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Series-B 2 SES-
CIVIL ENGINEERING
Paper – I
1. Hydrodynamic pressure due to earthquake acts at a height of
(a) 3H/4π above the base (b) 3H/4π below the water surface (c) 4H/3π above the base (d) 4H/3π below the water surface
2. The water surface slope
dy d x , in case of uniform flow in the channel, is equal to (a) 0 ü (b) 1 (c) 1000 (d) ∞
3. The sequent depth ratio of a hydraulic jump in a rectangular horizontal channel is 10.30. The Froude number at the beginning of the jump is (a) 5.64 (b) 7. (c) 8.05 (d) 13. 4. The critical depth at a section of a rectangular channel is 1.5 m. The specific energy at that section is (a) 0.75 m (b) 1.00 m (c) 1.50 m (d) 2.25 m 5. A rectangular open channel of width 5.0 m is carrying a discharge of 100 m^3 /s. The Froude number of the flow is 0.80. The depth of flow in the channel is (a) 4 m (b) 8 m (c) 16 m (d) 20 m 6. If ‘D’ is the scour depth measured below the high flood level and ‘d’ is the depth of scour below the original bed level, then the width of the launching apron at toe of the guide bank will generally be (a) 1.5 Dü (b) 1.5 d (c) 2.0 D (d) 2.0 d 7. Flow in pipe is laminar if Reynold’s number is
(a) more than 2100 (b) more than 3000 (c) more than 4000 (d) less than 2000
8. According to continuity equation
(a)
a 1 v 1 =
a 2 v 2 (b)^ a^1 v^1 = a^2 v^2 (c) a 1 a 2 = v 1 v 2 (d) None of the above
9. Discharge ‘Q’ through a venturimeter is given by (symbols have their usual meanings)
(a) Cd a 1 a 2 2gh/ a 12 –a 22 ü (b) Cd a 12 –a 22 2gh / a 1 a 2 (c) Cd(a 1 –a 2 ) 2gh/(a 1 +a 2 ) (d) Cd a 1 a 2 2gh/(a 1 +a 2 )
SES-03 3 Series-B
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¯ÖÏ¿®Ö¯Ö¡Ö¯ÖÏ¿®Ö¯Ö¡Ö¯ÖÏ¿®Ö¯Ö¡Ö¯ÖÏ¿®Ö¯Ö¡Ö---- I
1. ³ÖæÛÓú¯Ö Ûêú ÛúÖ¸üÞÖ, ¦ü¾ÖÝÖןÖÛúßμÖ ¤ü²ÖÖ¾Ö _________ ‰Ñú“ÖÖ‡Ô ¯Ö¸ü ÛúÖ´Ö Ûú¸üŸÖÖ Æîü …
(a) 3H/4π †Ö¬ÖÖ¸ü Ûêú ‰ú¯Ö¸üü (b) 3H/4π ¯ÖÖ®Öß Ûúß ÃÖŸÖÆü Ûêú ®Öß“Öê
(c) 4H/3π †Ö¬ÖÖ¸ü Ûêú ‰ú¯Ö¸ (d) 4H/3π ¯ÖÖ®Öß Ûúß ÃÖŸÖÆü Ûêú ®Öß“Öê
2. “Öî®Ö»Ö ´Öë ‹Ûú ÃÖ´ÖÖ®Ö ¯ÖϾÖÖÆü Ûêú ´ÖÖ´Ö»Öê ´Öë, •Ö»Ö ÃÖŸÖÆü Ûúß œüÖ»Ö (dy/d x ) ×®Ö´®Ö×»Ö×ÜÖŸÖ Ûêú ²Ö¸üÖ²Ö¸ü Æîü :
(a) 0 ü (b) 1
(c) 1000 (d) ∞
3. ‹Ûú †ÖμÖŸÖÖÛúÖ¸ü õÖî×ŸÖ•Ö “Öî®Ö»Ö ´Öë ‹Ûú •Ö»ÖßμÖ ˆ”ûÖ»Ö ´Öë †®Öã¾ÖŸÖá ÝÖÆü¸üÖ‡Ô ÛúÖ †®Öã¯ÖÖŸÖ 10.30 Æîü … ˆ”ûÖ»Ö Ûúß ¯ÖÏÖ¸ü×´³ÖÛú
±ÏúÖˆ›ü ÃÖÓÜμÖÖ ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêÝÖß :
(a) 5.64 (b) 7. (c) 8.05 (d) 13.
4. ‹Ûú †ÖμÖŸÖÖÛúÖ¸ü “Öî®Ö»Ö Ûêú ‹Ûú †®Öã³ÖÖÝÖ ¯Ö¸ü ÛÎúÖÓןÖÛú ÝÖÆü¸üÖ‡Ô 1.5 ´Öß. Æîü … ˆÃÖ †®Öã³ÖÖÝÖ ¯Ö¸ü ×¾Ö׿Ö™ü ‰ú•ÖÖÔ Æîü
(a) 0.75 ´Öß.ü (b) 1.00 ´Öß.
(c) 1.50 ´Öß. (d) 2.25 ´Öß.
5. ‹Ûú †ÖμÖŸÖÖÛúÖ¸ü ÜÖã»ÖÖ “Öî®Ö»Ö, וÖÃÖÛúß “ÖÖî›ÌüÖ‡Ô 5.0 ´Öß. Æîü, 100 ´Öß^3 /ÃÖê. ÛúÖ ×¾ÖÃÖ•ÖÔ®Ö »Öê •ÖÖ ¸üÆüÖ Æîü … ‡ÃÖ ¯ÖϾÖÖÆü Ûúß
±ÏúÖˆ›ü ÃÖÓÜμÖÖ 0.8 Æîü … ‡ÃÖ “Öî®Ö»Ö ´Öë ¯ÖϾÖÖÆü Ûúß ÝÖÆü¸üÖ‡Ô ×®Ö´®Ö×»Ö×ÜÖŸÖ Æîü :
(a) 4 ´Öß. (b) 8 ´Öß.
(c) 16 ´Öß. (d) 20 ´Öß.
6. μÖפü ‰Ñú“Öê ²ÖÖœÌü ßָü ÃÖê ×®Ö‘ÖÂÖÔÞÖ ÝÖÆü¸üÖ‡Ô ‘D’ Æî †Öî¸ü ×®Ö‘ÖÂÖÔÞÖ ÝÖÆü¸üÖ‡Ô ¾ÖÖßÖ×¾ÖÛú ŸÖ»Öß Ûêú ßָü ÃÖê ‘d’ Æîü ŸÖÖê ÝÖÖ‡›ü ²ÖïÛú Ûêú
™üÖê ¯Ö¸ü ¯ÖÏ´ÖÖê“Ö®Ö ‹ê¯Ö쨅 Ûúß “ÖÖî›ÌüÖ‡Ô ________ ÆüÖêÝÖß …ü
(a) 1.5 Dü (b) 1.5 d
(c) 2.0 D (d) 2.0 d
7. ¯ÖÖ‡¯Ö ´Öë ¯ÖϾÖÖÆü ßÖ׸üŸÖ ÆüÖêÝÖÖ μÖפü ¸êü®ÖÖ»›ü ÃÖÓÜμÖÖ ÛúÖ ´ÖÖ®Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêÝÖÖ :
(a) 2100 ÃÖê †×¬ÖÛú ü (b) 3000 ÃÖê †×¬ÖÛú
(c) 4000 ÃÖê †×¬ÖÛú (d) 2000 ÃÖê †×¬ÖÛú
8. ÃÖÖŸÖŸμÖ ÃÖæ¡Ö Ûêú †®ÖãÃÖÖ¸ü :
(a)
a 1 v 1 =
a 2 v 2 (b)^ a^1 v^1 = a^2 v^2
(c) a 1 a 2 = v 1 v 2 (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
9. ¾ÖꮓÖã¸üß ´Öß™ü¸ü ´Öë ×¾ÖÃÖ•ÖÔ®Ö ‘Q’ ×®Ö´®Ö×»Ö×ÜÖŸÖ Ûêú ²Ö¸üÖ²Ö¸ü ÆüÖêŸÖÖ Æîü : (ÃÖÓÛêúŸÖÖë ÛúÖ ÃÖÖ´ÖÖ®μÖ †£ÖÔ Æîü)
(a) Cd a 1 a 2 2gh/ a 12 –a 22 ü (b) Cd a 12 –a 22 2gh / a 1 a 2
SES-03 5 Series-B
(c) V = CRS (d) V = C/ RS
10. ÃÖß´ÖÖÓŸÖ ¯Ö¸üŸÖ ÛúÖ ×ÃÖ¨üÖ®ŸÖ ÃÖ¾ÖÔ¯ÖÏ£Ö´Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ «üÖ¸üÖ ¯ÖÏßÖãŸÖ ×ÛúμÖÖ ÝÖμÖÖ :
(a) ¯ÖÏÖ®›ü»Öü (b) ®μÖæ™ü®Ö (c) ¸êü®ÖÖ»›ü (d) Ûú™ü¸ü
11. ÜÖã»Öß “Öî®Ö»Ö Ûêú ×»Ö‹ ´ÖîØ®ÖÝÖ ÛúÖ ÃÖæ¡Ö ÃÖÖ´ÖÖ®μÖ ÃÖÓÛêúŸÖÖë ´Öë ×®Ö´®Ö×»Ö×ÜÖŸÖ Æîü :
(a) V =
N R
1/3 (^) S1/2 (^) ü (b) V =^1 N R
2/3 S1/
(c) V =
N R
2/3 (^) S1/3 (^) (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
12. ÝÖã¹ýŸ¾ÖßμÖ ²ÖÖÑ¬Ö Ûêú ×»Ö‹ ¯ÖÏ´ÖãÜÖ ¯ÖÏןָüÖê¬ÖÛú ²Ö»Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖÖ Æîü :
(a) •Ö»Ö ¤üÖ²Öü (b) ŸÖ¸ÓüÝÖ ¤üÖ²Ö (c) ²ÖÖÑ¬Ö Ûêú þÖμÖÓ ÛúÖ ³ÖÖ¸ü (d) ˆŸ£ÖÖ¯ÖÛú ¤üÖ²Ö
