Civil Engineering Exams (Civil Geo) - Free Online Reviewers

#20. Water from a reservoir flowing through a pipe having a diameter of 600 mm with a velocity of 1.75 m/s is completely stopped by a closure of a valve situated 150 m from the reservoir. Assume that the pressure increases at a uniform rate and there is no damping of the pressure wave. The pipe has a thickness of 20 mm and bulk modulus of water is 2.2 x 10 ⁹ N/m² and modulus of elasticity of the steel is 1.4 x 10¹¹N/m². Compute the composite bulk modulus of the elasticity of pipe and water.

A 1.945 x 10⁹

B 1.495 x 10⁸

C 1.945 x 10⁹

D 1.495 x 10⁸

Answer: 1.495 x 10⁹

#21. Water from a reservoir flowing through a pipe having a diameter of 600 mm with a velocity of 1.75 m/s is completely stopped by a closure of a valve situated 150 m from the reservoir. Assume that the pressure increases at a uniform rate and there is no damping of the pressure wave. The pipe has a thickness of 20 mm and bulk modulus of water is 2.2 x 10 ⁹ N/m² and modulus of elasticity of the steel is 1.4 x 10¹¹N/m². Compute the pressure on the pipe after the closure of the valve.

A 2240.52 Kpa

B 2240.25 Kpa

C 2140.52 Kpa

D 2140.25 Kpa

Answer: 2140.25 Kpa

#22. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What is the capacity of the channel in cubic meters per second

A 22.64 cubic meters per second

B 24.46 cubic meters per second

C 23.64 cubic meters per second

D 22.02 cubic meters per second

Answer: 22.64 cubic meters per second

#23. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What savings in earth excavation could have been offered by using more favorable proportions but adhering to the same delivery and slope.

A 0.3245 m²

B 0.2382 m²

C 0.67 m²

D 1.238 m²

Answer: 0.2382 m²

#24. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What savings in lining per meter length by using more favorable proportions but adhering to the same delivery and slope?

A 0.664 m²/m

B 1.664 m²/m

C 0.406 m²/m

D 1.406 m²/m

Answer: 0.664 m²/m

#25. A square footing 3 m x 3 m carries a column load of 3500 KN resting on the sand layer as shown on the figure. Unit weight of sand above the water table is 17.31 kN/m³ and has a saturated unit weight of 18.10KN/m³ below the water table. The sand overlies a clay layer 1.2m thick having a saturated unit weight of 16.50kN/m³ and a void ratio of 1.70. Compression index: C_s = 0.07 due to pre-consolidation pressure and C_c= 0.35 primary compression index.
assume a vertical stress distribution of 2 vertical to 1 horizontal. Compute the consolidation pressure P_c if the over consolidation ratio (OCR) = 2.0

A 69.468kPa

B 59.468kPa

C 69.648kPa

D 59.648kPa

Answer: 69.468kPa

#26. A square footing 3 m x 3 m carries a column load of 3500 KN resting on the sand layer as shown on the figure. Unit weight of sand above the water table is 17.31 kN/m³ and has a saturated unit weight of 18.10KN/m³ below the water table. The sand overlies a clay layer 1.2m thick having a saturated unit weight of 16.50kN/m³ and a void ratio of 1.70. Compression index: C_s = 0.07 due to pre-consolidation pressure and C_c= 0.35 primary compression index.
assume a vertical stress distribution of 2 vertical to 1 horizontal. Compute the total effective stress at the center if the clay layer.

A 134.768 kPa

B 124.746 kPa

C 154.764 kPa

D 144.784 kPa

Answer: 154.764 kPa

#27. A square footing 3 m x 3 m carries a column load of 3500 KN resting on the sand layer as shown on the figure. Unit weight of sand above the water table is 17.31 kN/m³ and has a saturated unit weight of 18.10KN/m³ below the water table. The sand overlies a clay layer 1.2m thick having a saturated unit weight of 16.50kN/m³ and a void ratio of 1.70. Compression index: C_s = 0.07 due to pre-consolidation pressure and C_c= 0.35 primary compression index.
assume a vertical stress distribution of 2 vertical to 1 horizontal.
Calculate the settlement due to consolidation of the layer which is over consolidated

A 73.44 mm

B 63.48 mm

C 53.84 mm

D 83.47 mm

Answer: 63.48 mm

#28. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the lateral pressure in the cell for a failure.

A 12.14 kPa

B 140.14Kpa

C 76.14 Kpa

D 128 kPa

Answer: 12.14 kPa

#29. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the maximum principal stress to cause failure.

A 12.14 kPa

B 140.14Kpa

C 76.14 Kpa

D 128 kPa

Answer: 140.14Kpa

#30. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the normal stress at the point of max shear.

A 12.14 kPa

B 140.14Kpa

C 76.14 Kpa

D 128 kPa

Answer: 76.14 Kpa

#31. A 0.30 m x 0.30 m concrete pile 20 m long is driven in a clayey soil having an unconfined compressive strength of 110 kN/m². The unit weight of the clayey soil is 18 kN/m³. Frictional constant is 0.76 due to skin friction. Assume a factor of safety equal to 2.0 and a bearing capacity factor N_c = 9.
Compute the capacity of the pile due to skin friction only.

