A-soil-has-a-bulk

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

A

INSTRUCTIONS: Read the following problems and answer the questions, choosing the best answer among the choices provided. Shade the letter of your choices on the answer sheet provided. Shade letter E if your answer is not among the choices provided. Strictly no erasures. SIT. A: A soil has a bulk density of 1,910 kg/m3 and a water content of 9.5%. The value of Gs is 2.70. 1. Calculate the void ratio of the soil. A. 0.55 B. 0.41 C. 0.87 D. 0.94 2. Calculate the degree of saturation of the soil. A. 46.6% B. 55.1% C. 44.5% D. 50.2% 3. What would be the value of density if the soil were fully saturated at the same void ratio? A. 2.10 Mg/m3 B. 2.21 Mg/ C. 1.9 Mg/m3 D. 1.88 Mg/m3 SIT. B: A retaining wall is 8 m high. The properties of the soil retained are shown on the diagram GE-1. GE-1

q = 10 kN/m^2 c = 0,  = 30o γd = 17 kN/m3

3m

W.T.

c = 10,  = 25o γsat = 21 kN/m3 5m

4.

Calculate the maximum lateral earth pressure acting on the wall. A.

5.

58.4 kPa

C.

84.2 kPa

D. 63.2 kPa

Calculate the resultant total force acting on the wall due to soil pressure. A. 276.1 kN

6.

B. 95.7 B. 205.2 kN

C. 336.8 kN

D. 247.5 kN

Calculate the height above the base of the wall at which the resultant force acts. A. 2.42 m

B. 2.67 m

C. 3.12 m

D. 2.83 m

SIT. C: A direct shear test, when conducted on a remolded sample of sand, gave the following observations at the time of failure: Normal load = 288 N shear load = 173 N. The cross sectional area of the sample = 36 cm.sq. 1

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

7.

Determine the angle of internal friction. A. 53o

8.

B. 37o

C. 31o

D. 59o

The magnitude of the major principal stress in the zone of failure. A. 112.1 kPa

9.

A

B. 163.5 kPa

C. 152.1 kPa

D. 92.3 kPa

Determine the magnitude of the deviator stress if a sample of the same sand with the same void ratio as given above was tested in a tri-axial apparatus with a confining pressure of 60 kPa. A. 188 kPa

B. 104 kPa

C. 164 kPa

D. 128 kPa

SIT. D: A sand sample of 35 cm2 cross sectional area and 20 cm long was tested in a constant head permeameter. Under a head of 60 cm, the discharge was 120 ml in 6 min. The dry weight of san used for the test was 1120 g, and Gs = 2.68. 10. 11. 12.

Determine the hydraulic conductivity in cm/sec. A. 1.904 x 10-3 B. 3.174 x 10-3 C. 9.722 x 10-3 Determine the discharge velocity in cm/sec. A. 5.712 x 10-3 B. 9.522 x 10-3 C. 2.917 x 10-4 Determine the seepage velocity in cm/sec. A. 2.36 x 10-2 B. 2.12 x 10-2 C. 1.41 x 10-2

D. 5.833 x 10-3 D. 1.750 x 10-4 D. 1.59 x 10-2

SIT. E: The surface of a saturated clay deposit is located permanently below a body of water. Laboratory tests have indicated that the average natural water content of the clay is 41% and that the specific gravity of the solid matter is 2.74. 13. 14.

15.

Find the submerged unit weight of soil in lb/ft3. A. 47.41 B. 29.33 C. 35.15 D. 52.72 What is the vertical effective pressure at a depth of 37 ft below the top of the clay in lb/ft2. A. 1,301 B. 1,754 C. 1,085 D. 1,951 If the water remains unchanged and an excavation is made by dredging, what depth of clay must be removed to reduce the effective pressure at point A at a depth of 37 ft by 1000 lb/ft2? A. 18.56 ft B. 21.11 ft C. 12.90 ft D. 15.90 ft

SIT. F: Soil investigation at a site gave the following information. Fine sand exists to a depth of 10.6 m and below this lies a soft clay layer 7.60 m thick. The water table is at 4.60 m below the ground surface. The submerged unit weight of sand b is 10.4 kN/m3, and the wet unit weight above the water table is 17.6 kN/m3. The water content of the normally consolidated clay wn = 40%, its liquid limit wt = 45%, and the specific gravity of the solid particles is 2.78. The proposed construction will transmit a net stress of 120 kN/m2 at the center of the clay layer. 16.

