functions of irrigation soils? Explain briefly. Define crop rotation. 14.7 m Page 14 . Explain drip irrigation. What are its advantages? List some crop rotations. After how many days will you supply water to soil in order to ensure sufficient irrigation of given crop. 5. 19. After how many days will you supply water to soil (clay loam) in order to ensure efficient irrigation of the given crop if: i) Field capacity of soil is 27% ii) Permanent wilting point is 14%. 8. 2. 6. Unit – 6: SOIL-WATER-CROP RELATIONSHIP 1. With neat sketches. density of soil = 0. if Field capacity of soil = 28% Optimum moisture content. effective depth of root zone = 70 cm and daily consumptive use of water for the given crop = 10. 17. 16. List the advantages of sprinkler irrigation. 9. explain Bandhara irrigation. permanent wilting point = 14%. when water is be supplied Dry density of soil Effective root zone depth Dept of Civil Engineering. Discuss Phad system of irrigation as applied to Bhandhara irrigation.0125 N/cm3. with its limitations. iii) Density of soil is 1. Write short notes on supplemental irrigation.5 mm. List its advantages and disadvantages. How do you estimate the frequency of irrigation on the basis of soil moisture basis? 7. Explain frequency of irrigation and irrigation efficiency. After how many days will you supply water to soil in order to ensure sufficient irrigation of the given crop. Give brief classification of Indian soils. 15. List its advantages and disadvantages.Hydrology and Irrigation Engineering 10CV55 system of irrigation. SJBIT = 16% =13 kN/m3 = 0. Write a short note on infiltration galleries. What are the limitations of sprinkler irrigation system? 18. 11. SJBIT Page 15 . Write a note on crop rotation? Unit –7 :WATER REQUIREMENT OF CROPS 1.25 m Daily consumptive use of water for the given crop = 20 mm. 3. Also find after how many days will you supply water to the soil in order to ensure efficient irrigation of the given crop if Field capacity = 27% Permanent wilting point = 13% Dry density of soil = 1. 6. 8. Field capacity of soil = 27% Permanent wilting point = 14% Density of soil =13 kN/m3 Effective depth of root zone = 0. When will a soil be fertile? How can soil fertility be maintained? 13. Calculate the depth of available soil moisture in the root zone of the clay loamy soil using the following data. The transplantation of rice crop takes 15 days and the total depth of water required by the crop is 60 cm. Delta and Base period. Define various irrigation efficiencies used in irrigation system.Hydrology and Irrigation Engineering Daily consumptive use of water for given crop 10CV55 =12 mm 10. After how many days will you supply water to soil (clay loam) in order to ensure efficient irrigation of the given crop if. 4.5 gm/cm Root zone depth = 1. Determine i) Duty on the field during transplantation ii) Duty at the head of distributory assuming losses of water to be 20% in Dept of Civil Engineering. A water course commands an irrigation area of 800 ha. Explain i) Gross command area ii) Culturable command area iii) Consumptive use 5. Define duty. Obtain the relationship between Duty. Obtain the relationship between them. The intensity of irrigation for rice in this area is 50%. delta and base period and establish the relationship between them. Define 'flow duty' and 'quantity duty'. What are the factors affecting duty? 7. delta and base period. Define duty. What do you mean by Duty and Delta? How are they expressed? 2.75 m Daily consumptive use of water for the given crop =1.1 cms 12. iii) Calculate the discharge required in the water course. A main canal taking off from a storage reservoir has to irrigate a land with the following crops. the details of which are given below. Determine the discharge for which the canal is to be designed. SJBIT Page 16 . Culturable command area of a reservoir is 50000 hectares. Find out the reservoir Dept of Civil Engineering. 