Given Well graded sand Specific gravity of soil = 2.65 %3D Void ratio = 0.57 Porosity = 36.5% %3D Find the dry unit weight O 3.65 KN/m2 20.06 KN/m3 O 16.51 kn/m2 3.55 KN/m3 20.06 KN/m2 O 16.51 KN/m3
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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 compressibilit7. 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 sand1. A saturated soil (S = 100%) has a saturated unit weight of ysat 19.4 kN/m3 and a moisture content of w = 26%. Determine for this soil the: (a) dry unit weight, ydry, (b) void ratio, e, an %3D !! aruitu C
- . A natural soil deposit has a bulk unit weight of 18.44 kN/m3and water content 5%. Calculated theamount of water required to be added to 1 m3soil to raise the water content to 15%. Assume thevoid ratio remains constant. What will then be the degree of saturation? Take Gs as determined inquestion no. 2. G=2.69Calculate 6,µand 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 Dry sand Clay; zone of capillary rise Clay Rock ーミ7.6 For the following consolidated drained triaxial tests on a clay, draw a p' versus q' diagram and determine c and p. Test p'(kN/m²) q'(kN/m²) 28.75 35.46 2 38.33 73.79 101.6 37.38 3 49.83 4 64.2 134.2 76.7
- VIUCIICS ITUIII T ait (a) anu uie iItasuitu SIIcal wavt včioCItIES. 6.7 Determine and plot the backbone curve that would correspond to the Vucetic-Dobry modulus reduction curve for a clay with PI = 15.Soil Settlement Situation 3. See figure GEOD 23.0. The soil is acted upon by a uniformly distributed lload of 60 kPaat the ground surface. > Compute the settlement of the clay layer caused by primaryconsolidation if the soil is normally consolidated. > > Compute the settlement of the clay layer caused by primaryconsolidation pressure of clay is 230 kPa. o Use Cs=cc/5. Compute the settlement of the clay layer caused by primary consolidation if the pre-consolidation pressure of clay is 200 kPa. Use cs=cc/5. 4 m 8 m II Sand Sand 6 m Clay eu/w 60 kPa Ydry = 16.5 kN/m^3 VGWT Ysat 18.0 kN/m^3 Ysat 20.0 kN/m^3 e = 0.85 LL = 48% Fig. GEOD 23.0A soil formation is composed of 5 m thick clay and 5 m thick sand being the sand above the clay. The ground water table (GWT) is located at 2 m below the ground surface. 40 kPa 2 m Sand Ydry = 17.66 kN/m^3 VGWT Sand 3 m Y sat = 20.93 kN/m^3 LI = 64% PL = 20% w = 40% 5 m Clay eo = 0.60 G. = 2.60 1. Calculate the primary compression index. [ Select ] 2. Calculate the primary consolidation settlement of the normally consolidated clay layer if there is a surcharge of 40 kPa acting on the ground surface. [ Select] 3. Calculate the secondary settlement of the clay layer 5 years after the completion of the primary consolidation settlement. Time for completion of primary settlement is 2 years. Use C, = 0.02. [Select ]
- 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 %3DQuestion 1 Figure Q1 shows a vertical cross-section of a site. The ground water table is located at 2 m below the ground surface. Dry and saturated unit weights of the sand are 16 kN/m³ and 20 kN/m³, respectively. The clay is normally consolidated and has a saturated unit weight of 18 kN/m³ and an effective friction angle of 32°. The unit weight of water is taken as 10 kN/m³. (a) (b) (c) (d) (e) Calculate the vertical effective stress at Point A. Calculate the horizontal effective stress at Point A. Calculate the normal stress and shear stress acting on a plane oriented 60° from the horizontal plane at Point A What is the maximum horizontal shear stress that the soil at Point A can take before failure? What is the maximum shear stress along a plane oriented 60° from the horizontal plane that the soil at Point A can take before failure? 2m 4m 2m 8A Sand Clay Figure Q12 m 2 m 3 m Figure P2.11 A Dry sand; e = 0.5 G, = 2.65 B Water table Sand Gs = 2.65 e = 0.6 C Clay w = 36% GS = 2.75 D Rock