GATE-200 1
CIVIL ENGINEERING
SECTION A
(75 Marks)
CE.l. This question consists of TWENTY FIVE sub-questions (1.1-1.25) of ONE mark each. For each of these sub-questions four possible answers (A, B, C and D) are given, out of which only one is correct. Answer each sub-question by darkening the appropriate bubble on the OBJECTIVE RESPONSE SHEET (ORS) using a soft HB pencil. Do not use the ORS for any rough work. You may use the Answer Book for any rough work, if needed. (25 x 1 = 25)
1.1. The number of boundary conditions required to solve the following differential equation is GATE CE 02
(a) 2 (c) 4
(b) 0 (d) 1
1.2. The value of the integral is I = GATE CE 04
(a) GATE CE 06
(b) GATE CE 08
(c) GATE CE 10
(d) GATE CE 12
1.3. The limit of the following series as x approaches GATE CE 14 is
GATE CE 16
(a) GATE CE 18 (b) GATE CE 14_00
(c) GATE CE 21 (d) 1
1.4. The degree of static indeterminacy, N s’ and the degree of kinematic indeterminacy, N k’ for the plane frame shown below, assuming axial deformations to be negligible, are given by
GATE CE 23 (a) N s = 6 and N k = 11
(b) N s = 6 and N k = 6
(c) N s = 4 and N k = 6
(d) N s = 4 and N k = 4
1.5. The bending moment (in kNm units) at the mid-span location X in the beam with overhangs shown below-is equal to: GATE CE 25
(a) 0
(b) - 1 0
(c) - 15
(d) -20
1.6. Identify the FALSE statement from the following, pertaining to the effects due to a temperature rise D T in the bar BD alone in the plane truss shown below:
GATE CE 27
(a) No reactions develop at supports A and D.
(b) The bar BD will be subject to a tensile force.
(c) The bar AC will be subject to a compressive force.
(d) The bar BC will be subject to a tensile force.
1.7. Identify the correct deflection diagram corresponding to the loading in the plane frame shown below: GATE CE 29
1.8. Identify the FALSE statement from the following, pertaining to the methods of structural analysis:
* Influence lines for stress resultants in beams can be drawn using Miller Breslau's Principle.
* The Moment Distribution Method is a force method of analysis, not a displacement method.
* The Principle of Virtual Displacements can be used to establish a condition of equilibrium. .
* The Substitute Frame Method is not applicable to frames subject to significant sideway.
1.9. Identify the FALSE statement from the following, pertaining to the design of concrete structures:
* The assumption of a linear strain profile in flexure is made use of in working stress design, but not in ultimate limit state design.
* Torsional reinforcement is not required to be provided at the coners of simply supported rectangular slabs, if the coners are free to lift up.
* A rectangular slab, whose length exceeds twice its width, always behaves as a two-way slab, regardless of the support conditions.
* The 'load balancing' concept can be applied to select the appropriate tendon profile in a prestressed concrete beam subject to a given pattern of loads.
1.10. Identify the most efficient butt joint (with double cover plates) for a plate in tension from the patterns (plan views) shown below, each comprising 6 identical bolts with the same pitch and gauge:
GATE CE 31
1.11. The following two statements are made with respect to different sand samples having the same relative density. Identify if they are TRUE or FALSE.
I. Poorly graded sands will have lower friction angle than the well graded sands.
II. The particle size has no influence on the friction angle of sand.
(a) II is TRUE but I is FALSE (b) Both are FALSE statements
(c) Both are TRUE statements. (d) I is TRUE but II is false.
1.12. The following two statements are made with reference to the calculation of net bearing capacity of a footing in pure clay soil ( f = 0) using Terzaghi's bearing capacity theory. Identify if they are TRUE or FALSE.
I. Increase in footing width will result in increase in bearing capacity.
II. Increase in depth of foundation will result in higher bearing capacity.
(a) Both statements are TRUE (b) Both statements are FALSE
(c) I is TRUE but II is FALSE (d) I is FALSE but II is TRUE
1.13. The width and depth of a footing are 2 and 1.5 m respectively. The water table at the site is at a depth of 3 m below the ground level. The water table correction factor for the calculation of the bearing capacity of soil is
(a) 0.875 (b) 1.000
(c) 0.925 (d) 0.500
1.14. The void ratio and specific gravity of a soil are 0.65 and 2.72 respectively. The degree of saturation (in percent) corresponding to water content of 20% is
(a) 65.3 (b) 20.9
(c) 83.7 (d) 54.4
1.15. With respect to a c- f soil in an infinite slope, identify if the following two statements are TRUE or FALSE.
I. The stable slope angle can be greater than f
II: The factor of safety of the slope does not depend on the height soil in the slope.
