Questions
The annual precipitation data of a city is normally distributed with mean and standard deviation as 1000 mm and 200 mm, respectively. The probability that the annual precipitation will be more than 1200 mm is
- < 50%
- 50%
- 75%
- 100%
If a small concrete cube is submerged deep in still water in such a way that the pressure exerted on all faces of the cube is p, then the maximum shear stress developed inside the cube is
- 0
- $\frac{P}{2}$
- p
- 2p
The following statements are related to bending of beams:
I. The slope of bending moment diagram is equal to the shear force
II. The slope of the shear force diagram is equal to the load intensity.
III. The slope of curvature is equal to the flexural rotation.
IV. The second derivative of the deflection is equal to the curvature.
The only FALSE statement is
- I
- II
- III
- IV
The ratio of the theoretical critical buckling load for a column with fixed ends to that of another column with the same dimensions and material, but with pinned ends, is equal to
- 0.5
- 1.0
- 2.0
- 4.0
The effective stress friction angle of a saturated, cohesion soil is 380. The ratio of shear stress to normal effective stress on the failure plane is
- 0.781
- 0.616
- 0.488
- 0.438
As per IS 456 : 2000, in the Limit State Design of a flexural member, the strain in reinforcing bars under tension at ultimate state should not be less than
- $\frac{f_y}{E_x}$
- $\frac{f_y}{E_x}$+ 0.002
- $\frac{f_y}{1.15E_x}$
- $\frac{f_y}{1.15E_x}$+ 0.002
Two series of compaction tests were performed in the laboratory on an inorganic clayey soil employing two different levels of compaction energy per unit volume of soil. With regard to above tests, the following two statements are made.
I. The optimum moisture content is expected to be more for the tests with higher energy.
II. The maximum dry density is expected to be more for the tests with higher energy.
The CORRECT option evaluating the above statements is
- Only I is true
- Only II is true
- Both I and II are true
- Neither I or II is true
A smooth rigid retaining wall moves as shown in the sketch causing the backfill material to fail. The backfill material is homogenous and isotropic and obeys the Mohr - Coulomb failure criterion. The major principal stress is
- parallel to the wall face and acting downwards
- normal to the wall face
- oblique to the wall face acting downwards
- oblique to the wall face acting upwards
A trapezoidal channel is 10.0 m wide at the base and has a side slope of 4 horizontal to 3 vertical. The bed slope is 0.002. The channel is lined with smooth concrete (Manning's n = 0.012). The hydraulic radius (in m) for a depth of flow of 3.0 m is
- 20.0
- 3.5
- 3.0
- 2.1
The embankment is to be constructed with a granular soil (bulk unit weight = 20 kN/m3) on a saturated clayey slit deposit (undrained shear strength = 25 k Pa). Assuming undrained general shear failure and bearing capacity factor of 5.7 the maximum height (in m) of the embankment at the point of failure is
- 7.1
- 5.0
- 4.5
- 2.5
The circular water pipes shown in the sketch are following full. The velocity of flow (in m/s) in the branch pipe “R” is
- 3
- 4
- 5
- 6
The ratio of actual evapo - transpiration to potential evapo - transpiration is in the range
- 0.0 to 0.04
- 0.6 to 0.9
- 0.0 to 1.0
- 1.0 to 2.0
A sample of domestic sewage is digested with silver sulphate, sulphuric acid, potassium dichromate and mercuric sulphate in chemical oxygen demand (COD) test. The digested sample is then titrated with standard ferrous ammonium sulphate (FAS) to determine the un - reacted amount of
- mercuric sulphate
- potassium dichromate
- silver sulphate
- sulphuric acid
A rectangular open channel of width 5.0 m is carrying a discharge of 100/m3/s. The froude number of the flow is 0.8. The depth of flow (in m) in the channel is
- 4
- 5
- 16
- 20
Two major roads with two lanes each are crossing in an urban area to form an un - controlled intersection. The number of conflict points when both roads are one-way is “X” and when both roads are two- way is “Y”. The ratio of X to Y is
- 0.25
- 0.33
- 0.50
- 0.75
Assertion (a): At a manhole, the crown of the outgoing sewer should not be higher then the crown of the incoming sewer.