13. ×ÛúÃÖß ²ÖÖÑ¬Ö ´Öë ŸÖ®Ö®Ö ˆŸ¯Ö®®Ö ®ÖÆüà ÆüÖêÝÖÖ μÖפü ¯Ö׸üÞÖÖ´Öß ²Ö»Ö †Ö¬ÖÖ¸ü ÃÖê ×®Ö´®ÖÖ®ÖãÃÖÖ¸ü ÝÖã•Ö¸üŸÖÖ Æîü :
(a) †Ö¬ÖÖ¸ü ÛúÖ †×®ŸÖ´Ö ןÖÆüÖ‡Ôü (b) †Ö¬ÖÖ¸ü ÛúÖ ´Ö¬μÖ ×ŸÖÆüÖ‡Ô (c) †Ö¬ÖÖ¸ü ÛúÖ ´Ö¬μÖ ¤üÖê ןÖÆüÖ‡Ô (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
14. ›ü¶æ™üß ‘D’ (ÆêüŒ™êüμÖ¸ü/´Öß^3 /ÃÖê.), ›êü»™üÖ ‘∆’ (´Öß) ŸÖ£ÖÖ †Ö¬ÖÖ¸ü ÛúÖ»Ö ‘B’ (פü®ÖÖë ´Öë) ´Öë ×®Ö´®Ö×»Ö×ÜÖŸÖ ÃÖ´²Ö®¬Ö Æîü :
(a) ∆ = 8.64 D/Bü (b) B = 8.64 ∆/D (c) D = 8.64 ∆/B (d) ∆ = 8.64 B/D
15. »ÖêÃÖß Ûêú †®ÖãÃÖÖ¸ü †×³Ö´ÖÖ•ÖÔ®Ö ÝÖÆü¸üÖ‡Ô ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖß Æîü : (Q - ×¾ÖÃÖ•ÖÔ®Ö ´Öß.^3 /ÃÖê. ´Öë ŸÖ£ÖÖ f - »ÖêÃÖß ÝÖãÞÖÖÓÛú)
(a) 0.47 (Q/ f )½ ü (b) 0.47 (Q/ f )1/ (c) 0.47 (Q/ f )1/4^ (d) 0.47 (Q/ f )1/
16. »ÖêÃÖß ÛúÖ ×¸ü•Öß´Ö ¾ÖêÝÖ ×®Ö´®Ö×»Ö×ÜÖŸÖ Ûêú ÃÖ´ÖÖ®Öã¯ÖÖŸÖß ÆüÖêŸÖÖ Æîü : R - •Ö»ÖßμÖ ´ÖÖ¬μÖ ×¡Ö•μÖÖ ´Öß ´Öë S - œüÖ»Ö (a) R1/2^ S3/4^ (b) R3/4^ S1/ (c) R3/4^ S1/3^ (d) R2/3^ S1/ 17. Ûîú®ÖÖ»Ö Æêü›ü Ûêú ÃÖÖ´Ö®Öê ¿ÖÖ®ŸÖ •Ö»ÖÛãÓú›ü ²Ö®ÖÖ®Öê Ûêú ×»Ö‹ ×®Ö´®Ö×»Ö×ÜÖŸÖ ÛúÖ ×®Ö´ÖÖÔÞÖ ×ÛúμÖÖ •ÖÖŸÖÖ Æîü …
(a) ´Ö”û»Öß ÃÖßœÌüßü (b) ×¾Ö³ÖÖ•ÖÛú ¤üß¾ÖÖ¸ü (c) ²ÖÖÑ¬Ö (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
18. •Ö²Ö ØÃÖ“ÖÖ‡Ô ®ÖÆü¸ü ×ÛúÃÖß ®Ö¤üß Ûêú ‰ú¯Ö¸ü ÃÖê ÝÖã•Ö¸üŸÖß Æîü ŸÖÖê ÛÎúÖòØÃÖÝÖ ¯Ö¸ü ×®ÖÙ´ÖŸÖ ÃÖÓ¸ü“Ö®ÖÖ ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖß Æîü :
(a) ÛÎúÖòÃÖ †¯Ö¾ÖÖ×ÆüÛúÖü (b) •Ö»Ö¾ÖÖÆüß ÃÖêŸÖã (c) ˆ¯Ö׸ü´ÖÖÝÖÔ (d) ÃÖ´Ö¯ÖÖ¸ü
19. ÝÖî¸êü™ü ÛúÖ ÝÖÏÖ±ú, ØÃÖ“ÖÖ‡Ô ®ÖÆü¸ü Ûêú †×³ÖÛú»¯Ö®Ö Ûêú ×»Ö‹, ×®Ö´®Ö×»Ö×ÜÖŸÖ ×ÃÖ¨üÖ®ŸÖ ¯Ö¸ü †Ö¬ÖÖ׸üŸÖ Æîü :
(a) Ûîú®Öê›üß ÛúÖ ×ÃÖ¨üÖ®ŸÖü (b) »ÖêÃÖß ÛúÖ ×ÃÖ¨üÖ®ŸÖ (c) Ûú™ü¸ü ÛúÖ ÃÖæ¡Ö (d) ´ÖîØ®ÖÝÖ ÛúÖ ÃÖæ¡Ö
20. ‹Ûú ÜÖã»Öß ¾ÖÖ×ÆüÛúÖ Ûêú ×»Ö‹ “Öê•Öß ÛúÖ ÃÖæ¡Ö Æîü :
(ÃÖÓÛêúŸÖÖë ÛúÖ ÃÖÖ´ÖÖ®μÖ †£ÖÔ Æîü)
Series-B 6 SES-
(a) V = CRS ü (b) V = C RS (c) V = CRS (d) V = C/ RS
21. According to Khosla’s theory, which one of the following is correct? (a) The critical hydraulic gradient for alluvial soil is nearly equal to 2. (b) The undermining of floor starts from intermediate point (c) Both (a) & (b) (d) None of the above 22. Specific capacity of an open well is higher for which of the following soil type? (a) Clay (b) Fine sand (c) Coarse sand (d) Rock 23. Discharge ‘Q’ over an ogee spillway is given by (where symbols have their usual meanings) (a) Q = CLHü (b) Q = CLH3/ (c) Q = CL3/2^ H (d) Q = C LH 24. Energy loss in a hydraulic jump in a rectangular channel is given by : (symbols have their usual meanings)
(a) ∆E =
(y 2 –y 1 )^3 4y 1 y 2 (b)^ ∆E =^
(v 1 –v 2 )^3 2g v 1 +v 2 (c) Both (a) & (b) (d) None of the above
25. Due to rise in temperature, the viscosity and unit weight of the percolating fluid are reduced to 70% and 90% respectively. Other things being constant, the change in the coefficient of permeability will be (a) 20%ü (b) 28.6% (c) 63.0% (d) 77.8% 26. For laminar flow in a pipe carrying a given discharge, the height of surface roughness is doubled. In such a case the Darcy-Weisback friction factor will (a) remain unchanged (b) be halved (c) be doubled (d) increase four hold 27. Which one of the following pressure units represents the least pressure? (a) Millibar (b) mm of Mercury (c) N/mm^2 (d) kgf/cm^2 28. The correct sequence in the direction of the flow of water for installation of Hydropower plant is (a) Reservoir, surge tank, turbine, penstock (b) Reservoir, penstock, surge tank, turbine (c) Reservoir, penstock, turbine, surge tank (d) Reservoir, surge tank, penstock, turbine 29. The yield of well depends upon (a) permeability of soil (b) area of aquifer opening into the well (c) actual flow velocity (d) All the above 30. A homogeneous earthen dam is 24 m high and has a free board of 4 m. the flow net drawn for the dam indicated the number of potential drops as 12 and the number of flow channels as 3. The coefficient of permeability of the dam is 3 × 10 –6^ m/s. The discharge per m length of the dam will be
Series-B 8 SES-
30. ‹Ûú ÃÖ´ÖÖ®Ö ×´Ö¼üß Ûêú ²ÖÖÑ¬Ö Ûúß ‰Ñú“ÖÖ‡Ô 24 ´Öß. Æîü †Öî¸ü ±Ïúß ²ÖÖê›Ôü 4 ´Öß. Æîü … ²ÖÖÑ¬Ö Ûêú ×»Ö‹ ²Ö®ÖÖμÖê °»ÖÖê®Öê™ü ´Öë 12 ×¾Ö³Ö¾Ö¯ÖÖŸÖ
»ÖÖ‡®Ö Æïü †Öî¸ü 3 °»ÖÖê “Öî®Ö»Ö Æïü … ²ÖÖÑ¬Ö ÛúÖ ¯ÖÖ¸üÝÖ´μÖŸÖÖ ÝÖãÞÖÖÓÛú 3 × 10 -6^ ´Öß./ÃÖê. Æîü … ²ÖÖÑ¬Ö Ûúß ‹Ûú ´Öß™ü¸ü »Ö´²ÖÖ‡Ô ´Öë ÃÖê ×¾ÖÃÖ•ÖÔ®Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêÝÖÖ : (a) 1.8 × 10 -5^ ´Öß^3 /ÃÖê./´Öß. (b) 2.4 × 10 -4^ ´Öß^3 /ÃÖê./´Öß. (c) 2.88 × 10 -4^ ´Öß^3 /ÃÖê./´Öß. (d) 1.5 × 10 -5^ ´Öß^3 /ÃÖê./´Öß.