(a) Both statements are FALSE (b) I is TRUE but II is FALSE
(c) I is FALSE but II is TRUE (d) Both statements are TRUE
1.16. In the Bernoulli equation. used in pipe flow. each term represents
(a) Energy per unit weight (b) Energy per unit mass
(c) Energy per unit volume (d) Energy per unit flow length
1.17. The stage-discharge relation in a river during the passage of flood is measured. If q f is the discharge at the stage when water surface is falling and q r is the discharge at the same stage when water surface is rising, then
(a) q f= q r (b) q f < q r
(c) q f > q r (d) GATE CE 33 = constant for all stages
1.18. lsopleths are lines on a map through points having equal depth of
(a) Rainfall (b) Infiltration
(c) Evapotranspiration (d) Total runoff
1.19. A linear reservoir is one in which
(a) Storage varies linearly with time
(b) Storage varies linearly with outflow rate
(c) Storage varies linearly with inflow rate
(d) Storage varies linearly with elevation
1.20. Aeration of water is done to remove
(a) Suspended Impurities (b) Colour
(c) Dissolved Salts (d) Dissolved Gases
1.21. The following chemical is used for coagulation.
(a) Ammonium Chloride. (b) Aluminium Chloride.
(c) Aluminium Sulphate. (d) Copper Sulphate.
1.22. The unit in which both sedimentation and digestion processes of sludge take place simultaneously is
(a) Skimming Tank (b) Imhoff Tank
(c) Detritus Tank (d) Digestion Tank
1.23. The design value of lateral friction coefficient on highway is
(a) 1.5 (b) 0.50
(c) 0.35 (d) 0.15
1.24. Camber on highway pavement is provided to take care of
(a) Centrifugal Force. (b) Drainage.
(c) Sight Distance (d) Off-Tracking.
1.25 The minimum value of CBR (%) required for granular sub-base as per Ministry of Surface Transport (MOST) specification is
(a) 5 (b) 10
(c) 15 (d) 20
CE.2. This question consists of Twenty Five sub-questions (2.1.-2.25) of TWO marks each. For each of these sub-questions four possible answers (A, B, C and D) are given, out of which only one is correct. Answer each sub-question by darkening the appropriate bubble on the OBJECTIVE RESPONSE SHEET (ORS) using a soft HB pencil. Do not use the ORS for any rough work. You may use the Answer Book for any rough work, if needed. (25 x 2 = 50)
2.1. Determinant of the following matrix is
GATE CE 35
* – 76
(b) – 28
(c) + 28
(d) + 72
2.2. The inverse Laplace Transform of GATE CE 37 is,
(a) GATE CE 39 (b) GATE CE 41
(c) GATE CE 43 (d) GATE CE 45
2.3. The solution for the following differential equation with boundary conditions
y(0) = 2 and y'(1) =- 3 is,
GATE CE 47
(a) GATE CE 49 (b) GATE CE 51
(c) GATE CE 53 (d) GATE CE 55
2.4. The product
[Q] T of the following two matrices
and [Q] is
GATE CE 57
(a) GATE CE 59 (b) GATE CE 61
(c) GATE CE 63 (d) GATE CE 65
2.5. The given values of the matrix GATE CE 67 are,
(a) (5.13,9.42) (b) (3.85,2.93)
(c) (9.00,5.00) (d) (10.16,3.84)
2.6. The frame below shows three beam elements OA, OB and OC, with identical length L and flexural rigidity El, subject to an external moment M applied at the rigid joint O. The correct set of bending moments {M OA' M oB' M oc} that develop at O in the three beam elements OA, OB and OC respectively, is:
GATE CE 69
El/Lis constant for all three members
(a) {3M/8, M/8, 4M/8} (b) {3M/11, 4M/11, 4M/11}
(c) { M/3, M/3, M/3} (d) {3M/7, 0, 4M/7}
2.7. Identify, from the following, the correct value of the bending moment M A (in kNm units) at the fixed end A in the statically determinate beam shown below (with internal hinges at B and D), when a uniformly distributed load of 10 kN/m is placed on all spans. (Hint: Sketching the influence line for M A or applying the Principle of Virtual Displacements makes the solution easy).
GATE CE 71
(a) -80 (b) -40
(c) 0 (d) + 40
2.8. The end moment (in kNm units) developed in the roof level beams in the laterally loaded frame shown below (with all columns having identical cross-sections), according to the Cantilever Method of simplified analysis, is :
GATE CE 73
(a) 7.5 (b) 15
(c) 20 (d) 30
2.9. Consider the following two statements related to reinforced concrete design, and
identify whether they are TRUE or FALSE:
I. Curtailment of bars in the flexural tension zone in beams reduces the shear strength at the cut-off locations.
II. When a rectangular column section is subject to biaxially eccentric compression, the neutral axis will be parallel to the resultant axis of bending.
(a) Both statements I and II are TRUE.
(b) Statement I is TRUE, and statement II is FALSE.
(c) Statement I is FALSE, and statement II is TRUE.
(d) Both statements I and II are FALSE.
2.10. Consider the following two statements related to structural steel design, and identify whether they are TRUE or FALSE:
I. The Euler buckling load of a slender steel column depends on the yield strength of steel.
II. In the design of laced column, the maximum spacing of the lacing does not depend on the slenderness of column as a whole.
(a) Both statements I and II are TRUE.
