Calculate 6,µ and 6' with depth. H1 = 6 ft, H2 = 4 ft. H3= 9.0 feet Degree of Saturation in capillary rise zone ,S= 50% Dry sand Gs = 2.68, e=0.543 Clay Gs = 2.735 , e = 0.765 Bottom clay Gs = 2.752, e= 0.967 H3
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- . The soil profile at a site consists of 2 m of sand underlain by 6 m of clay, which is underlain by very stiff clay that can be assumed to be impervious and incompressible. The water table lies 1.5 m below the ground level. The soil properties are as follows:Sand: gsat 5 18.5 kN/m3, gm 5 17.0 kN/m3Clay: e0 5 0.810, gsat 5 19.0 kN/m3, cv 5 4.5 m2/yearWhen the ground is surcharged with 3 m-high compacted fill with a bulk unit weight of 19 kN/m3, the settlement was 160 mm in the first year.a. What would be the settlement in two years?b. After one year since the fill was placed, what would be the pore water pressure and the effective stress at the middle of the clay layer?c. If the clay is normally consolidated, estimate the compression index and the coefficient of volume compressibilitPROBLEM 1: A BOREHOLE ATA SITE REVEAL THE SOIL PROFILE SHOWN IN FI6URE. DETERMINE THE TDIAL AND EFFECTIVE STRESSES AT ELEVATION 2D 00m 2.0m 3.0m VERY FINE SAND W= 5%., S: 40 /. FINE SAND W : 12., S-80/. FINE SAND W : 121. 5.4m SDFT CLA Y, W- 28 FDR ALL SDIL USE GS 2.7 20. Lomsla ra CJI Y:- اليوم تحربر Refer to the soil profile shown in figure below CALCULATE PORE WATER PRESSURE (uc ) AT POINT C G.W.T Sand 5m Y sat = 20.9 B. Clay Ysat = 17. 8 4m Let the point A at depth "0". point B at depth "Sm", and point C at depth 9m Select one: a. 87.29 KN/m2 b. 48.29 KN/m2 O c. 81.29 KN/m2 d. 88.29 KN/m2
- 11.2 Figure 11.21 shows a retaining wall with cohesionless soil backfill. For cases a through c, determine the following: total active force per unit length of the wall for Rankine's state, the location of the resultant, and the variation of the active pressure with depth. a. H = 10 ft, y = 110 lb/ft', o' = 32° b. H= 12 ft, y= 98 lb/ft', o' = 28° c. H = 18 ft, y = 115 lb/ft', ' = 40° 11.3 Assuming that the wall shown in Figure 1121is restrained from vielding find the magnitude %3DH.W 5 (1+ we' |Yw• For a saturated soil, show that: Ysat Soil MechanicsProfile is shown in the figure A zone of capillary rise of 3.0m is on the sand layer overlaying clay. In this zone, the average degree of saturation is 70% 4m 3.0m 3.5m A Dry Sand & Capillary Zone CLAY Ground surface Ya 17.39KN/m³ e=0.5 Gs=2.71 Ground Water Table e=0.95 G-2.75 f a.) Compute for the effective stress right below B. b.) Compute the effective stress of C c.) Compute the effective stress of D d.) Compute the pore pressure at Point C
- مکالمات طوارئ ف.. . %07 2:14 quiz.docx -> Soil mechanic /3 rd stage Quiz Q: A soil profile is shown in Figure, plot the variation of o, u, and o' with depth. G, - 2.65 e = 0.5 6. Zone of capillary rise G; = 265; e = 0. Degree of saturation =S = S0 2.5 Ground water table 10 = 42% (moisture content) G, = 2.71 O Sand I saturated clay E Rock ...7. Assume the water table drops 3 feet for the soil profile shown. What settlement will occur? Assume the unit weights above the water table for the initial condition will extend downward to the water table at its new position. 14' V Sand, y = 110 lb/ft³ Sand, Ysat 116 lb/ft³ = Cc = 0.25 C₁ = 0.06 e, = 0.9 N.C. clay Ysat = 120 lb/ft³ sandExample 5.2: - Formation water sample with solids concentrations of calcium (Ca) = 460 ppm, sulfate (SO4) = 1,400 ppm, and Na plus Cl = 19,000 ppm. Find Equivalent NaCl solution in ppm.
- control Sharpie.) Pen. command Mars plas 2 STAEDT Problem 11. 5 For normally consolidated clay specimens, drained direct shear tests were conducted and the follow ina data were olbtained. Determine the drained angle of internal friction Ų or the clay. KPa 150 300 400 500 hla aa.4 44.6 59.8 blotto 11.6A piezocone test was carried out at a site, and the following readings were recorded for the cone resistance q, and sleeve friction f.. Determine the soil present at these depths. Cone resistance, Sleeve friction, Depth (m) 9. (MN/m?) f. (kN/m?) 0.21 12.5 10 1.05 40.5 15 3.23 75.2 20 9.66 60.7 25 12.50 62.5The soil profile at a certain site is as follows:Depth (ft) g (lb/ft3) c′ (lb/ft2) f′ (degree) su (lb/ft2)0–12 119 1,00012–20 126 200 2020–32 129 0 32 The groundwater table is at a depth of 15 ft.Develop plots of pore water pressure, total vertical stress, effective total stress, and shearstrength on a horizontal plane versus depth. All four of these plots should be superimposed onthe same diagram with the parameters on the horizontal axis (increasing to the right) and depthon the vertical axis (increasing downward).Hint: Because the cohesion and friction angle suddenly change at the strata boundaries,the shear strength also may change suddenly at these depths.