The submerged unit weight of clay in kN/m3 is 2

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

17.

SET A

A. 7.76 B. 7.54 C. 8.05 D. 8.28 The effective vertical stress in kPa at the mid height of the clay layer is A. 172.85 B. 172.01 C. 173.95 D. 174.82

SIT. G: A soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at an additional stress of 160 kN/m2. Determine: 18. 19. 20.

The cohesion of the soil in kN/m2; A. 42.42 B. 39.48 C. 35.50 D. 48.06 The angle of internal friction; A. 19.47o B. 18.21o C. 16.48o D. 21.83o The angle made by the failure plane with the axial stress in the tri-axial test. A. 54.74o B. 73.52o C. 70.53o D. 53.24o

SIT. H: A soil sample has a unit weight of 112.67 lb/ft3 when its degree of saturation is 75%. Its unit weight is 105.73 lb/ft3 when its degree of saturation is 50%. Solve for the following: 21. Void ratio of the soil sample. A. 0.60 B. 0.70 C. 0.80 D. 0.90 22. Percentage of soil solids. A. 33.33% B. 44.49% C. 55.51% D. 66.67% 23. Dry unit weight of the soil sample A. 81.75 lb/ft3 B. 87.80 lb/ft3 C. 91.80 lb/ft3 D. 95.75 lb/ft3 SIT. I: A specimen of moist soil weighing 122g has an apparent specific gravity of 1.82. The specific gravity of the solids is 2.53. After the specimen has oven-dried, the weight is 104g. (Note: Apparent unit weight is the ratio of the bulk unit weight to the unit weight of water) 24. Determine the void ratio of the soil. A. 0.787 B. 0.520 C. 0.631 D. 0.685 25. Determine the porosity of the soil. A. 0.440 B. 0.387 C. 0.407 D. 0.342 26. Determine the dry density of the soil. A. 1.66 g/cc B. 1.50 g/cc C. 1.42 g/cc D. 1.55 g/cc SIT. J:

27. 28.

Convert units to metric…When the degree of saturation of a soil mass is 50%, its unit weight is 105.73 pcf. When the degree of saturation is 75%, its unit weight is 112.67 pcf. Determine the specific gravity of the soil solids. A. 2.65 B. 2.73 C. 2.58 D. 2.62 Determine the percent soil solids. 3

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

A

A. 43.56% B. 55.51% C. 62.17% D. 33.88% 29. Determine the dry unit weight of the soil. A. 86.45 pcf B. 91.80 pcf C. 94.07 pcf D. 80.34 pcf SIT. K: The maximum and minimum void ratios for a sand are 0.805 and 0.501 respectively. The field density test performed on the same soil has given the following results:  = 1.81 Mg/m^3, ω = 12.7%. Assume Gs = 2.65. 30. 31. 32.

Calculate the dry density in kg/m^3. A. 1,457 B. 1,580 Calculate the void ratio. A. 0.531 B. 0.587 Compute the density index. A. 0.85 B. 0.61

C. 1,606

D. 1,814

C. 0.653

D. 0.606

C. 0.57

D. 0.51

SIT. L: A pumping test was carried out for determining the hydraulic conductivity of soil in place. A well of diameter 40 cm was drilled down to an impermeable stratum. The depth of water above the bearing stratum was 8 m. The yield from the well was 4 cu.m./min at a steady drawdown of 4.5 m. 33. Determine the hydraulic conductivity of the soil in m/day if the observed radius of influence was 150 m. A. 196.9 m/day B. 131.2 m/day C. 234.4 m/day D. 214.8 m/day GEO 5:

34. 35.