9. The base period. calculate the capacity of the main canal. Base period.Hydrology and Irrigation Engineering 10CV55 the water courses. What is the total volume of water required for each crop? 12. Find the required reservoir capacity to cater to the needs of the crops. Culturable command area under a canal system is 50000 hectares. and area under each crop in the command area are given below. Base period Intensity Crop of Duty (days) Irrigation (%) (hectares / cumec) Kharif 110 30 900 Rabi 120 45 2000 Sugarcane 360 20 2500 10. Crops Base period Duty @ field Area under the (days) (Ha/cumec) crop (Ha) Wheat 120 1800 4800 Sugar cane 360 800 5600 Cotton 200 1400 2400 Rice 120 900 3200 11. intensity of irrigation and duty of various crops are given in the table below. Crop Crop period Area to be irrigated Duty (days) (Hectares) (Hect/cumec) Sugar cane (Perinnial ) 365 1250 850 Paddy (Kharif) 120 1500 850 Wheat (Rabi) 120 2500 1700 Assuming 25% losses in the canal system and giving an allowance of 20% for peak demand. duty at the field of difference crops. With a neat sketch. if it is serving 24000 ha of paddy. intensity of irrigation and duty of various crops are given in the following table: Crop Base period Duty Intensity of irrigation (days) (hect/cumecs) (%) Wheat 120 2000 20 Rice 140 900 15 Cotton 180 1600 10 Sugarcane 360 2500 20 13. Design an irrigation channel in alluvial soil according to Laceys silt theory for the Dept of Civil Engineering. explain the cross drainage works constructed for bypassing canal over drainage. 3. 6000 ha of ground nut. Explain various considerations for alignment of a canal. explain any one type in each of cross drainage work 2. Base period. 4. Carrying canal water over the drainage ii) Carrying drainage over the canal. 5. SJBIT Page 17 .Hydrology and Irrigation Engineering 10CV55 capacity.7 6. 6000 ha of maize and 12000 ha of cotton? The following depth (cm) of water is required during different months? Month Paddy Ground nut Maize Cotton September (1-30) 7. Unit – 8: CANALS 1. if the canal losses are 5% and reservoir losses 8%.8 20.2 23. What shall be the reservoir capacity for the season.3 15. What is a Canal? Explain the general considerations for alignment of Canals.6 December (1-31) — Assume 25% canal losses and 20% reservoir evaporation losses.0 November (1-30) 20.9 — 3.9 — — — October (1-31) 29.0 16.4 4.1 8. With a neat sketch. 6. 10. Explain the design principle of trapezoidal notch type of fall. Side slope of channel=½(H):1(V) 7.Hydrology and Irrigation Engineering 10CV55 following data: Full supply discharge=10 cumec. Design an irrigation channel to carry a discharge of 45 cumecs.00. "Lacey's conception of design of canal on an alluvial soil is superior to Kennedy’s concept".1. for the following details. Explain salient features of each of them. Whether the trial depth is suited for the discharge? Dept of Civil Engineering. He had concluded that full supply depth of 1. Design an irrigation channel in alluvial soil according to Lacey's silt theory for the following data: Fully supply discharge =15 m/sec.0225 and m = 1. Lacey's silt factor = 1. A channel section has to be designed for the following data: Discharge Q = 30 cumecs.9.8 m is sufficient for the canal. 12. Assume N = 0. 17. Side slope : 0.49.726 in the equation V = C RS. Design an irrigation channel to carry 50 cumecs of discharge. Give the classification of canals.8m. Assume a trial depth for D as 1. What are the factors to be considered in alignment of an irrigation canal? What are the main functions of head regulator and cross regulator? 13. Justify the statement.16 m/km Critical velocity ratio =1 9. SJBIT Page 18 . 18. Discharge = 45 cumecs Manning's Rugosity coefficient = 0. Write the steps involved in hydraulic design of an aqueduct. silt factor = f = 1 side slope = 1H : 2V. List the functions of head regulator and cross regulator work.0225 Bed slope of channel =0. Lacey’s silt factor=0.1 and Chezy's C . Side slope of channel =2 H: 1V 16. Design an irrigation canal for the following data using Lacey's silt theory. 14. The channel is to be laid at a slope of 1 in 4000. Use Kennedy's theory. Take CVR = 1. The channel has a bed slope of 0. 8.0.7 m. Silt factor f . Check whether his design can be adopted. 15. Assume trial depth = 2. Full supply discharge = 35 cumec.5 H : 1 V Find also the longitudinal slope. An irrigation engineer has designed an irrigation canal using Kennedy's theory. 11.16 meter per kilometer.
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