31. The ratio of the rate of change of discharge in an irrigation outlet to the rate of change of discharge of the distributory is known as (a) Sensitivity (b) Modular ratio (c) Flexibility (d) Setting 32. At a certain point in the floor of the weir, the uplift pressure head due to seepage is 3.75 m. If the relative density of the concrete is 2.5, the minimum thickness of the floor required at this point to counter act the uplift pressure is (a) 3.75 m (b) 2.5 m (c) 1.5 m (d) 1.25 m 33. The total number of possible GVF profiles in open channel are (a) 12 (b) 11 (c) 9 (d) 15 34. In the design of hydraulic structures in alluvial rivers, the equation used to calculate the normal depth of scour ‘R’ for a discharge intensity ‘q’ per m width is (a) R = 4.75 q1/2^ (b) R = 1.35 (q/f)2/ (c) R = 1.35 (q^2 /f)1/3^ (d) R = 1.2 (q^2 /g)1/ 35. A cross drainage work is termed as a canal syphon if it carries the canal (a) below the drainage and the canal FSL is more than the bed level of the drain (b) above the drainage and the drainage HFL is above the bed level of the canal (c) below the drainage and the canal FSL is below the bed level of the drain (d) above the drainage and the drainage HFL is below the bed level of the canal 36. The characteristic feature of a barrage is (a) the provision of a raised crest across the river for flow regulation (b) the provision of a series of gates across the river for flow regulation (c) the creation of storage reservoir on the u/s side (d) none of the above 37. Provision of a filter and a rock toe in an earthen dam is done to (a) prevent the piping action in the dam section (b) collection and drain out the seepage water out of dam (c) reduce the quantity of seepage (d) none of the above 38. The discharge per unit draw down at a well is known as (a) specific yield (b) specific capacity (c) safe yield (d) specific storage 39. At the foot of a spillway, the jump rating curve is below the tail water curve at low flows and above it at high flows. The suitable type of energy dissipater for this situation is (a) a sky-jump bucket (b) a horizontal apron (c) a sloping apron (d) a stilling pool 40. The cut-off in the earthen dams and the rockfill dams is provided to (a) reduce the loss of stored water through seepage
SES-03 9 Series-B
(b) prevent sub-surface erosion by piping action (c) increase the efficiency of grouting operation (d) reduce the uplift pressure in the base of the dam
41. The adjustable proportional module is a (a) Modular outlet (b) Semi-modular outlet (c) Non-modular outlet (d) Open flume outlet 31. ‹Ûú ØÃÖ“ÖÖ‡Ô ´ÖÖêÝÖÖ ´Öë ×¾ÖÃÖ•ÖÔ®Ö Ûêú ²Ö¤ü»ÖÖ¾Ö ÆüÖê®Öê Ûúß ¤ü¸ü †Öî¸ü ×¾ÖŸÖ׸üÛúÖ ´Öë ²ÖÆüÖ¾Ö Ûêú ²Ö¤ü»ÖÖ¾Ö Ûúß ¤ü¸ü Ûêú †®Öã¯ÖÖŸÖ ÛúÖê ÛúÆüŸÖê Æïü : (a) ÃÖÓ¾Öê¤ü®Ö¿Ö߻֟ÖÖü (b) ´ÖÖê›ãü»Ö¸ü †®Öã¯ÖÖŸÖ (c) ®Ö´μÖŸÖÖ (d) ãÖÖ¯Ö®Ö 32. ‹Ûú ¾ÖßμÖ¸ü Ûêú ±Ìú¿ÖÔ ¯Ö¸ü ‹Ûú •ÖÝÖÆü ˆŸ£ÖÖ®Ö ¤üÖ²Ö ¿ÖßÂÖÔ 3.75 ´Öß. Æîü … μÖפü ÛúÖÓÛÎúß™ü ÛúÖ †Ö¯Öê×õÖÛú ‘Ö®ÖŸ¾Ö 2.5 ÆüÖê ŸÖÖê ±Ìú¿ÖÔ Ûúß Ûú´Ö ÃÖê Ûú´Ö ×ÛúŸÖ®Öß ´ÖÖê™üÖ‡Ô ÆüÖê ŸÖÖ×Ûú ±Ìú¿ÖÔ ˆŸ£ÖÖ®Ö ¤üÖ²Ö ÃÖê ²Ö“ÖÖ ¸üÆêü? (a) 3.75 ´Öß. (b) 2.5 ´Öß. (c) 1.5 ´Öß. (d) 1.25 ´Öß. 33. ‹Ûú ÜÖã»Öê “Öî®Ö»Ö ´Öë •ûÌμÖÖ¤üÖ ÃÖê •ûÌμÖÖ¤üÖ ÃÖÓ³ÖÖ×¾ÖŸÖ GVF ¯ÖÏÖê±ÌúÖ‡»Ö ×ÛúŸÖ®Öß ÆüÖêÝÖß?
