Principles of Geotechnical Engineering 9th Edition Das SOLUTIONS MANUAL

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1 Priniples of Geotehnial Engineering 9th Edition Das SOLUTIONS MANUAL Full download at: Chapter C u D D 4.36 ; C D ( D 60 )( D 10 ) (0.48)(0.11) Sine C u > 4 and C is between 1 and 3, the soil is well graded. 2.2 C u D D 6.11 ; C D ( D 60 )( D 10 ) (1.1)(0.18) Although C u > 6, C is not between 1 and 3. The soil is poorly graded. 2.3 The D10, D30, and D60 for soils A, B, and C are obtained from the grain-size distribution urves.

2 Soil A: C u D D 17.5 ; C D (D 60 )( D 10 ) (3.5)(0.2) Although C u > 6, C is not between 1 and 3. The sand is poorly graded.

3 Soil B: C u D D 8.82 ; C D ( D 60 )( D 10 ) (1.5)(0.17) C u > 6 and C is between 1 and 3. The sand is well graded. Soil C: C u D ; C D D (D 60 )(D 10 ) (0.55)(0.032) 2.75 C u > 6 and C is between 1 and 3. The sand is well graded. 2.4 a. Sieve Mass of soil retained Perent retained Perent No. on eah sieve (g) on eah sieve finer Pan g The grain-size distribution is shown in the figure. b. D60 = 0.4 mm; D30 = 0.2 mm; D10 = mm

4 . C u D D d. C ( D 30 ) (0.2) 1.05 ( D 10 )( D 60 ) (0.4)(0.095) 2.5 a. Sieve Mass of soil retained Perent retained Perent No. on eah sieve (g) on eah sieve finer Pan g The grain-size distribution is shown in the figure. b. D10 = 0.13 mm; D30 = 0.3 mm; D60 = 0.9 mm

5 . C u D D d. C D ( D 60 )(D 10 ) (0.9)(0.13) 2.6 a. Sieve Mass of soil retained Perent retained Perent No. on eah sieve (g) on eah sieve finer Pan g The grain-size distribution is shown in the figure. b. D60 = 0.28 mm; D30 = 0.17 mm; D10 = mm

6 . C u d. C (0.17)l (0.095)(0.28) 2.7 a. Sieve Mass of soil retained Perent retained Perent No. on eah sieve (g) on eah sieve finer Pan g The grain-size distribution is shown in the figure. b. D10 = 0.21 mm; D30 = 0.39 mm; D60 = 0.45 mm. C u D D

7 Perent finer d. C D ( D 60 )( D 10 ) (0.45)(0.21) 2.8 a. The grain-size distribution urve is shown in the figure r e n i F t n e r e P G r ra a i n in S s i ize ( mm) ) b. Perent passing 2 mm = 100 Perent passing 0.06 mm = 84 Perent passing mm = 11 GRAVEL: = 0% SAND: = 16% SILT: = 73% CLAY: 11 0 = 11%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 80 SAND: = 20% Perent passing mm = 11 SILT: = 69% CLAY: 11 0 = 11% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 90 SAND: = 10% Perent passing mm = 11 SILT: = 79% CLAY: 11 0 = 11%

8 Perent finer 2.9 a. The grain-size distribution urve is shown in the figure r e n i F t n e r e P G r a ra i n in S s i ize ( (mm ) b. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.06 mm = 73 SAND: = 27% Perent passing mm = 9 SILT: 73 9 = 64% CLAY: 9 0 = 9%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 68 SAND: = 32% Perent passing mm = 9 SILT: 68 9 = 59% CLAY: 9 0 = 9% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 80 SAND: = 20% Perent passing mm = 9 SILT: 80 9 = 71% CLAY: 9 0 = 9%

9 Perent Finer 2.10 a. The grain-size distribution urve is shown in the figure G G r a r i ain n S s i ize ( (mm ) ) b. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.06 mm = 30 SAND: = 70% Perent passing mm = 5 SILT: 30 5 = 25% CLAY: 5 0 = 5%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 28 SAND: = 72% Perent passing mm = 5 SILT: 28 5 = 23% CLAY: 5 0 = 5% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 34 SAND: = 66% Perent passing mm = 5 SILT: 34 5 = 29% CLAY: 5 0 = 5%

10 Perent Finer 2.11 a. The grain-size distribution urve is shown in the figure G G r a r i ain n S s i ize ( (mm ) b. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.06 mm = 65 SAND: = 35% Perent passing mm = 35 SILT: = 30% CLAY: 35 0 = 35%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 62 SAND: = 38% Perent passing mm = 35 SILT: = 27% CLAY: 35 0 = 35% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 70 SAND: = 30% Perent passing mm = 35 SILT: = 35% CLAY: 35 0 = 35%

