Soil field density experiment was done by sand cone if you knew that the information below was done in the laboratory. Empty mold weight = kg 3.872 Weight of mold with sand = 5.225. kg Weight of sand = weight of the mold when it is empty - weight of the mold with sand 3.872 - 5.225 = kg 1.353 Mold size = cm'863.93 Device weight = 7.450 kg Weight of the device after unloading part of the sand = kg 5.485 pit height = cm 13 Weight of the device after digging the hole = kg 1.008 Weight of soil extracted from the pit = 3.2285 Metal container weights W1// E6 = 99.8 g E8 = 94 g E12 = 23 g W2 // E6 = 140.5 g E8 = 140.6 g E12 = 57.2 g W3 // E6 = 134.3 g E8 = 134.8 g E12 = 52.5 g 1_Calculate the moisture content 2_field density

Soil field density experiment was done by sand cone if you knew that the information below was done in the laboratory. Empty mold weight = kg 3.872 Weight of mold with sand = 5.225. kg Weight of sand = weight of the mold when it is empty - weight of the mold with sand 3.872 - 5.225 = kg 1.353 Mold size = cm'863.93 Device weight = 7.450 kg Weight of the device after unloading part of the sand = kg 5.485 pit height = cm 13 Weight of the device after digging the hole = kg 1.008 Weight of soil extracted from the pit = 3.2285 Metal container weights W1// E6 = 99.8 g E8 = 94 g E12 = 23 g W2 // E6 = 140.5 g E8 = 140.6 g E12 = 57.2 g W3 // E6 = 134.3 g E8 = 134.8 g E12 = 52.5 g 1_Calculate the moisture content 2_field density

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter2: Geotechnical Properties Of Soil

Section: Chapter Questions

Problem 2.13P

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Pressure (kN/m²)27 54 107 214 429 214 107 54 Void ratio1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024 The table above shows results obtained from an oedometer test on a specimen of saturated clay. A layer of this clay 2.5 m thick lies below a 10 m depth of sand, the water table being at the surface. The saturated weight for both soils is 19 kN/m³. A 10-m depth of fill of unit weight of 21 kN/m³ is placed on the sand over an extensive area. If the fill was to be removed some time after the completion of consolidation, what heave (mm) would eventually take place due to swelling of the clay? (0 d.p). Use unit weight of water of 9.8 kN/m3. Use log base 10.
A direct shear test, when conducted on a remolded sample of sand, gave the following observations at the time of failure: Normal load = 288 N; shear load = 173 N. The cross-sectional area of the sample = 36 cm2. Determine the angle of internal friction in degrees. Include free body diagram. a.33 b.31 c.27 d.29
Geotechnical Engineering The following are the results of a standard penetration test in sand. Estimate the soil friction angle at the 3.0 meter depths given N60 =7 . Note that the water table was not observed within a depth of 12 m below the ground surface. Assume that the average unit weight of sand is 15.5 kN/m3 and Pa = 100 kN/m2. a. 44.6 b. 37.6 c. 38.9 d. 34.4
The following are the results of a field unit weight determination test performed on the soil by means of the sand cone method. Calibrated dry density of Ottawa sand = 1570 kg/m3 Calibrated mass of Ottawa sand to fill the cone = 0.545 kg Mass of jar + cone + sand (before use) = 7.59 kg Mass of jar + cone + sand (after use) = 4.78 kg Mass of moist soil dug from hole = 3.007 kg Water content of moist soil = 10.2% Max dry unit weight = 19 kN/m3 Find the dry unit weight in kN/m3.
In a site consisting of normally consolidated clean sands,the water table is at 10 ft depth. The average unit weight ofthe sand above and below the water table is 111.5 lb/ft3 and125.0 lb/ft3, respectively. At a 25 ft depth, N60 was reportedas 26. Determine the following:a. (N1)60 using Liao and Whitman’s (1986) equation for CNb. Dr using Skempton’s (1986) correlation c. Friction angle using Schmertmann’s (1975) correlationd. Modulus of elasticity using Kulhawy and Mayne’s (1990)correlation
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Not interested in the calculations, just want to see the graph so please display that for me instead of the e calculations. Note) For soil sample in Table 2, initial thickness of sample = 14.31 mm, sample area = 2827.433 mm^2 , dry weight measured at the end of test = 52.53 g, specific gravity = 2.7. (Please draw graph possible) Also Determine the compression index and expansion index using graph
Soil borings made at a site indicate that the top 8 m is a loose sand, with the groundwater table at 4 m below the ground surface. Below this is a fairly soft blue-gray silty clay with an average water content of 30%. The boring was terminated at 20 m below the ground surface when fairly stiff silty clay was encountered. For the upper sand gammadry = 14.0 kN/m3 and gammasat = 15.0 kN/m3 , where gamma is the unit weight. For the clay, ps = 2.70 Mg/m3 where p is density. (1) Calculate the total stress, pore water pressure, and effective stress at 0 (the surface), 4, 8, 14, 16, and 20 m below the ground surface. (2) Plot the soil profile and the variation of total stress, pore water pressure, and effective stress with depth.
A hand-carved sample of soft saturated clay has a volume of 100 cu.cm and weighs 175 grams. If the oven-dry weight is found to be 120 grams; 1. Calculate the water content of the soil. A. 45.80% B. 42.64% C. 29.57% D. 36.40% 2. Solve the void ratio. A. 1.80 B 1.22 C. 0.84 D. 0.52 E. None of the side
A 30 mm thick oedometer sample of clay reached 30% consolidation in 15 minutes with drainage at top and bottom. How many years would it take the clay layer from which this sample was obtained to reach 60% consolidation? The clay layer had one-way drainage and was 6 m. thick. a. 16.24 b. 18.27 c. 12.56 d. 14.78
10 A clay layer having a thickness of 13.19 m. has an initial void ratio of 1.18. It is compressed and the void ratio changed to 0.88. Determine the reduction in thickness, in mm., of the clay layer. Round off to three decimal places. Input the numerical value only.
During the determination of the shrinkage limit of a sandy clay, the following laboratory data was obtained: Wet wt of soil + dish = 87.85 g Dry wt. of soil + dish = 76.91 g Wt. of dish = 52.70 g The volumetric determination of the soil pat Wt. of dish+ mercury = 430.8 g Wt. of dish = 244.62 g Calculate the shrinkage limit, assuming Gs = 2.65 A. 12.54% B. 18.76 % C. 10.87% D. 15.23% OE 15.57 %