(a) 12 ü (b) 11 (c) 9 (d) 15
34. •Ö»ÖÖêœÌü ®ÖפüμÖÖë ´Öë •Ö»ÖßμÖ ÃÖÓ¸ü“Ö®ÖÖ†Öë Ûêú †×³ÖÛú»¯Ö®Ö ´Öë ¯ÖÏÃÖÖ´ÖÖ®μÖ ×®Ö‘ÖÂÖÔÞÖ ÝÖÆü¸üÖ‡Ô ‘R’ ×¾ÖÃÖ•ÖÔ®Ö ŸÖß¾ÖΟÖÖ ‘q’ ¯ÖÏ×ŸÖ ´Öß™ü¸ü “ÖÖî›ÌüÖ‡Ô ¯Ö¸ü ×®Ö´®Ö×»Ö×ÜÖŸÖ Æîü : (a) R = 4.75 q½ (b) R = 1.35 (q/ f )2/ (c) R = 1.35 (q^2 / f )1/3^ (d) R = 1.2 (q^2 /g)1/ 35. ‹Ûú ¯ÖÖ¸ü †¯Ö¾ÖÖÆü ÛúÖμÖÔ ÛúÖê ®ÖÆü¸ü ÃÖÖμÖ±ú®Ö ÛúÆüŸÖê Æïü μÖפü ®ÖÆü¸ü
(a) †¯Ö¾ÖÖ×ÆüÛúÖ Ûêú ®Öß“Öê ÆüÖê †Öî¸ü ®ÖÆü¸ü ÛúÖ ¯ÖæÞÖÔ ¯ÖæÙŸÖ ÃŸÖ¸ü †¯Ö¾ÖÖ×ÆüÛúÖ Ûúß ŸÖ»Öß Ûêú ßָü ÃÖê ‰ú¯Ö¸ü ÆüÖê … ü (b) †¯Ö¾ÖÖ×ÆüÛúÖ Ûêú ‰ú¯Ö¸ü ÆüÖê †Öî¸ü †¯Ö¾ÖÖ×ÆüÛúÖ ÛúÖ ˆ““Ö •Ö»Ö ßָü ®ÖÆü¸ü Ûúß ŸÖ»Öß Ûêú ßָü ÃÖê ‰ú¯Ö¸ü ÆüÖê … (c) †¯Ö¾ÖÖ×ÆüÛúÖ Ûêú ®Öß“Öê ÆüÖê †Öî¸ü ®ÖÆü¸ü ÛúÖ ¯ÖæÞÖÔ ¯ÖæÙŸÖ ÃŸÖ¸ü †¯Ö¾ÖÖ×ÆüÛúÖ Ûúß ŸÖ»Öß Ûêú ßָü ÃÖê ®Öß“Öê ÆüÖê … (d) †¯Ö¾ÖÖ×ÆüÛúÖ ÃÖê ‰ú¯Ö¸ü ÆüÖê †Öî¸ü †¯Ö¾ÖÖ×ÆüÛúÖ ÛúÖ ˆ““Ö •Ö»Ö ßָü ®ÖÆü¸ü Ûúß ŸÖ»Öß Ûêú ßָü ÃÖê ®Öß“Öê ÆüÖê …
36. ‹Ûú ²Öî¸üÖ•Ö ÛúÖ ×¾Ö׿Ö™ü »ÖõÖÞÖ ×®Ö´®Ö×»Ö×ÜÖŸÖ Æîü :
(a) ®Ö¤üß Ûêú ‰ú¯Ö¸ü ‹Ûú ¿ÖßÂÖÔ ¤üß¾ÖÖ¸ü ²Ö®ÖÖÛú¸ü ²ÖÆüÖ¾Ö ÛúÖê ×®ÖμÖÓ×¡ÖŸÖ Ûú¸ü®ÖÖ … ü (b) ®Ö¤üß Ûêú ‰ú¯Ö¸ü ÝÖê™üÖë Ûúß ÀÖéÓÜÖ»ÖÖ ²Ö®ÖÖÛú¸ü ²ÖÆüÖ¾Ö ÛúÖê ×®ÖμÖÓ×¡ÖŸÖ Ûú¸ü®ÖÖ … (c) ®Ö¤üß Ûúß ‰ú¯Ö¸ü ¾ÖÖ»Öß ¸üß“Ö ´Öë ‹Ûú ÃÖÓ“ÖμÖ®Ö •Ö»ÖÖ¿ÖμÖ ²Ö®ÖÖ®ÖÖ … (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ³Öß ®ÖÆüà
37. ‹Ûú ´Öé¤üÖ ²ÖÖÑ¬Ö ´Öë ×±ú»™ü¸ü †Öî¸ü ¿Öî»Ö ™üÖê ×ÛúÃÖ×»Ö‹ »ÖÝÖÖ‹ •ÖÖŸÖê Æïü?
(a) ²ÖÖÑ¬Ö ´Öë õÖ¸üÞÖ ×ÛÎúμÖÖ ÛúÖê ¸üÖêÛú®Öê Ûêú ×»Ö‹ü (b) ²ÖÖÑ¬Ö ´Öë ÃÖê ×®ÖÃμÖÓ¤ü®Ö ¾ÖÖ»Öê ¯ÖÖ®Öß ÛúÖê ‡Ûú½üÖ Ûú¸ü®Öê †Öî¸ü ²ÖÖÆü¸ü ×®ÖÛúÖ»Ö®Öê Ûêú ×»Ö‹ (c) ×®ÖÃμÖÓ¤ü®Ö Ûúß ´ÖÖ¡ÖÖ ÛúÖê Ûú´Ö Ûú¸ü®Öê Ûêú ×»Ö‹ (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
38. ‹Ûú Ûãú‹Ñ ÃÖê ×¾ÖÃÖ•ÖÔ®Ö ‹ÛúÖÓÛú •Ö»ÖÖ¾ÖŸÖ®Ö ÛúÖê ŒμÖÖ ÛúÆüŸÖê Æïü?
(a) ×¾Ö׿Ö™ü »Öײ¬Öü (b) ×¾Ö׿Ö™ü õÖ´ÖŸÖÖ (c) ÃÖã¸ü×õÖŸÖ »Öײ¬Ö (d) ×¾Ö׿Ö™ü ÃÖÓ“ÖμÖ
39. ‹Ûú †×¬Ö¯»Ö¾Ö ´ÖÖÝÖÔ Ûêú ®Öß“Öê •ÖÓ¯Ö Ûúß ÃÖÓ×®Ö¬ÖÖÔ¸üÞÖ ¾ÖÛÎú ¯Öã“”û •Ö»Ö Ûúß ÃÖÓ×®Ö¬ÖÖÔ¸üÞÖ ¾ÖÛÎú ÃÖê Ûú´Ö ×¾ÖÃÖ•ÖÔ®Ö Ûêú ×»Ö‹ ®Öß“Öê Æîü †Öî¸ü •μÖÖ¤üÖ ×¾ÖÃÖ•ÖÔ®Ö Ûêú ×»Ö‹ ‰ú¯Ö¸ü Æîü … μÖÆüÖÑ ¯Ö¸ü ×ÛúÃÖ ¯ÖÏÛúÖ¸ü ÛúÖ ‰ú•ÖÖÔ †×¬ÖõÖ´ÖÛú šüßÛú ¸üÆêüÝÖÖ? (a) ÃÛúÖ‡Ô-•ÖÓ¯Ö ²ÖÛêú™üü (b) õÖî×ŸÖ•Ö ‹ê¯Ö¸ü®Ö (c) œüÖ»Ö ‹ê¯Ö¸ü®Ö (d) ×ãָüßÛú¸üÞÖ ÛãÓú›ü 40. ´Öé¤üÖ ŸÖ£ÖÖ ¿Öî»ÖßμÖ ²ÖÖѬÖÖë ´Öë †ÓŸÖÛú ×®Ö´®Ö×»Ö×ÜÖŸÖ Ûêú ×»Ö‹ »ÖÝÖÖŸÖê Æïü :
(a) ²ÖÖÑ¬Ö ´Öë ÃÖÓ×“ÖŸÖ •Ö»Ö ÛúÖê ×®ÖÃμÖÓ¤ü «üÖ¸üÖ ÆüÖ×®Ö ÛúÖê Ûú´Ö Ûú¸ü®Öê Ûêú ×»Ö‹
SES-03 11 Series-B
51. The changes that take place during the process of consolidation of a saturated clay would include (a) an increase in pore water pressure and an increase in effective pressure (b) an increase in pore water pressure and a decrease in effective pressure (c) a decrease in pore water pressure and a decrease in effective pressure (d) a decrease in pore water pressure and an increase in effective pressure 42. ÆüÖ‡›ÒüÖò×»ÖÛú •ÖÓ¯Ö ²Ö®Ö®Öê Ûêú ¤üÖî¸üÖ®Ö :
(a) ×¾Ö׿Ö™ü ‰ú•ÖÖÔ †Öî¸ü ×¾Ö׿Ö™ü ²Ö»Ö †¯Ö׸ü¾ÖÙŸÖŸÖ ¸üÆêüÝÖÖ …
ü (b) ×¾Ö׿Ö™ü ‰ú•ÖÖÔ ²ÖœÌêüÝÖß †Öî¸ü ×¾Ö׿Ö™ü ²Ö»Ö Ûú´Ö ÆüÖêÝÖÖ …
(c) ×¾Ö׿Ö™ü ‰ú•ÖÖÔ Ûú´Ö ÆüÖêÝÖß †Öî¸ü ×¾Ö׿Ö™ü ²Ö»Ö ²ÖœÌêüÝÖÖ … (d) ×¾Ö׿Ö™ü ‰ú•ÖÖÔ Ûú´Ö ÆüÖêÝÖß †Öî¸ü ×¾Ö׿Ö™ü ²Ö»Ö †¯Ö׸ü¾ÖÙŸÖŸÖ ¸üÆêüÝÖÖ …
43. ÝÖã¹ýŸ¾ÖßμÖ ²ÖÖÑ¬Ö ÛúÖê ˆ»Ö™ü®Öê ÃÖê ÃÖã¸ü×õÖŸÖ ¸üÜÖ®Öê Ûêú ×»Ö‹, ÃÖã¸üõÖÖ ÝÖãÞÖÖÓÛú ÛúÖ ´ÖÖ®Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ ÃÖê Ûú´Ö ®ÖÆüà ÆüÖê®ÖÖ “ÖÖ×Æü‹ :
(a) 1.0 (b) 2. (c) 4.0 (d) 1.