Reason (r) Transition from a larger diameter incoming sewer to a smaller diameter outgoing sewer at a manhole should be made
The CORRECT option evaluating the above statements is
- Both I and II are TRUE
- I is FALSE and II is TRUE
- Both I and II are FALSE
- I is TRUE and II is FALSE
Two bitumen samples “X” and “Y” have softening points 450C and 600C, respectively. Consider the following statements:
I Viscosity of “X” will be higher than that of “Y” at the same temperature
II Penetration value of “X” will be lasser than that of “Y” under standard conditions
The correct option evaluating the above statements is
- Both I and II are True
- I is False and II is True
- Both I and II are False
- I is True and II is False
A simply supported beam is subjected to a uniformly distributed load of intensity w per unit length, on half of the span from one end. The length of the spam and the flexural stiffness are denoted as l and El, respectively. The deflection at mid span of the beam is
- $\frac{5}{6144} \frac{WI^4}{EI}$
- $\frac{5}{768} \frac{WI^4}{EI}$
- $\frac{5}{384} \frac{WI^4}{EI}$
- $\frac{5}{192} \frac{WI^4}{EI}$
The sketch shows a column with a pin at base and rollers at the top. It is subjected to an axial force P and a moment M at mid height. The reaction (s) at R is/are
- a vertical force equal to P
- a vertical force equal to P/2
- a vertical force equal to P and a horizontal force equal to M/h
- a vertical force equal to P/2 and a horizontal force equal to M/h
A concrete beam presented with a parabolic tendon is shown in the sketch. The eccentricity of the tendon is measured from the centroid of the cross - section. The applied prestressing force at service is 1620 kN. The uniformly distributed load of 45 kN/m includes the self weight.
The stress in (N/mm2) in the bottom fibre at mid - span is
- tensile 2.90
- compressive 2.90
- tensile 4.32
- compressive 4.32
A symmetric frame PQR consists of two inclined members PQ and QR, connected at 'Q' connected with a rigid joint and hinged at 'P' and 'R'. The horizontal length PR is l. If a weight W is suspended at 'Q' the bending moment of 'Q' is
- $\frac{WI}{2}$
- $\frac{WI}{4}$
- $\frac{WI}{8}$
- zero
Two plates are connected by fillet welds of size 10 mm and subjected o tension, as shown in the sketch. The thickness of each plate is 12 mm. The yield stress and ultimate tensile stress of steel are 250 MPa and 410 MPa, respectively. The welding is done in the workshop ($y_{mw}$= 1.25). As per the Limit State Method of IS 800 : 2007, the minimum length (rounded off to the nearest higher multiple of 5 mm) of each weld to transmit a force P equal to 270 kN is
- 100 mm
- 105 mm
- 110 mm
- 115 mm
Two soil specimens with identical geometric dimensions were subjected to falling head permeability tests in the laboratory under identical conditions. The fall of water head was measured after an identical time interval. The ratio of initial to final water heads for the test involving the first specimen was 1.25. If the coefficient of permeability of the second specimen is 5 times that of the first, the ratio of initial to final water heads in the test involving the second specimen is
- 3.05
- 3.80
- 4.00
- 6.25
A layer of normally consolidated saturated silty clay of 1 m thickness is subjected to one dimensional consolidated under a pressure increment of 20 kPa. The properties of the soil are: specific gravity = 2.7, natural moisture content = 45%, compression index = 0.45, and recompression index = 0.05. The initial average effective stress within the layer is 100 KPa. Assuming Terzaghi's theory to be applicable, the primary consolidation settlement (rounded off to the nearest mm) is
- 2 mm
- 9 mm
- 14 mm
- 16 mm
The top width and the depth of flow in a triangular channel were measured as 4 m and 1 m, respectively. The measured velocities on the centre line at the water surface, 0.2 m and 0.8 m below the surface area 0.7 m/s, 0.6 m/s and 0.4 m/s respectively. Using two point method of velocity measurement, the discharge (in m3/s) in the channel is
- 1.4
- 1.2
- 1.0
- 0.8