From the given data, shows a sieve analysis of soil samples A, B and C. Soil Sample Sieve no. Diam (mm) A B C #4 4.760 90 100 100 #8 2.380 64 90 100 #10 2.000 54 77 98 #20 0.840 34 59 92 #40 0.420 22 51 84 #60 0.250 17 42 79 #100 0.149 9 35 70 #200 0.074 5 33 63 Characteristics of – 40 fraction LL 46 47 PL 29 24

Classify soil A using AASHTO method. A. A-1-a B. A-3 Classify soil B using AASHTO Method.

C. A-1-b

D. A-4

4

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

36.

A. A-2-7(1) B. A-2-7(5) Classify soil C using AASHTO Method. A. A-7-5(13) B. A-7-5(20)

SET A

C. A-2-6(1)

D. A-2-6(5)

C. A-7-6(13)

D. A-7-6(20)

SIT. M: A long footing 2 m wide is buried at a depth of 1 m. Water table is located 0.40 m from the ground surface. Soil above the water table has a unit weight of 19.65 kN/m3 and the saturated soil has a unit weight of 21.70 kN/m3. The soil is cohesionless and has an angle of shearing resistance of 20o. Nc = 17.69, Nq = 7.44, and Nj = 3.64. 37. Determine the overburden pressure on the soil. A. 14.99 kPa B. 22.76 kPa C. 16.23 kPa D. 20.88 kPa 38. Determine the ultimate bearing capacity of the soil. A. 164.03 kPa B. 154.81 kPa C. 212.61 kPa D. 198.63 kPa 39. Determine the safe gross load per meter width that the footing can carry assuming a factor of safety of 1.75. A. 242.98 kN/m B. 176.93 kN/m C. 227.01 kN/m D. 187.46 kN/m SIT. N: A concrete gravity retaining wall is 6.6 m high and 3.2 m wide. The thickness of the soil at the front of the wall is 2 m. The soil has the following properties: c’ = 0, ’ = 35,  = 1,800 kg/m^3 and conc = 2,400 kg/m^3. 40. Calculate the active thrust on the wall in kN. A. 116.5 B. 104.3 C. 172.9 D. 384.6 41. Calculate the passive thrust on the wall in kN. A. 215.1 B. 130.2 C. 197.8 D. 107.2 42. Calculate the factor against sliding assuming there is no base friction or adhesion. A. 1.85 B. 1.12 C. 1.25 D. 0.92 SIT. O: The soil profile at a site for a proposed office building consists of a layer of fine sand 10.4 m thick above a layer of soft normally consolidated clay 2 m thick. Below the soft clay is a deposit of coarse sand. The groundwater table was observed at 3 m below ground level. The void ratio of the sand is 0.76 and the water content of the clay is 43%. The building will impose a vertical stress increase of 140 kPa at the middle of the clay layer. Assume the soil above the water table to be saturated, Cc = 0.3 and Gs = 2.7. 43. Calculate the vertical effective stress at the mid-depth of the clay layer. A. 210.2 kPa B. 144.5 kPa C. 135.9 kPa D. 128.1 kPa 44. Calculate the primary consolidation settlement. A. 105 mm B. 90 mm C. 85 mm D. 60 mm 45. If the settlement is limited to 100 mm, calculate the maximum vertical stress increase at the middle of the clay layer. A. 175.4 kPa B. 164.7 kPa C. 155.2 kPa D. 149.5 kPa