(b) Statement I is TRUE, and statement II is FALSE.
(c) Statement I is FALSE, and statement II is TRUE.
(d) Both statements I and II are FALSE.
2.11. Identify the two FALSE statements from the following four statements.
I. The consolidation of soil happens due to the change in total stress.
II. When Standard Penetration Tests are performed in fine sands below the water table, the dilation correction is applied after the overburden correction is applied.
III. Over consolidated clays will have predominantly cohesive strength as compared to the frictional strength.
IV. Compaction of soils is due to expulsion of water.
(a) II & III (b) I & IV
(c) I & III (d) II & IV
2.12. The critical slip circle for a slope is shown below along with the soil properties.
GATE CE 75
The length of the arc of the slip circle is 15.6m and the area of soil within the slip circle is 82 m 2. The radius of the slip circles is 10.3 m. The factor of safety against the slip circle failure is nearly equal to,
(a) 1.05 (b) 1.22
(c) 0.78 (d) 1.28
2.13. The coefficients of permeability of a soil in horizontal and vertical directions are 3.46 and 1.5 m/day respectively. The base length of a concrete dam resting in this soil is 100 m. When the flow net is developed for this soil with 1 : 25 scale factor in the vertical direction, the reduced base length of the dam will be
(a) 2.63 m (b) 4.00 m
(c) 6.08 m (d) 5.43 m
2.14. A plate load test was conducted in sand on a 300 mm diameter plate. If the plate settlement was 5 mm at a pressure of 100 kPa, the settlement (in mm) of a 5 m x 8 m rectangular footing at the same pressure will be
(a) 9.4 (b) 18.6
(c) 12.7 (d) 17.8
2.15. Identify the two TRUE statements from the following four statements.
I. Negative skin friction is higher on floating piles than on end bearing piles.
II. All other things being the same in footings on sand, the footing with smaller
width will have lower settlement at the same net pressure.
III. The void ratio of soils is always less than 1.0.
IV. For determining the depth of embedment of anchored sheet piles, net moment
at the anchor elevation is set to zero.
(a) I & IV (b) I & III
(c) II & IV (d) II & III
2.16. A 15 cm length of steel rod with relative density of 7.4 is submerged in a two layer fluid. The bottom layer is mercury and the top layer is water. The height of top surface of the rod above the liquid interface in 'cm' is
(a) 8.24 (b) 7.82
(c) 7.64 (d) 7.38
2.17. The direct runoff hydrograph of a storm obtained from a catchment is triangular in shape and has a base period of 80 hours. The peak flow rate is 30 m 3/sec and catchment area is 86.4 km 2. The rainfall excess that has resulted the above hydrograph is
(a) 5 cm (b) 8 cm
(c) 10 cm (d) 16 cm
2.18. A field was supplied water from an irrigation tank at a rate of 120 lit/see to irrigate an area of 2.5 hectares. The duration of irrigation is 8 hours. It was found that the actual delivery at the field, which is about 4 km from the tank, was 100 lit/sec. The runoff loss in the field was estimated as 800 m 3. The application efficiency in this situation is
(a) 62% (b) 72%
(c) 76% (d) 80%
2.19. A trapezoidal channel with bottom width of 3m and side slope of IV:1.5H carries a discharge of 8.0 m 3/sec with the flow depth of 1.5m. The Froude number of the flow is
(a) 0.066 (b) 0.132
(c) 0.265 (d) 0.528
2.20. In a 1/50 model of a spillway, the discharge was measured to be 0.3 m 3/sec. The
corresponding prototype discharge in m 3/sec is
(a) 2.0 (b). 15.0
(c) 106.0 (d) 5303.0
2.21. If the BOD 5,20 of waste is 150mg/L and the reaction rate constant (to the base 'e')
at 20°C is 0.35/day, then the ultimate BOD in mg/L is
(a) 97.5 (b) 181.5
(c) 212.9 (d) 230.5
2.22. The Ca 2+ concentration and Mg 2+ concentration of a water sample are 160 mg/lit and 40 mg/lit as their ions respectively. The total hardness of this water sample in terms of CaCO 3 in mg / lit is approximately equal to
(a) 120 (b) 200
(c) 267 (d) 567
2.23. A town has an existing horizontal flow sedimentation tank with an overflow rate of 17m 3/day/m 2, and it is desirable to remove particles that have settling velocity of 0.1mm/sec. Assuming the tank is an ideal sedimentation tank, the percentage of particles removal is approximately equal to
(a) 30% (b) 50%
(c) 70% (d) 90%
2.24. A valley curve has a descending gradient of 1 in 40 followed by an ascending gradient of 1 in 50. The length of the valley curve required for a design speed of 80 km/hour for comfort condition is
(a) 199 m (b) 116 m
(c) 58 m (d) 37 m
2.25. The radius of relative stiffness for a 20 cm thick slab with E = 3 x 10 5kg/cm 2 and Poisson's ratio = 0.15, resting on a subgrade having modulus of 5kg/cm 3 is
(a) 10 cm (b) 80 cm
(c) 120 cm (d) 320 cm
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