Steady state seepage is taking place through a soil element at Q, 2 m below the ground surface immediately downstream of the toe of an earthen dam as shown in the sketch. The water level in a piezometer installed at P, 500 mm above Q, is 100 mm above the ground surface. The bulk saturated unit weight of the soil is 18 kN/m3 and the unit weight of water is 9.81 k N/m3. The vertical effective stress (in KPa) at Q is
- 14.42
- 15.89
- 16.38
- 18.34
A town is required to treat 4.2 m3/mm of raw water for daily domestic supply. Flocculating particles are to be produced by chemical coagulation. A column analysis indicated that an overflow rate of 0.2 mm/s will produce satisfactory particle removal in a setting basin at a depth of 3.5 m. The required surface area (in m2) for settling is
- 210
- 350
- 1728
- 21000
A payment designer has arrived at a design traffic of 100 million standard axles or a newly developing National highway as per IRC: 37 guidelines using the following data: design life = 15 years, commercial vehicles count before pavement construction = 4500 vehicles/day, annual traffic growth rate = 8%. The vehicle damage factor used in the calculation was
- 1.53
- 2.24
- 3.66
- 4.14
A two lane urban road with one way traffic has a maximum capacity of 1800 vehicles/hour. Under the jam condition, the average length occupied by the vehicles is 5.0 m. The speed versus density relationship is linear. For a traffic volume of 1000 vehicles/hour, the density (in vehicles/km) is
- 52
- 58
- 67
- 75
A water sample has a pH of 9.25. The concentration of hydroxyl ions in the water sample is
- 10-9.25 moles/L
- 10-47.5 m moles/L
- 0.302 mg/L
- 3.020 mg/L
The flow net around a sheet pile wall is shown in the sketch. The properties of the soil are: permeability coefficient = 0.09 m/day (isotropic), specific gravity = 2.70 and void ratio = 0.85. The sheet pile wall and the bottom of the soil are impermeable.
The factor of safety against the occurrence of piping failure is
- 3.55
- 2.93
- 2.60
- 0.39
The horizontal distance between two stations P and Q is 100 m. The vertical angles from P and Q to the top of a vertical tower at T are 30 and 50 above horizontal, respectively. The vertical angles from P and Q to the base of the tower are 0.10 and 0.50 below horizontal, respectively. Station P, Q and the tower are in the same vertical plane with P and Q being on the same side of T. Neglecting earth's curvature and atmospheric refraction, the height (in m) of the tower is
- 6.972
- 12.387
- 12.540
- 128.745
An activated sludge system (sketched below) is operating at equilibrium with the following information. Waste water related data: flow rate = 500 m3/hour, influent BOD = 150 mg/L, effluent BOD = 10 mg/L, Aeration tank related data: hydraulic retention time = 8 hours, mean - cell - residence time = 240 hours, volume = 4000 m3, mixed liquor suspended solids = 2000 mg/L.
The food to bio mass (F/M) ratio (in kg BOD per kg biomass per day) for the aeration tank is
- 0.015
- 0.210
- 0.255
- 0.240
The cross section at mid span of a beam at the edge of a slab is shown in the sketch. A portion of the slab is considered as the effective flange width for the beam. The grades of concrete and reinforcing steel are M25 and Fe 415, respectively. the total area of reinforcing bars (As) is 4000 mm2. At the ultimate limit state, xu denotes the depth of the neutral axis from the top fibre. Treat the section as under reinforced and flanged (xu > 100 mm)
The value of xu (in mm) computed as per the Limit State Method of IS 456.2000 is
- 200.0
- 223.3
- 236.3
- 273.6
Group I contains parameters and Group II lists methods/instruments.
| Group I | Group II |
| Stream flow velocity | Anemometer |
| Evapotranspiration | Penman method |
| Infiltration rate | Horton’s method |
| Wind velocity | Current meter |
The CORRECT match of Group I with Group II is
- P - 1, Q - 2, R - 3, S - 4
- P - 4, Q - 3, R - 2, S - 1
- P - 4, Q - 2, R - 3, S - 1
- P - 1, Q - 3, R - 2, S - 4
An activated sludge system (sketched below) is operating at equilibrium with the following information. Waste water related data: flow rate = 500 m3/hour, influent BOD = 150 mg/L, effluent BOD = 10 mg/L, Aeration tank related data: hydraulic retention time = 8 hours, mean - cell - residence time = 240 hours, volume = 4000 m3, mixed liquor suspended solids = 2000 mg/L.