5

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

A

SIT. P: A circular concrete pile 350 mm in diameter is to support a load of 270 kN. It is driven in a stiff clay (α = 0.50). The unconfined compressive strength of clay is 170 kPa. Assume a factor of safety of 2.50 and Nc = 9. 46. Determine the end bearing capacity of the pile. A. 130.27 kN B. 104.83 kN C. 146.88 kN D. 73.60 kN 47. Determine the developed skin friction along the surface of the pole. A. 601.40 kN B. 528.12 kN C. 570.17 kN D. 544.73 kN 48. Determine the minimum length of the pile that can carry the given load. A. 11.65 m B. 11.30 m C. 12.87 m D. 12.20 m SIT. Q: In a falling head permeameter, the sample used is 20 cm long having a crosssectional area of 24 cm^2. The sample of soil is made of three layers. The thickness of the first layer from the top is 8 cm and has a value of k1 = 2 x 10^-4 cm/sec, the second layer of thickness 8 cm has k2 = 5 x 10^-4 cm/sec and the bottom layer of thickness 4 cm has k3 = 7 x 10^-4 cm/sec. Assume that the flow is taking place perpendicular to the layers. The cross-sectional area of the stand pipe is 2 cm^2. 49. Calculate the equivalent coefficient of permeability in cm/sec of the soils in the direction of the flow. A. 2.21x10^-4 B. 3.24x10^-4 C. 4.42x10^-4 D. 4.21x10^-4 50. Calculate the flow rate in cm^3/hr when the head drops from 25cm to 12cm. A. 16.2 B. 17.2 C. 18.2 D. 19.2 51. Calculate the time required for a drop of head from 25 cm to 12 cm. A. 41 mins B. 49 mins C. 55 mins D. 63 mins SIT. R: A square footing fails by general shear in a cohesionless soil under an ultimate load of 1,687.5 kips. The footing is placed at a depth of 6.5 ft below the ground level. Given  = 35, Nq = 41.4, and Nγ = 42.4, and γ = 110 lb/ft^3, 52. determine the size of the footing if the water is at a great depth. A. 6.4 ft B. 5.8 ft C. 5.2 ft D. 4.8 ft SIT. S:

53. 54. 55.

Following are the results of a shrinkage limit test: Initial volume of soil in saturated state = 24.6 cc Final volume of soil in dry state = 15.9 cc Initial mass in saturated state = 44 g Final mass in dry state = 30.1 g What is the shrinkage limit? A. 16.55 % B. 16.79 % C. 17.28 % What is the shrinkage ratio? A. 0.956 B. 1.021 C. 1.452 What is the specific gravity of solids?

D. 17.86 % D. 1.893

6

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

A. 2.16

B. 2.53

C. 2.81

SET A

D. 2.98

SIT. T: The U-tube shown in the figure is 10 mm in diameter and contains mercury. 12.0 mL of water is poured into the right-hand leg of the U-tube.

56. 57. 58.

What is the resulting height of water in the right-hand leg of the U-tube? A. 152.8 mm B. 100 mm C. 120 mm D. 106.1 mm What is the resulting height of mercury in the right-hand leg of the U-tube? A. 114.4 mm B. 272.8 mm C. 226.1 mm D. 125.6 mm What is the resulting height of mercury in the right-hand leg of the U-tube? A. 125.6 mm B. 226.1 C. 272.8 mm D. 114.4 mm

SIT. U: An isosceles triangle gate AB is hinged at the top at A as shown in the figure. A horizontal force P is applied at the end to keep the gate closed. 59. Compute the force acted by oil on the gate in. A. 50.15 kN B. 61.16 kN C. 58.52 kN D. 46.40 kN 60. Determine the location of the hydrostatic force from A. A. 1.192 m B. 1.347 m C. 1.571 m D. 1.732 m 61. Determine the horizontal force P. A. 19.93 kN B. 24.30 kN C. 27.46 kN D. 22.52 kN SIT. V: A parabolic gate AB (with vertex at B) in the figure is 7 m wide into the paper. A force F is required to prevent rotation about the hinge at B. Neglect atmospheric pressure.

7

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

62. 63. 64.