44. ®Ö¤üß ¯Ö¸ü ²Ö®ÖÖ‡Ô ÝÖ‡Ô ÃÖÓ¸ü“Ö®ÖÖ, וÖÃÖÛúÖ ´ÖãÜμÖ ˆ§êü¿μÖ ®Ö¤üß ÃÖê ¯ÖÖ®Öß ®ÖÆü¸üÖë ´Öë ³Öê•Ö®ÖÖ Æîü, ÛúÖê _________ ÛúÆüÖ •ÖÖŸÖÖ Æîü …
(a) •Ö»Ö ¿ÖßÂÖÔ ŸÖ®¡Öü (b) ¾ÖßμÖ¸ü (c) ²ÖÖÑ¬Ö (d) ˆ¯ÖÖÓŸÖÛú ²ÖÓ¬Ö
45. ¯ÖÖ‡¯Ö »ÖÖ‡®Ö ´Öë ¦ü×¾Ö»Ö œüÖ»Ö ¸êüÜÖÖ ÃÖ¤îü¾Ö ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖß Æîü :
(a) ÃÖÛú»Ö ‰ú•ÖÖÔ ¸êüÜÖÖ Ûêú ‰ú¯Ö¸üü (b) ¯ÖÖ‡¯Ö †õÖ Ûêú ®Öß“Öê (c) ¯ÖϾÖÖÆü פü¿ÖÖ ´Öë œüÖ»Öæ (d) ÃÖÛú»Ö ‰ú•ÖÖÔ ¸êüÜÖÖ Ûêú ®Öß“Öê
46. ´ÖîØ®ÖÝÖ Ûêú ÝÖãÞÖÖÓÛú ‘n’ †Öî¸ü “Öê•ÖÌß Ûêú ÝÖãÞÖÖÓÛú ‘C’ ´Öë ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖê ÛúÖî®Ö ÃÖÖ ÃÖÓ²Ö®¬Ö ÃÖÆüß Æîü?
(R •Ö»ÖßμÖ ´ÖÖ¬μÖ ÝÖÆü¸üÖ‡Ô Æîü) (a) C = R2/3/nü (b) C = R1/6/n (c) C = R1/3/n (d) C = R1/4/n
47. “Ö¸ü´Ö ÃÖÓÛãú×“ÖŸÖ ¬ÖÖ¸üÖ ¯Ö¸ü ¯ÖÖ®Öß Ûêú •Öê™ü Ûêú ¯Ö׸ü“”êû¤ü ÛúÖ õÖê¡Ö±ú»Ö ®μÖæ®ÖŸÖ´Ö ÆüÖêŸÖÖ Æîü ŸÖ£ÖÖ ¯ÖϾÖÖÆü ¾ÖêÝÖ _______ ÆüÖêŸÖÖ Æîü …
(a) ®μÖæ®ÖŸÖ´Öü (b) †ÖîÃÖŸÖ (c) †×¬ÖÛúŸÖ´Ö (d) ¿Öæ®μÖ
48. ×ÛúÃÖß 30 ÃÖê´Öß ¾μÖÖÃÖ ¾ÖÖ»Öê ¯ÖÖ‡¯Ö ´Öë ¯ÖÖ®Öß ÛúÖ ¯ÖϾÖÖÆü 100 ´Öß./ÃÖê. ÆüÖê ŸÖÖê μÖפü ‡ÃÖ ¯ÖÖ‡¯Ö ÛúÖ ¾μÖÖÃÖ 15 ÃÖê.´Öß. Ûú¸ü פüμÖÖ •ÖÖμÖ ŸÖÖê ¯ÖÖ‡¯Ö ´Öë ¯ÖϾÖÖÆü ¾ÖêÝÖ ÆüÖêÝÖÖ : (a) 50 ´Öß./ÃÖê. (b) 25 ´Öß./ÃÖê. (c) 200 ´Öß./ÃÖê. (d) 400 ´Öß./ÃÖê. 49. »ÖêÃÖß ®Öê †¯Ö®Öê ×ÃÖ»™ü ×ÃÖ¨üÖ®ŸÖ ´Öë ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖ´²ÖÓ¬Ö Ã£ÖÖ×¯ÖŸÖ ×ÛúμÖê :
(a) ×®ÖÃÃÖ¸üÞÖ ¾Ö ¤üÖ²Ö ´Öëü (b) ¾ÖêÝÖ, ×®ÖÃÃÖ¸üÞÖ, ×ÃÖ»™ü ÝÖãÞÖÖÓÛú ‹¾ÖÓ ¯ÖϾÖÖÆü ¾ÖêÝÖ ´Öë (c) ŸÖ»Öß Ûêú œüÖ»Ö, ×®ÖÃÃÖ¸üÞÖ ‹¾ÖÓ Ûú™üÖ¾Ö ÝÖÆü¸üÖ‡Ô ´Öë (d) ˆ¯Ö¸üÖêŒŸÖ ÃÖ³Öß ÃÖÆüß Æïü
50. ²ÖÖѬÖÖë ´Öë ŸÖ¸ÓüÝÖ ×ÛÎúμÖÖ Ûêú ×»Ö‹ ±Ïúß ²ÖÖê›Ôü Ûúß †×¬ÖÛúŸÖ´Ö ‰Ñú“ÖÖ‡Ô ÃÖÖ¬ÖÖ¸üÞÖŸÖ: ×®Ö´®Ö Ûêú ÃÖ´ÖŸÖã»μÖ »Öß •ÖÖŸÖß Æîü : (•Ö²Ö×Ûú hw
ŸÖ¸ÓüÝÖ Ûúß ‰Ñú“ÖÖ‡Ô Æîü) (a) 0.5ü hw (b) 0.75ü hw
Series-B 12 SES-
(c) 1.25ü hw (d) 1.50 hw
51. ÃÖÓŸÖé¯ŸÖ ´Öé×¢ÖÛúÖ Ûêú ÃÖã¥üœÌüßÛú¸üÞÖ ¯ÖÏÛÎú´Ö ´Öë •ÖÖê ¯Ö׸ü¾ÖŸÖÔ®Ö ÆüÖêŸÖê Æïü ˆ®Ö´Öë ÃÖ×´´Ö×»ÖŸÖ Æîü
(a) ¸Óü¬ÖÐ •Ö»Ö ¤üÖ²Ö ´Öë ¾Öéרü ŸÖ£ÖÖ ¯ÖϳÖÖ¾Öß ¤üÖ²Ö ´Öë ¾Öéרüü (b) ¸Óü¬ÖÐ •Ö»Ö ¤üÖ²Ö ´Öë ¾Öéרü ŸÖ£ÖÖ ¯ÖϳÖÖ¾Öß ¤üÖ²Ö ´Öë Ûú´Öß (c) ¸Óü¬ÖÐ •Ö»Ö ¤üÖ²Ö ´Öë Ûú´Öß ŸÖ£ÖÖ ¯ÖϳÖÖ¾Öß ¤üÖ²Ö ´Öë Ûú´Öß (d) ¸Óü¬ÖÐ •Ö»Ö ¤üÖ²Ö ´Öë Ûú´Öß ŸÖ£ÖÖ ¯ÖϳÖÖ¾Öß ¤üÖ²Ö ´Öë ¾Öéרü
52. The initial and final void ratios of a clay sample in a consolidation test are 1.0 and 0. respectively. If the initial thickness of the sample is 2.4 cm, then its final thickness will be (a) 1.3 cm (b) 1.8 cm (c) 1.9 cm (d) 2.2 cm 53. A soil sample is having a specific gravity 2.60 and a void ratio of 0.78. The water content required to fully saturate the soil at that void ratio would be (a) 10%ü (b) 30% (c) 50% (d) 70% 54. A sand deposit has a porosity of 1/3 and its specific gravity is 2.5. The critical hydraulic gradient to cause sand boiling in the stratum will be (a) 1.5 (b) 1. (c) 1.0 (d) 0. 55. Density index of soil is denoted by emax – max. void ratio emin – min. void ratio e – natural void ratio (a) (emax – e)/(emax – emin) (b) (e – emax)/(emax – emin) (c) (emax + e)/(emax – emin) (d) (e + emax)/(emax – emin) 56. As per soil classification system, silty sand is denoted by the symbol (a) SWü (b) SP (c) SM (d) SC 57. The relationship between discharge velocity V and seepage velocity Vs is
(a) Vs = V/n ü (b) Vs = V/e (c) Vs = Vn (d) Vs = Ve
58. According to Terzaghi, the net ultimate bearing capacity of clay is given by where : Nq, Nr & Nc are bearing capacity factors, C – cohesion (a) C.Nq (b) C.Nr (c) C.Nc (d) 1.2 C.Nc 59. The relationship between void ratio and porosity n is
(a) n =
e 1 – e (b)^ n =^
e 1 + e
(c) n =
1 – e e (d)^ n =
1 + e e
Series-B 14 SES-
(c) n =
1 – e e (d)^ n =
1 + e e
60. ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖê ×ÛúÃÖ´Öë ÃÖã‘Ö™ü¶ŸÖÖ ®ÖÆüà ÆüÖêŸÖß Æîü? (a) ²Öê®™üÖê®ÖÖ‡™üü (b) ÛúÖˆ»Öß®ÖÖ‡™ü (c) ¯ÖŸ£Ö¸ü ÛúÖ “Öæ¸üÖ (d) ´ÖÖê™üß ´Öé×¢ÖÛúÖ 61. ÃÖÖ´ÖÖ®μÖ ÃÖÓÛêúŸÖÛúÖë ´Öë ×ÛúÃÖß ´Öé¤üÖ ÛúÖ ÃÖ´ÖÖ®ÖŸÖÖ ÝÖãÞÖÖÓÛú ×®Ö´®Ö×»Ö×ÜÖŸÖ «üÖ¸üÖ ¯Ö׸ü³ÖÖ×ÂÖŸÖ ×ÛúμÖÖ •ÖÖŸÖÖ Æîü : (a) D 30 /D 40 (b) D 40 /D 50 (c) D 50 /D 60 (d) D 60 /D 10 62. According to IS code, allowable settlement of raft foundation on sand is (a) 25 mm to 40 mmü (b) 40 mm to 65 mm (c) 75 mm to 100 mm (d) 100 mm to 120 mm 63. The toughness index of clayey soil is given by (a) Plasticity index/Flow index (b) Liquid limit / Plastic limit (c) Liquidity index / Plastic limit (d) Plastic limit / Liquidity index 64. The two criteria for the determination of allowable bearing capacity of a foundation are (a) tensile failure and compressive failure (b) tensile failure and shear failure (c) bond failure and shear failure (d) shear failure and settlement 65. In an undrained tri-axial test on a saturated clay, the Poisson’s ratio is
(a)
σ 3 σ 1 + σ 3 (b)
σ 3 σ 1 – σ 3
(c)
σ 1 – σ 3 σ 3 (d)
σ 1 + σ 3 σ 3
66. Capillary water in soils (a) causes negative pore water pressure (b) reduces effective pressure (c) reduces bearing capacity (d) all the above are true 67. A given soil sample has the following given size analysis : < 2.00 mm – 80% < 0.66 mm – 60% < 0.075 mm – 30% < 0.005 mm – 10% < 0.002 mm – 2% The soil is (a) skip graded (b) uniformly graded (c) well graded (d) average graded 68. The figure given below represents the contact pressure distribution on underneath as :
SES-03 15 Series-B
(a) rigid footing on saturated soil (b) rigid footing on sand (c) flexible footing on saturated clay (d) flexible footing on sand
69. Sheep foot roller is mostly used for the compaction of which type of soils? (a) Clays (b) Sand (c) Gravel (d) Silt 62. IS ÛúÖê›ü Ûêú †®ÖãÃÖÖ¸ü ¸êüŸÖß»Öß ´Öé¤üÖ†Öë ¯Ö¸ü ¸üÖ°Ì™ü ®Öà¾Ö ÛúÖ †®Öã–ÖêμÖ ×®Ö¤ü®Ö ________ Æîü …
(a) 25 mm ÃÖê 40 mmü (b) 40 mm ÃÖê 65 mm (c) 75 mm ÃÖê 100 mm (d) 100 mm ÃÖê 120 mm
63. ×´Ö¼üß ÛúÖ Ûú›ÌüÖ¯Ö®Ö ÃÖæ“ÖÛúÖÓÛú ×®Ö´®Ö «üÖ¸üÖ ×¤üμÖÖ •ÖÖŸÖÖ Æîü :
(a) ¯»ÖÖ×Ùü×ÃÖ™üß ÃÖæ“ÖÛúÖÓÛú/°»ÖÖê ÃÖæ“ÖÛúÖÓÛú (b) ×»Ö׌¾Ö×›ü™üß ÃÖß´ÖÖ/¯»ÖÖ×ÙüÛú ÃÖß´ÖÖ (c) ×»Ö׌¾Ö×›ü™üß ÃÖæ“ÖÛúÖÓÛú/¯»ÖÖ×ÙüÛú ÃÖß´ÖÖ (d) ¯»ÖÖ×ÙüÛú ÃÖß´ÖÖ/×»Ö׌¾Ö×›ü™üß ÃÖæ“ÖÛúÖÓÛú
64. ´Öé¤üÖ ´Öë ®Öà¾Ö Ûúß †®Öã–ÖêμÖ ¬ÖÖ¸üÞÖ õÖ´ÖŸÖÖ ÛúÖê ´ÖÖ¯Ö®Öê Ûêú ¤üÖê ¯Öî´ÖÖ®Öê ‡ÃÖ ¯ÖÏÛúÖ¸ü Æïü :
(a) ŸÖ®Ö®Ö ×¾Ö±ú»ÖŸÖÖ †Öî¸ü ÃÖÓ¯Öß›ü®Ö ×¾Ö±ú»ÖŸÖÖü (b) ŸÖ®Ö®Ö ×¾Ö±ú»ÖŸÖÖ †Öî¸ü †¾Öºþ¯ÖÞÖ ×¾Ö±ú»ÖŸÖÖ (c) ²ÖÖÓ›ü ×¾Ö±ú»ÖŸÖÖ †Öî¸ü †¾Öºþ¯ÖÞÖ ×¾Ö±ú»ÖŸÖÖ (d) †¾Öºþ¯ÖÞÖ ×¾Ö±ú»ÖŸÖÖ †Öî¸ü ×®Ö¤ü®Ö
65. ‹Ûú ÃÖÓŸÖé¯ŸÖ ´Öé×¢ÖÛúÖ ¯Ö¸ü ×ÛúμÖê ÝÖμÖê †®Ö¯Ö¾ÖÖÆü סֆõÖßμÖ ¯Ö¸üßõÖÞÖ ´Öë ¯¾ÖÖÃÖÖë ÛúÖ †®Öã¯ÖÖŸÖ ÆüÖêŸÖÖ Æîü :
(a)
σ 3 σ 1 + σ 3 (b)^
σ 3 σ 1 – σ 3
(c)
σ 1 – σ 3 σ 3 (d)
σ 1 + σ 3 σ 3
66. ´Öé¤üÖ ´Öë ´ÖÖî•Öæ¤ü Ûêú׿ÖÛú •Ö»Ö ÃÖê :
(a) ¸Óü¬ÖÐ•Ö»Ö ¤üÖ²Ö ¿Öæ®μÖ ÃÖê ®Öß“Öê ÆüÖê •ÖÖŸÖÖ Æîü …ü (b) ¯ÖϳÖÖ¾Öß ¯ÖÏ×ŸÖ²Ö»Ö ‘Ö™ü •ÖÖŸÖÖ Æîü … (c) ´Öé¤üÖ Ûúß ³ÖÖ¸ü¾ÖÆü®Ö õÖ´ÖŸÖÖ ‘Ö™ü •ÖÖŸÖß Æîü … (d) ˆ¯Ö¸üÖêŒŸÖ ÃÖ³Öß ÃÖÆüß Æïü …
67. ‹Ûú ´Öé¤üÖ ÛúÖ ´Öé¤üÖÛúÞÖ †ÖÛúÖ¸ü ¾ÖÝÖáÛú¸üÞÖ ‡ÃÖ ¯ÖÏÛúÖ¸ü Æîü : < 2.00 mm – 80% < 0.66 mm – 60% < 0.075 mm – 30% < 0.005 mm – 10% < 0.002 mm – 2% ´Öé¤üÖ Ûúß ÁÖêÞÖß ÆüÖêÝÖß : (a) ×ÃÛú¯Ö ÁÖêÞÖß (b) ÃÖ´ÖÖÓÝÖ ÁÖêÞÖß (c) ÃÖã¯ÖϾÖ×ÞÖŸÖ ÁÖêÞÖß (d) †ÖîÃÖŸÖ ÁÖêÞÖß 68. ®Öß“Öê פüμÖê ÝÖμÖê ×“Ö¡Ö ´Öë ïֿÖÔ ¤üÖ²Ö ×¾Ö³ÖÖ•Ö®Ö ×“Ö¡Ö Æîü :
SES-03 17 Series-B
(c) does not affect the sinking of well (d) none of the above