A 1320.23kN

B 1300.22kN

C 1003.20kN

D 1030.21kN

Answer: 1003.20kN

#32. A 0.30 m x 0.30 m concrete pile 20 m long is driven in a clayey soil having an unconfined compressive strength of 110 kN/m². The unit weight of the clayey soil is 18 kN/m³. Frictional constant is 0.76 due to skin friction. Assume a factor of safety equal to 2.0 and a bearing capacity factor N_c = 9.
Compute the end bearing capacity of the pile.

A 55.66KN

B 66.55KN

C 55.44KN

D 44.55KN

Answer: 44.55KN

#33. A 0.30 m x 0.30 m concrete pile 20 m long is driven in a clayey soil having an unconfined compressive strength of 110 kN/m². The unit weight of the clayey soil is 18 kN/m³. Frictional constant is 0.76 due to skin friction. Assume a factor of safety equal to 2.0 and a bearing capacity factor N_c = 9.
Compute the design capacity of the concrete pile.

A 532.08kN

B 523.88kN

C 523.08kN

D 532.88kN

Answer: 523.88kN

#34. From the given table shows the liquid limits and plastic limits of the soils x and y.

Soil Liquid Limit Plastic Limit

x 47 22

y 70 38

Find the plasticity of soil y.

Soil	Liquid Limit	Plastic Limit
x	47	22
y	70	38

A 25

B 32

C 28

D 33

Answer: 32

#35. From the given table shows the liquid limits and plastic limits of the soils x and y.

Soil Liquid Limit Plastic Limit

x 47 22

y 70 38

What is the purpose of the test?

Soil	Liquid Limit	Plastic Limit
x	47	22
y	70	38

A To determine if the soil is suitable for geotechnical activities

B To determine the plasticity index and Liquidity index

C To determine the plasticity index

D to determine the moisture content

Answer: to determine the moisture content

#36. 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 94 100 100

#8 2.380 84 90 100

#10 2.000 72 77 98

#20 0.840 66 59 92

#40 0.420 58 51 84

#60 0.250 50 42 79

#100 0.149 44 35 70

#200 0.074 38 33 63

Characteristics of -40 fraction

LL 44 46 47
PL 23 29 24

Classify soil A using AASHTO Method.

SIEVE NO.	DIAM.(mm)	A	B	C
#4	4.760	94	100	100
#8	2.380	84	90	100
#10	2.000	72	77	98
#20	0.840	66	59	92
#40	0.420	58	51	84
#60	0.250	50	42	79
#100	0.149	44	35	70
#200	0.074	38	33	63
		Characteristics	of	-40 fraction
LL		44	46	47
PL		23	29	24

A Soil A is A-2

B Soil A is A-6

C Soil A is A-7-6(3)

D Soil A is A-7-6(13)

Answer: Soil A is A-7-6(3)

#37. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the dry unit weight.

A 1446 kg/m³

B 1646 kg/m³

C 1664 kg/m³

D 1464 kg/m³

Answer: 1664 kg/m³

#38. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the void ratio.

A 0.56

B 0.45

C 0.52

D 0.50

Answer: 0.56

#39. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the relative density.

A 30%

B 28%

C 32%

D 29%

Answer: 32%

Civil Engineering Exams (Civil Geo) – Page 2

#22. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What is the capacity of the channel in cubic meters per second

#23. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What savings in earth excavation could have been offered by using more favorable proportions but adhering to the same delivery and slope.

#24. A rectangular channel 5.5 m wide by 1.3 m deep in line with a smooth stone, well laid and has a hydraulic slope of 0.002. Using n =0.013 What savings in lining per meter length by using more favorable proportions but adhering to the same delivery and slope?

#28. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa. Compute the lateral pressure in the cell for a failure.

#29. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa. Compute the maximum principal stress to cause failure.

#30. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa. Compute the normal stress at the point of max shear.

#34. From the given table shows the liquid limits and plastic limits of the soils x and y. SoilLiquid LimitPlastic Limit x4722 y7038 Find the plasticity of soil y.

#35. From the given table shows the liquid limits and plastic limits of the soils x and y. SoilLiquid LimitPlastic Limit x4722 y7038 What is the purpose of the test?

#37. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 -3 m3. It has a sp.gr. of 2.60 and a water content of 10%. Value of emax = 0.62 and emin = 0.43. Compute the dry unit weight.

#38. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 -3 m3. It has a sp.gr. of 2.60 and a water content of 10%. Value of emax = 0.62 and emin = 0.43. Compute the void ratio.

#39. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 -3 m3. It has a sp.gr. of 2.60 and a water content of 10%. Value of emax = 0.62 and emin = 0.43. Compute the relative density.

#28. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the lateral pressure in the cell for a failure.

#29. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the maximum principal stress to cause failure.

#30. A cohesive soil specimen has a shearing resistance equal to 28 degrees and a cohesion of 32. If the maximum shearing stress of the soil sample is equal to 64 kPa.
Compute the normal stress at the point of max shear.

#34. From the given table shows the liquid limits and plastic limits of the soils x and y.

Soil Liquid Limit Plastic Limit

x 47 22

y 70 38

Find the plasticity of soil y.

#35. From the given table shows the liquid limits and plastic limits of the soils x and y.

Soil Liquid Limit Plastic Limit

x 47 22

y 70 38

What is the purpose of the test?

#37. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the dry unit weight.

#38. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the void ratio.

#39. A soil sample has a mass of 1830 g taken from the field having a volume of 1 x 10 ^-3 m³. It has a sp.gr. of 2.60 and a water content of 10%. Value of e_max = 0.62 and e_min = 0.43.
Compute the relative density.