SET A

Calculate the vertical component of the hydrostatic force acting on the gate. A. 2637 kN B. 3955.39 kN C. 1318.46 kN D. 1977.69 kN Calculate the horizontal component of the hydrostatic force acting on the gate. A. 3955.39 kN B. 3164 kN C. 2712.27 D. 4614.62 kN Calculate the required force F. A. 1673 kN B. 1994 kN C. 1582 kN D. 1812.86 kN

SIT. W: A square tank 1.20 m on each side, 3 m deep is filled to a depth of 2.70 m with water. A wooden cube having a specific gravity of 0.5 measuring 60 cm on an edge is placed in the water so that it will float. 65. Determine the depth of submergence of the cube in water. A. 0.3 m B. 0.6 m C. 0.54 m D. 0.27 m 66. Determine the rise of water above the original liquid surface. A. 0.30 m B. 0.075 m C. 0.088 m D. 0.15 m 67. Determine the distance of the bottom of the cube from the bottom of the tank. A. 2.475 m B. 2.4 m C. 2.625 m D. 2.55 m SIT. X: A right circular cone is 50 mm in radius and 170 mm high and weighs 2.1 N in air. It is placed to float in ethanol (s.g. = 0.79) with its vertex downward. 68. Calculate the depth of submergence of the cone. A. 82 mm B. 93 mm C. 86 mm D. 103 mm 69. How much force is required to push this cone vertex downward into the ethanol so that its base is exactly flushed at the surface? A. 1.07 N B. 1.35 N C. 1.75 N D. 2.27 N 70. How much force will push the base 6.5 mm below the surface? A. 1.07 N B. 1.35 N C. 1.75 N D. 2.27 N SIT. Y: A closed cylindrical tank, 1.8 m high and 0.9 m in diameter, contains 1.35 m of water. The air space inside is subjected to a constant pressure of 107 kPa. 71. Calculate the maximum pressure in the tank during rotation. A. 106.62 kPa B. 127.86 kPa C. 124.65 kPa D. 118.35 kPa 72. If the walls of the tank is 1 mm thick, calculate the maximum tangential stress developed during rotation. A. 48.88 MPa B. 54.711 MPa C. 57.54 MPa D. 53.26 MPa 73. Calculate the longitudinal stress developed at the top edge of the tank. A. 28.77 MPa B. 26.63 MPa C. 27.36 MPa D. 24.44 MPa SIT. Z: A circular orifice 20-mm-diameter is located at the bottom of a tank 0.4 m2 in plan area. At a given instant the head above the orifice is 1.2 m. 307 seconds later the head is reduced to 0.6 m. 74. Calculate the coefficient of discharge. 8

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

75. 76.

SET A

A. 0.58 B. 0.60 C. 0.62 D. 0.64 Using the calculated Cd, determine the time for the head to fall from 1.2 m to 0.8 m. A. 168 s B. 174 s C. 185 s D. 193 s Determine the head above the orifice from 1.2 m after 240 seconds. A. 0.714 m B. 0.732 m C. 0.740 m D. 0.725 m

SIT. AA: A sharp edged weir is to be constructed across a stream in which the normal flow is 200 L/sec. 77. If the length of the weir is 1.5 m, determine the head on the weir for normal flow. A. 0.27 m B. 0.18 m C. 0.42 m D. 0.33 m 78. If the maximum flow likely to occur in the stream is 5 times the normal flow then determine the length of weir necessary to limit the rise in water level to 38.4cm above that for normal flow. Cd=0.61. A. 1.49 m B. 1.82 m C. 1.24 m D. 1.13 m 79. With the calculated length, determine the head on the weir for normal flow. A. 0.2 m B. 0.3 m C. 0.5 m D. 0.4 m SIT. BB: Two open tanks are connected by an orifice having a cross sectional area of 0.004 m^2. Tank A is 8 m^2 in area and tank B is 2 m^2 in area. Water level in tank A is 10 m higher than that in tank B. If the coefficient of discharge is 0.60, 80. Find the discharge flowing in the orifice. A. 56.0 L/s B. 42.2 L/s C. 38.5 L/s D. 33.6 L/s 81. How long will it be before the water surfaces are at the same level? A. 10.8 mins B. 12.4 mins C. 15.9 mins D. 17.3 mins 82. If tank A will be closed, what constant pressure inside tank A is required to discharge water from A to B so that water surfaces are at the same level in 10 minutes? A. 22.42 kPa B. 33.34 kPa C. 29.62 kPa D. 44.5 Kpa SIT. CC: Crude oil having density of 856 kg/m3 and dynamic viscosity of 72 x 10^-4 Pas flows in a 75-mm-diameter pipe 1250 m long at the rate of 0.12 m/s. 83. What is the nearest value of Reynold’s number? A. 2236 B. 2520 C. 1070 D. 1860 84. What is the classification of flow? A. Laminar B. Unsteady C. Non-uniform D. Turbulent 85. What is the total head lost in m? A. 0.634 B. 0.421 C. 0.515 D. 0.731

9

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

El. 120 m

El. = ?