11 Perent Finer 2.12 a. The grain-size distribution urve is shown in the figure G r ra a in n S si i ze ( mm) ) b. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.06 mm = 96 SAND: = 4% Perent passing mm = 42 SILT: = 54% CLAY: 42 0 = 42%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 95 SAND: = 5% Perent passing mm = 42 SILT: = 53% CLAY: 42 0 = 42% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 97 SAND: = 3% Perent passing mm = 42 SILT: = 55% CLAY: 42 0 = 42% 10 part.

12 Perent Finer 2.13 a. The grain-size distribution urve is shown below G r ra a i in n S si i ze ( mm) ) b. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.06 mm = 84 SAND: = 16% Perent passing mm = 28 SILT: = 56% CLAY: 28 0 = 28%. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing 0.05 mm = 83 SAND: = 17% Perent passing mm = 28 SILT: = 55% CLAY: 28 0 = 28% d. Perent passing 2 mm = 100 GRAVEL: = 0% Perent passing mm = 90 SAND: = 10% Perent passing mm = 28 SILT: = 62% CLAY: 28 0 = 28% 2.14 G s = 2.65; temperature = 26C; time = 45 min.; L = 10.4 m. L (m) Eq. (2.6): D (mm) K t (min) 11 part.

13 From Table 2.9 for G s = 2.65 and temperature = 26C, K = D mm 2.15 G s = 2.75; temperature = 21C; time = 88 min.; L = 11.7 m Eq. (2.6): D (mm) K L (m) t (min) From Table 2.6 for G s = 2.75 and temperature = 21C, K = D mm CRITICAL THINKING PROBLEMS 2.C.1 a. Soil A: C u D D 18.33; C D ( D 60 )( D 10 ) (11)(0.6) Soil B: C u D 60 7 D 35; C D ( D 60 )(D 10 ) (7)(0.2) Soil C: C u D D 30; C D ( D 60 )( D 10 ) (4.5)(0.15) b. Soil A is oarser than Soil C. A higher perentage of soil C is finer than any given size ompared to Soil A. For example, about 15% is finer than 1 mm for Soil A, whereas almost 30% is finer than 1 mm for Soil C.. Partile segregation may take plae in aggregate stokpiles suh that there is a separation of oarser and finer partiles. This makes representative sampling diffiult. Therefore, Soils A, B, and C demonstrate quite different partile size distribution. 12 part.

14 d. Soil A Perent passing 4.75 mm = 29 GRAVEL: = 71% Perent passing mm = 1 SAND: 29 1 = 28% FINES: 1 0 = 1% Soil B Perent passing 4.75 mm = 45 GRAVEL: = 55% Perent passing mm = 2 SAND: 45 2 = 43% FINES: 2 0 = 2% Soil C Perent passing 4.75 mm = 53 GRAVEL: = 47% Perent passing mm = 3 SAND: 53 3 = 50% FINES: 3 0 = 3% 2.C.2 a. Total mass in the ternary mix = = 24,000 kg 8,000 Perent of eah soil in the mix = % 24,000 Mass of eah soil used in the sieve analysis, m A m B m C 500 g If a sieve analysis is onduted on the ternary mix using the same set of sieves, the perent of mass retained on eah sieve, m M (%), an be omputed as follows: m m (%) 0. A m B m C M The alulated values are shown in the following table. Sieve Mass retained Perent size m A m B m C m M passing for (mm) (g) (g) (g) (%) the mixture Pan part.

15 b. The grain-size distribution urve for the mixture is drawn below. Grain size (mm) From the urve, D10 = 0.21; D30 = 2.5; D60 = 9.0 C u D ; C D D part.

16 part.

17 ( D 60 )( D 10 ) 16 part.

18 (9.0)(0.21) Priniples of Geotehnial Engineering 9th Edition Das SOLUTIONS MANUAL Full download at: priniples of geotehnial engineering 9th edition pdf priniples of geotehnial engineering 9th edition solutions priniples of geotehnial engineering 9th edition amazon priniples of geotehnial engineering 8th edition pdf download priniples of geotehnial engineering 9ed pdf priniples of geotehnial engineering 9th edition pdf free download priniples of geotehnial engineering 9th edition hegg priniples of geotehnial engineering 9th edition pdf download 17 part.