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OR 8. a) What are the assumptions in Coulomb s theory? Compare Rankine s theory and Coulomb s theory b) A retaining wall is 7 m high, with its back face smooth and vertical. It retains sand with its surface horizontal. Using Rankine s theory, determine active earth pressure at the base when the backfill is (a) dry, (b) saturated and (c) submerged, with water table at 2 m below the surface. Take t=18 kN/m3, sat=21 kN/m3 and =300 6 6 UNIT-V 9. a) What are the different factors of safety used in the stability of slopes? Also describe different types of slope failures b) What is a stability number? What is its utility in the analysis of stability of slopes? Also discuss the factors influencing the slope stability 6 6 OR 10. a) Discuss the friction circle method for the stability analysis of slopes 6 b) Discuss the uses of stability charts. A cutting of depth 10 m is to made in soil which has c = 30 kN/m2, = 19 kN/m3 and = 0. There is a hard stratum below the original soil surface at a depth of 12 m. Find the safe slope of cutting if the factor of safety is 1.5. For Df = 1.20; Sn = 0.143 for i = 300; Sn = 0.101 for i = 150 6 [02/II S/211] [A-11] [EURCE 603] B.Tech. DEGREE EXAMINATION Civil Engineering VI SEMESTER GEO-TECHNICAL ENGINEERING-II (Effective from the admitted batch 2008 09) Time: 3 Hours Max.Marks: 60 --------------------------------------------------------------------------------------------Instructions: Each Unit carries 12 marks. Answer all units choosing one question from each unit. All parts of the unit must be answered in one place only. Figures in the right hand margin indicate marks allotted. ------------------------------------------------------------------------------------- -------UNIT-I 1. a) Differentiate between original and revised Mohr-Coulomb equations. Also derive a relationship between the principal stresses at failure using Mohr-Coulomb failure criterion b) Direct shear test was carried out on samples of compacted sand. The shear box dimensions were 60 mm x 60 mm. The readings obtained are given below: Shear load at failure, N Peak Ultimate 110 95 65 225 195 135 340 294 200 Determine the angle of shearing resistance of the sand (i) in the dense state and (ii) in a loose state 6 Normal load, N 6 OR 2. a) What are the stages involved in shear strength test? Also discuss the different types of tests conducted based on drainage and test conditions 6 b) Consolidated undrained triaxial tests conducted on specimens of a saturated clay soil gave the following results: Cell pressure, Deviatior stress at failure, Pore water pressure at failure, u (kN/m2) 3 (kN/m2) ( 1- 3)f, (kN/m2) 150 102 80 300 200 164 450 304 264 600 405 325 Determine the effective stress parameters c and by the Mohr circle method and Modified failure envelope method 6 UNIT-II 3. a) Differentiate the terms (i) Gross pressure and net pressure (ii) Ultimate bearing capacity and net ultimate bearing capacity and (iii) Safe bearing pressure and allowable bearing pressure. Also discuss the factors affecting bearing capacity of shallow foundations 6 b) A strip footing 1.2 m wide, is supported on a soil with its base at a depth of 1 m below ground surface. Take t = 19 kN/m3, = 10 kN/m3, = 28o and c = 15 kN/m2. Determine the ultimate bearing capacity if (a) water table is at a depth of 0.5 m below the ground surface and (b) water table is at a depth of 0.5 m below the base of the footing. Use the Terzaghi s equation. General bearing capacity factors for =280 are Nc = 32.5, Nq = 18 and N = 14. Local bearing capacity factors for =280 are Nc = 17.5, Nq =7.5 and N = 3 6 OR 4. a) List the types of foundations and explain how to select the suitable foundation for the given type of structure. Also differentiate between general shear failure, punching shear failure, punching shear failure and local shear failure 6 b) The corrected blow count from SPT in a medium sand, observed at an average depth of 2.5 m was 22 blows/30 cm. Laboratory tests conducted on the sample revealed the following physical propertices: c = 0, = 300 and t= 18.5 kN/m3. The water table was located at 4.5 m from the ground level. It is planned to place a 2 m wide square footing at depth of 2 m. Estimate the allowable gross bearing pressure for the soil if the factor of safety against shear failure is 2.5 and limiting settlement is 25 mm UNIT-III 5. a) Describe various types of pile foundations. What are the conditions where a pile foundation is more suitable than a shallow foundation? b) Design a friction pile group to carry a load of 3500 kN including the weight of pile cap, at a site where the soil is uniform clay to a depth of 10 m underlain by rock. The average compressive strength of clay is 50 kN/m2. The clay may be assumed to be of normal sensitivity and normally loaded with a liquid limit of 70%. Adopt a factor of safety 2.5 against shear failure 6 6 6 OR 6. a) Describe various methods for the construction of drilled piers. Also state the advantages of drilled piers as compared with pile foundations b) Briefly explain the procedure adopted in well sinking and bring out the problems that are encountered in open sinking. Also differentiate between Box caisson and Pneumatic caissons 6 6 UNIT-IV 7. a) Explain the different types of earth pressures with practical examples. Also explain how you will estimate the total active earth pressure experienced by a retaining wall with a vertical back retaining a cohesionless soil with horizontal surface b) A retaining wall with a vertical smooth back is 10 m high. It supports a back fill of saturated sand ( sat=19 kN/m3; =280; e=0.6). The surface of the soil is horizontal. Determine the total active and passive earth pressures on the wall 6 6

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