79. Coulomb’s equation for shear strength can be represented by (symbols have their usual meanings) (a) c = s + σ tan φ (b) c = s – σ tan φ (c) s = σ + c tan φ (d) s = c – σ tan φ 80. When consolidation of saturated soil sample occurs, the degree of saturation (a) increases (b) decreases (c) remains constant (d) may increase or decrease 81. A soil has a bulk density of 17.6 kN/m^3 and water content 10%. If the void ratio remains constant then the bulk density for water content of 20% will be (a) 16.13 kN/m^3 (b) 19.20 kN/m^3 (c) 19.36 kN/m^3 (d) 17.6 kN/m^3 70. ´Öé¤üÖ ´Öë ŠúÞÖÖŸ´ÖÛú Ÿ¾Ö“ÖÖ ‘ÖÂÖÔÞÖ ÛúÖê ÝÖÞÖ®ÖßμÖ ´ÖÖ®ÖÖ •ÖÖŸÖÖ Æîü, •Ö²Ö ²Öã×®ÖμÖÖ¤ü ×®Ö´®Ö «üÖ¸üÖ ²Ö®Öß ÆüÖêŸÖß Æîü : (a) ³Ö¸üÖ¾Ö Ûúß ÃÖÖ´ÖÝÖÏßü (b) ‘Ö®ÖÖ ´ÖÖê™üÖ ²ÖÖ»Öæ (c) †×ŸÖ ¥üœÌü Ûú›Ìüß ×“ÖÛú®Öß ×´Ö¼üß (d) ´ÖÆüß®Ö ²ÖÖ»Öæ 71. ÃÖÃÖÓ•Ö®ÖÆüß®Ö ÛúÞÖ¤üÖ¸ü ´Öé¤üÖ†Öë Ûêú ×»Ö‹ ´Öé¤üÖ ÃÖ×ÛÎúμÖ ¤üÖ²Ö ÝÖãÞÖÖÓÛú ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖÖ Æîü :
(a)
1 + sin φ 1 – sin φ (b)
1 – sin φ 1 + sin φ
(c)
1 + cos φ 1 – cos φ (d)
1 – cos φ 1 + cos φ
72. μÖפü ‹Ûú ´Öé¤üÖ ¯ÖÏן֤ü¿ÖÔ ÛúÖ ÃÖãÃÖÓÝÖŸÖ ÃÖæ“Ö®ÖÖÓÛú ‡ÛúÖ‡Ô ÆüÖê ŸÖÖê ¾ÖÆü ×®Ö´®Ö ×ãÖ×ŸÖ ´Öë Æîü : (a) ¦ü¾Ö ÃÖß´ÖÖ (b) ÃÖã‘Ö™ü¶ ÃÖß´ÖÖ (c) ÃÖÓÛãú“Ö®Ö ÃÖß´ÖÖ (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà 73. ³ÖÖ¸üŸÖßμÖ ´ÖÖ®ÖÛú ´Öé¤üÖ ¾ÖÝÖáÛú¸üÞÖ ¯ÖÏÞÖÖ»Öß Ûêú †®ÖãÃÖÖ¸ü ‘MI’ ×®Ö´®Ö×»Ö×ÜÖŸÖ ÛúÖ ÃÖÓÛêúŸÖÛú Æîü :
(a) ˆ““Ö ÃÖã‘Ö™ËüμÖŸÖÖ Ûúß †ÛúÖ²ÖÔ×®ÖÛú ×ÃÖ»™ü (b) ˆ““Ö ÃÖ´¯Öß›ËüμÖŸÖÖ Ûúß †ÛúÖ²ÖÔ×®ÖÛú ×ÃÖ»™ü (c) ´Ö¬μÖ´Ö ÃÖã‘Ö™ËüμÖŸÖÖ Ûúß †ÛúÖ²ÖÔ×®ÖÛú ×ÃÖ»™ü (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà
74. ×®ÖÃμÖÓ¤ü®Ö ¤üÖ²Ö Æü´Öê¿ÖÖ »ÖÝÖŸÖÖ Æîü (a) ²ÖÆüÖ¾Ö Ûúß ×¾Ö¯Ö¸üßŸÖ ×¤ü¿ÖÖ ´Öëü (b) ²ÖÆüÖ¾Ö Ûúß ×¤ü¿ÖÖ ´Öë (c) ²ÖÆüÖ¾Ö Ûúß »Ö´²Ö¾ÖŸÖ פü¿ÖÖ ´Öë (d) ¯ÖÏŸμÖêÛú פü¿ÖÖ ´Öë 75. ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖê ÛúÖî®Ö ÃÖÖ Ûú£Ö®Ö ÃÖŸμÖ Æîü? (a) “‹Ûú ¥üœÌü ²»ÖÖÛú ®Öà¾Ö Ûêú þÖÖŸÖÓ¡μÖ Ûúß ÛúÖê×™ü 6 ÆüÖêŸÖê Æïü …” ü (b) “×ÛúÃÖß ®Öà¾Ö ÛúÖê ˆ£Ö»ÖÖ ´ÖÖ®ÖŸÖê Æïü μÖפü ˆÃÖÛúß ÝÖÆü¸üÖ‡Ô “ÖÖî›ÌüÖ‡Ô ÃÖê †×¬ÖÛú ÆüÖê …” (c) (a) †Öî¸ü (b) ¤üÖê®ÖÖë (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà 76. ²ÖÖ¸üßÛú ÛúÞÖÖë Ûúß ÃÖÃÖÓ•ÖÛú ´Öé¤üÖ Ûêú †¯Ö¾ÖÖÆü Ûêú ×»Ö‹ ×®Ö´®Ö×»Ö×ÜÖŸÖ ×¾Ö×¬Ö Æîü : (a) ÜÖÖ‡Ô ‹¾ÖÓ ÛãÓú›üü (b) ˆ£Ö»ÖÖ Ûãú†ÖÑ ¯ÖÏÞÖÖ»Öß (c) ÝÖÆü¸üÖ Ûãú†ÖÑ ¯ÖÏÞÖÖ»Öß (d) ×¾ÖªãŸÖßμÖ ¯Ö¸üÖÃÖ¸üÞÖ 77. †²ÖÖ×¬ÖŸÖ ÃÖÓ¯Öß›Ìü®Ö ¯Ö¸üßõÖÞÖ ÃÖÖ´ÖÖ®μÖŸÖ: ×®Ö´®Ö Ûêú ×»Ö‹ »ÖÖÝÖæ Æîü :
(a) †ÃÖÃÖÓ•ÖÛú ´Öé¤üÖü (b) ÃÖÓŸÖé¯ŸÖ ´Öé×¢ÖÛúÖ (c) ÝÖÖ¤ü (d) ²Ö»Öã‡Ô ´Öé¤üÖ
78. •μÖÖ¤üÖ ‰ú¯Ö¸üß üßָü ‘ÖÂÖÔÞÖ : (a) ‹Ûú Ûãú‹Ñ ÛúÖê ¬ÖÑÃÖ®Öê ÃÖê ¸üÖêÛúŸÖÖ Æîü … (b) ‹Ûú Ûãú‹Ñ Ûêú ¬ÖÑÃÖ®Öê ÛúÖê ²ÖœÌüÖ¾ÖÖ ¤êüŸÖÖ Æîü …
Series-B 18 SES-
(c) Ûãú‹Ñ Ûêú ¬ÖÑÃÖ®Öê ÛúÖê ¯ÖϳÖÖ×¾ÖŸÖ ®ÖÆüà Ûú¸üŸÖÖ Æîü … (d) ˆ¯Ö¸üÖêŒŸÖ ´Öë ÃÖê ÛúÖê‡Ô ®ÖÆüà …
79. Ûæú»Ö´²Ö Ûúß ÛúŸÖÔ®Ö ÃÖÖ´Ö£μÖÔ Ûêú ×»Ö‹ ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖê ÛúÖî®Ö ÃÖÖ ÃÖ´ÖßÛú¸üÞÖ Æîü? (ÃÖÓÛêúŸÖÖë Ûêú ÃÖÖ´ÖÖ®μÖ †£ÖÔ Æïü) (a) c = s + σ tan φü (b) c = s – σ tan φ (c) s = σ + c tan φ (d) s = c – σ tan φ 80. •Ö²Ö ‹Ûú ÃÖÓŸÖé¯ŸÖ ×´Ö¼üß Ûêú ¯ÖÏן֤ü¿ÖÔ ÛúÖ ¥üœÌüßÛú¸üÞÖ ÆüÖêŸÖÖ Æîü ŸÖÖê ˆÃÖÛúß ÃÖÓŸÖ鯟֟ÖÖ Ûúß ÛúÖê×™ü ×®Ö´®Ö×»Ö×ÜÖŸÖ ÆüÖêŸÖß Æîü :
(a) ²ÖœÌü •ÖÖŸÖß Æîü …ü (b) Ûú´Ö ÆüÖê •ÖÖŸÖß Æîü … (c) ÛúÖê‡Ô ²Ö¤ü»ÖÖ¾Ö ®ÖÆüà ÆüÖêŸÖÖ … (d) ²ÖœÌü μÖÖ Ûú´Ö ÆüÖê ÃÖÛúŸÖß Æîü …
81. ‹Ûú ×´Ö¼üß ÛúÖ Ã£Öæ»Ö ‘Ö®ÖŸ¾Ö 17.6 kN/m^3 †Öî¸ü •Ö»ÖÖÓ¿Ö 10% Æîü … μÖפü ×´Ö¼üß ÛúÖ ×¸üŒŸÖŸÖÖ †®Öã¯ÖÖŸÖ ®Ö ²Ö¤ü»Öê †Öî¸ü
•Ö»ÖÖÓ¿Ö 20% ÆüÖê •ÖÖμÖ ŸÖÖê ˆÃÖÛúÖ Ã£Öæ»Ö ‘Ö®ÖŸ¾Ö ÆüÖê •ÖÖ‹ÝÖÖ (a) 16.13 kN/m^3 (b) 19.20 kN/m^3 (c) 19.36 kN/m^3 (d) 17.6 kN/m^3
82. A soil sample has liquid limit as 45%, plastic limit as 25% and shrinkage limit as 14%. For a natural water content of 30%, the liquidity index of the soil will be (a) 75 % (b) 80 % (c) 25 % (d) None of the above 83. The ultimate bearing capacity of a soil is 300 kN/m^2. The depth of foundation is 1 m and
unit weight of soil is 20 kN/m^3. Choosing a factor of safety as 2.5, the net safe bearing capacity is (a) 110 kN/m^2 (b) 112 kN/m^2 (c) 80 kN/m^2 (d) 100.5 kN/m^2