A

B 2

1

A

L1 = 2000 m

D1 = 1 m

L2 = 2300 m

D2 = 0.60 m

L3 = 2500 m

D3 = 1.20 m

f1 = 0.013 El. 28 m 3

C

f2 = 0.02 f3 = 0.023

SIT. DD: The three-reservoir system of the following figure contains water. The pipes connecting the reservoirs have the following properties: The flow of water from reservoir A is 4.39 m3/s. 86. Calculate the head loss in line 1. A. 41.39 m B. 50.60 m C. 35.96 m D. 28.15 m 87. Calculate the flow in line 3 in cu.m/s. A. 3.631 B. 6.125 C. 2.195 D. 5.149 88. Calculate the elevation of water surface in reservoir B for the flow condition to occur. A. 92 m B. 79 m C. 107 m D. 115 m SIT. EE: A lined channel (Manning’s n = 0.014) is of trapezoidal section with one side vertical and the other on a side slope 1.5h:1v. If the channel is to deliver 9.0 m^3/s when laid on a slope of 0.0002, calculate the following: 89. The overall depth of the efficient section which requires minimum lining. A. 1.914 m B. 2.062 m C. 1.243 m D. 1.835 m 90. The corresponding bottom base width of the efficient section. A. 2.687 m B. 2.392 m C. 2.494 m D. 1.619 m 91. The corresponding mean velocity. A. 0.981 m/s B. 1.031 m/s C. 0.736 m/s D. 0.954 m/s SIT. FF: A triangular channel with sides sloping 50° with the horizontal conveys water at a flow rate of 16 cu.m./s. 92. Compute the critical depth. A. 2.37 m B. 2.47 m C. 2.57 m D. 2.67 m 93. Compute the critical slope if roughness coefficient is 0.018. A. 0.0043 B. 0.0054 C. 0.0035 D. 0.0028 94. Compute the minimum specific energy. A. 2.957 m B. 2.968 m C. 3.03 m D. 3 m

10

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING

SET

MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

A

SIT. GG: Water is being discharged from a reservoir through a turbine, as shown in the figure. The turbine is required in order for the turbine to generate 56 kW of power on a maximum flow of 0.28 cu.m/s. The suction line is 300-mm-diameter and 50-m long while the discharge line is 600-mm-diameter and 20 m long. Neglect minor losses. Assume C = 120 for all pipes.

95. 96. 97.

Calculate the required energy that the turbine must draw from the flow. A. 23.17 m B. 20.39 m C. 24.38 m D. 22.27 m Calculate the total head loss. A. 3.2 m B. 2.36 m C. 2.27 m D. 2.54 m Calculate the required elevation of the water surface in the upper reservoir. A. 75.71 m B. 74.89 m C. 77.23 m D. 72.93 m

SIT. HH: A horizontal pipe gradually reduces from 300 mm diameter section to 100 mm diameter section. The pressure at the 300 mm section is 100 kPa and at the 100 mm section is 70 kPa. The flow rate of water is 15 L/s. 98. 99.

What is the velocity of flow at 300 mm section? A. 0.35 m/s B. 0.25 m/s C. 0.21 m/s

D. 0.16 m/s

What is the head loss between the two sections? A. 2.87 m B. 3.41 m C. 3.69 m

D. 4.5 m

100. What is the power loss in kW? A. 0.55 B. 0.42

C. 0.39

D. 0.59

11

MOCK BOARD EXAMINATION: HYDRAULICS AND GEOTECHNICAL ENGINEERING MAPUA INSTITUTE OF TECHNOLOGY DEPARTMENT OF CEGE

SET A

12