The mass (in kg/day) of solids wasted from the system is
- 24000
- 1000
- 800
- 33
The drainage area of a watershed is 50 km2. The $\phi$index is 0.5 cm/hr and the base flow at the outlet is 10 m3/s. One hour unit hydrograph (unit depth = 1 cm) of the water shed is triangular in shape with a time base of 15 hours. The peak ordinate occurs at 5 hours.
For a storm of depth of 5.5 cm and duration of 1 hour, the peak ordinate (in m3/s) of the hydrograph is
- 55.00
- 82.60
- 92.60
- 102.60
The cross section at mid span of a beam at the edge of a slab is shown in the sketch. A portion of the slab is considered as the effective flange width for the beam. The grades of concrete and reinforcing steel are M25 and Fe 415, respectively. the total area of reinforcing bars (As) is 4000 mm2. At the ultimate limit state, xu denotes the depth of the neutral axis from the top fibre. Treat the section as under reinforced and flanged (xu > 100 mm)
The ultimate moment capacity (in kNm) of the section, as per the Limit State Method of IS 456 : 2000 is:
- 475.2
- 717.0
- 756.4
- 762.5
Wheat crop requires 55 cm of water during 120 days of base period. The total rainfall during this period is 100 mm. Assume the irrigation efficiency to be 60%. The area (in ha) of the land which can be irrigated with a canal flow of 0.01 m3/s is
- 13.82
- 18.85
- 23.04
- 230.40
The following data are related to a horizontal curved portion of a two lane highway: length of curve = 200 m, radius of curve = 300 m and width of pavement = 7.5 m. In order to provide a stopping sight distance (SSD) of 80 m, the set back distance (in m) required from the centre line of the inner lane of the pavement is
- 2.54
- 4.55
- 7.10
- 7.96
The flow net around a sheet pile wall is shown in the sketch. The properties of the soil are: permeability coefficient = 0.09 m/day (isotropic), specific gravity = 2.70 and void ratio = 0.85. The sheet pile wall and the bottom of the soil are impermeable.
The seepage loss (in m3 per day per unit length of the wall) of water is
- 0.33
- 0.38
- 0.43
- 0.54
The drainage area of a watershed is 50 km2. The $\phi$index is 0.5 cm/hr and the base flow at the outlet is 10 m3/s. One hour unit hydrograph (unit depth = 1 cm) of the water shed is triangular in shape with a time base of 15 hours. The peak ordinate occurs at 5 hours.
The peak ordinate (in m3/s/cm) of the unit hydrograph is
- 10.00
- 18.52
- 37.03
- 185.20
In a steel plate with bolted connections, the rupture of the net section is a mode of failure under
- tension
- compression
- flexure
- shear
Road roughness is measured using
- Benkelman beam
- Bump integrator
- Dynamic cone penetrometer
- Falling weight deflectometer
Poisson’s ratio is defined as
- $\Big|\frac{\text{axial stress}}{\text{lateral stress}}\Big|$
- $\Big|\frac{\text{lateral strain}}{\text{axial strain}}\Big|$
- $\Big|\frac{\text{lateral stress}}{\text{axial stress}}\Big|$
- $\Big|\frac{\text{axial strain}}{\text{lateral strain}}\Big|$
Which of the following is categorised as a long-term loss of prestress in a prestressed concrete member?
- Loss due to elastic shortening
- Loss due to friction
- Loss due to relaxation of strands
- Loss due to anchorage slip
As per the Indian Standard Soil Classification System, a sample of silty clay with liquid limit of 40% and plasticity index of 28% is classified as
- CH
- CI
- CL
- CL-ML
Which of the following errors can be eliminated by reciprocal measurements in differential levelling?
I. Error due to earth’s curvature
II. Error due to atmospheric refraction
- Both I and II
- I only
- II only
- Neither I nor II