For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m)
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- 46. Consolidation of Clay: Given Exercise Figure 7.4 and the accompanying information, what is the ultimate settlement in the clay under the applied load? Note: 1 ft = 0.3048 m; 62.4 lb/ft³ = 1 Mg/m³. Assuming the sand will not settle, determine the ulti- mate settlement in the clay using: Proceeding in steps: a. Determine the effective stress for the cross section prior to loading. Show the stresses at depth using an appropriate diagram. b. What is Ao' on the clay layer caused by the imposed load? (Hint: Calculate this for the center of the clay layer at 5.8 m [19 ft] deep.) (ft) 0 c. What is the value of eo based on the original poros- ity of the clay? d. How much settlement will occur in the clay? 5 H ΔΗ =· -C log 1+- 1+e 16 22 40' o' P= 125 tons Sand: Yd=105 lb/ft³ Silty sand: Ysat Clay: Ysat=121 lb/ft³ n = 0.629, C = 0.82 Exercise Figure 7.4 = 127 lb/ft³ GWTTry solving the following problem: Practice Problem 1: (Repeat practice problem from Module 2, Unit 1 using Pole Method) A soil element is shown in Figure 2.32. Determine the following: a. Maximum and minimum principal stresses b. Normal and shear stresses on plane AB 85 kN/m2 25 kN/m2 B 45 kN/m2 25 kN/m2 40° A Figure 2.32Q#3. An earth embankment diagram is shown in Figure.1. Determine the vertical stress increase at A due to embankment load.
- Determine the stress increase due to the embankment load at point A as shown in Figure 2. The unit weight of the embankment fill is 115pcfThe plan of a flexiblerectangular loaded area is shown with a uniformly distributed load q =100 KN/m2. Determine the increasein the vertical stress (A6z) at Z= 2.0 meters bel ow (a) Point A = (b) Point B= (c) Point C= 4 m 1.6 m- 2 m 0.8 m q = 100 kN/m? C 1.2 m-8) A sheet-pile wall retaining a silty sand is shown in the figure. Using the Rankine formula, the passive earth pressure coefficient is most nearly: a. 0.3 b. 0.47 c. 3.25 d. 1.0 SILTY SAND c=0 = 32°
- A 2.5m thick clay is to support a footing as shown below. Assume that the pressure increase Ao' is averaged at the middle of the clay layer. Determine the consolidation settlement using 1. Boussinesq equation 2. 1:2 Method2: An embankment shown in the figure is constructed. compute the vertical stress increment under Points A. B. and C at z = 10 m Use vertical stress Increment under an embankment loads? 10 m 12 m 10 m Y₁-192 kN/m² Take value of 15 from chart s6v=9[sThe figure below shows the soil profile at a construction project site. A soil sample was obtained from location B (depth = 19.0m). A consolidation test was performed on the soil sample. The idealized e-log o' plot from the consolidation test is shown on the right-hand side. The current vertical effective stress, o' z0 =198kPa. (1) y = 18.3 kN/m 2.0m I4.0 A 7.0 m Y = 19.0 kN/m3 Stiff Silty Clay (CL) - C. 10.0 18.0 m y = 19.5 kN/m3 log o' Very Stiff Clay (CL) Point o' (kPa) e A 510 0.38 44 2100 Glacial Till 320 0.31 Fill in the blanks with appropriate answers: Pre-consolidation stress at sample depth (kPa) = No decimals needed Based on the o'z0 value provided, determine if the "Very Stiff Clay" is Normally-Consolidated or Over-Consolidated. "Very Stiff Clay" is Fill in NC or OC. Over-consolidation margin (kPa) = No decimals needed (Show work in hand-calc sheet) %3D Re-compression Index = Report to 3 decimals (Show work in hand-calc sheet)
- For the soil element shown below, calculate: 1- Principle stresses action on the vertical plane. 2- Principle stresses action on the 0 plane, which inclines 20° clockwise from the (horizontal plane). 25 kPa -12.5 kPa -12.5 kPa 50 kPa -20° 50 kPa y -12.5 kPa -12.5 kPa 25 kPa X2. Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the Ka for the loose sand is 0.3 while the K₂ and Kp for the dense sand are 0.2 and 13.125, respectively. Using the free earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. D 7.0m. Yt = 16.5 kN/m³ ' = 30° Loose sand fill: Yt 19.5 kN/m3 ' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 kN/m² 1.5m. 0.5m. TThe soil profile at a road construction site is as shown in figure (not to scale). A large embankment is to be constructed at the site. The ground water table (GWT) is located at the surface of the clay layers, and the capillary rise in the sandy soil is negligible. The effective stress at the middle of the clay layer after the application of the embankment loading is 180 kN/m². Take unit weight of water, Yw = 9.81 kN/m3. Embankment load boudi Sand GWT 2m y = 18.5 kN° it enit Clay Specific gravity, G̟ = 2.65 Water content, w = 45% Compession index, C. = 0.25 6m %3D %3D Impermeable layer The primary consolidation settlement (in m, round off to two decimal places) of the clay layer resulting from this loading will be