84. The group efficiency of pile group : (a) will be always less than 100% (b) will be always greater than 100% (c) may be less than or more than 100% (d) will be more than 100% for pile group in cohesionless soil and less than 100% for those in cohesive soils 85. Which one of the following tests can not be done without undisturbed sampling? (a) Shear strength of sand (b) Shear strength of clay (c) Compaction parameters (d) Atterberg limits 86. The results of a consolidated drained triaxial shear test on a normally consolidated clay are shown in Fig. (a). The angle of internal friction will be
Series-B 20 SES-
Fig. (a) (a) sin–1^ (1/3)ü (b) sin–1^ (1/2) (c) sin–1^ (2/3) (d) sin–1^ (1/ 2)
87. ¾ÖêÙü¸üÝÖÖ›Ôü ×¾Ö¿»ÖêÂÖÞÖ, ¯ÖÏ×ŸÖ²Ö»Ö ×¾ÖŸÖ¸üÞÖ Ûêú ×»Ö‹, ³ÖÖ׸üŸÖ õÖê¡ÖÖë Ûêú ×»Ö‹, ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë †®Öã´Ö®μÖ ÆüÖêŸÖÖ Æîü :
(a) ²Ö»ÖæÆüß ´Öé¤üÖü (b) ´Öé¤üÖ ×“ÖÛú®Öß ×´Ö¼üß •ÖîÃÖß (c) ßÖ׸üŸÖ ´Öé¤üÖ (d) ÝÖÖ¤ü ´Öé¤üÖ
88. μÖפü ´Öé¤üÖ ÛúÖ ¯Ö¸üÖÝÖ´μÖŸÖÖ ÝÖãÞÖÖÓÛú 10 -7^ cm/sec ÆüÖê ŸÖÖê ´Öé¤üÖ _________ ÆüÖêÝÖß …
(a) דÖÛú®Öß ×´Ö¼üßü (b) ÝÖÖ¤ü (c) ²ÖÖ»Öæ (d) ×ÝÖ¼üß
89. Liquidity index (in %) is equal to
(a)
ωP – ω IP^ ×^100 (b)^
ωL – ωP IP^ ×^100
(c)
ωL – ω IP^ ×^100 (d)^
ω – ωP IP^ ×^100
90. With respect to c – φ soil in an infinite slope, identify if the following two statements are True or False : I. The stable slope angle can be greater than φ. II. The factor of safety of the slope does not depend on the height of 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. 91. Maximum bending moment in roof purlins is taken as (a) WL/10 (b) WL/ (c) WL/40 (d) WL/ 92. Minimum pitch of rivets shall not be less than (a) 1.5 d (b) 2.0 d (c) 2.5 d (d) 3.0 d 93. With respect to the effective span of a steel beam, the maximum deflection of the beam should not be more than
SES-03 21 Series-B
(a) 1/100 (b) 1/ (c) 1/325 (d) 1/
94. For roof truss, the member which is used as transverse member between two adjacent trusses is called as (a) principal rafter (b) common rafter (c) purlin (d) all the above are true 95. The best arrangement to provide unified behaviour in built up steel column is by (a) lacing (b) battening (c) tie plate (d) perforated cover plate 96. The design of eccentrically loaded steel column needs revision if
(a)
f 'c fc^ +
f 'b fb^ < 1^ (b)^
f 'c fc^ –
f 'b fb^ < 1
(c)
f 'c fc^ –
f 'b fb^ > 1^ (d)^
f 'c fc^ +
f 'b fb^ > 1
97. Lug angles (a) are used to reduce the length of the connection (b) are unequal angles (c) increases shear leg (d) All the above 89. ¦ü¾ÖŸÖÖ ÃÖæ“ÖÛúÖÓÛú ÛúÖê ¯ÖÏ×ŸÖ¿ÖŸÖ ´Öë ×®Ö´®Ö×»Ö×ÜÖŸÖ Ûêú ²Ö¸üÖ²Ö¸ü †Ó×ÛúŸÖ ×ÛúμÖÖ •ÖÖŸÖÖ Æîü :
(a)
ωP – ω IP^ ×^100 (b)^
ωL – ωP IP^ ×^100
(c)
ωL – ω IP^ ×^100 (d)^
ω – ωP IP^ ×^100
90. ‹Ûú †®ÖÓŸÖ œüÖ»Ö ¯ÖϾÖÞÖŸÖÖ ´Öë c - φ ´Öé¤üÖ Ûêú ÃÖÖ¯ÖêõÖ ×®Ö´®Ö×»Ö×ÜÖŸÖ ´Öë ÃÖê ÃÖŸμÖ ‹¾ÖÓ †ÃÖŸμÖ Ûú£Ö®Ö ¯ÖÆü“ÖÖ×®Ö‹ …
(I) ãÖÖμÖß ¯ÖϾÖÞÖŸÖÖ ÛúÖêÞÖ (φ) ÃÖê ²Ö›ÌüÖ ÆüÖê ÃÖÛúŸÖÖ Æîü … (II) ¯ÖϾÖÞÖŸÖÖ Ûúß ÃÖã¸üõÖÖ ÛúÖ ÝÖãÞÖÛú, ¯ÖϾÖÞÖŸÖÖ ´Öë ´Öé¤üÖ Ûúß ‰Ñú“ÖÖ‡Ô ¯Ö¸ü ×®Ö³ÖÔ¸ü ®ÖÆüà Ûú¸üŸÖÖ Æîü … (a) ¤üÖê®ÖÖë Ûú£Ö®Ö †ÃÖŸμÖ Æïü …ü (b) Ûú£Ö®Ö I ÃÖŸμÖ Æîü ŸÖ£ÖÖ II †ÃÖŸμÖ Æîü … (c) Ûú£Ö®Ö I †ÃÖŸμÖ Æîü ŸÖ£ÖÖ II ÃÖŸμÖ Æîü … (d) ¤üÖê®ÖÖë Ûú£Ö®Ö ÃÖŸμÖ Æïü …
91. ”ûŸÖ ¯Ö¸ü×»Ö®Ö ´Öë †×¬ÖÛúŸÖ´Ö ²ÖÓÛú®Ö †Ö‘ÖæÞÖÔ ×®Ö´®Ö×»Ö×ÜÖŸÖ ×»ÖμÖÖ •ÖÖŸÖÖ Æîü :
(a) WL/10ü (b) WL/ (c) WL/40 (d) WL/
92. ׸ü¾Öê™üÖë Ûêú ×»Ö‹ ®μÖæ®ÖŸÖ´Ö ×¯Ö“Ö ÛúÖ ´ÖÖ®Ö ×®Ö´®Ö ÃÖê Ûú´Ö ®ÖÆüà ÆüÖê®ÖÖ “ÖÖ×Æü‹ :
(a) 1.5 dü (b) 2.0 d (c) 2.5 d (d) 3.0 d
93. ¯ÖÖ™ü Ûúß ŸÖã»Ö®ÖÖ ´Öë, Ùüᯙ Ûúß ²Ö®Öß ¬Ö¸üÞÖ, ÛúÖ †×¬ÖÛúŸÖ´Ö ¯ÖÏõÖê¯Ö _________ ÃÖê †×¬ÖÛú ®ÖÆüà ÆüÖê®ÖÖ “ÖÖ×Æü‹ …
