SOIL MECHANIC Example (6-2): Figure below shows soil conditions and water table elevation. Calculate the effective overburden stress at Point A, (a) by computing o and u individually, and (b) by directly using Yt above the water table and y below the water table. Soil 1, Yt =18.2 kN/m3 -4 -7 -: W.T. Soil 2; y, =19:0 kN/m -13 Soil 3, y =18.5 kN/m³ -17 Soil 4, y19.2 KN/m? -26 A z (m)

SOIL MECHANIC Example (6-2): Figure below shows soil conditions and water table elevation. Calculate the effective overburden stress at Point A, (a) by computing o and u individually, and (b) by directly using Yt above the water table and y below the water table. Soil 1, Yt =18.2 kN/m3 -4 -7 -: W.T. Soil 2; y, =19:0 kN/m -13 Soil 3, y =18.5 kN/m³ -17 Soil 4, y19.2 KN/m? -26 A z (m)

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter9: Settlement Of Shallow Foundations

Section: Chapter Questions

Problem 9.5P

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73 SOIL MECHANIC Example (6-3): For the site shown in Figure below (the same site as in Example 6-2), water table elevation was at -7 m originally, and lowered 6 m to -13 m due to heavy industrial water use. Calculate the change of the effective overburden stress at Point A. What is a consequence of the lowering water table elevation? -- Soil 1, y = 18.2 kN/m3 -4 -7 Soil 2, y, = 19.0 kN/m3 Lowered W.T. -13 Soil 3, y, = 18.5 kN/m3 -17 Soil 4, y, = 19.2 kN/m3 -26 A z (m)
Example (6-2): Figure below shows soil conditions and water table elevation. Calculate the effective overburden stress at Point A, (a) by computing o and u individually, and (b) by directly using y above the water table and y below the water table. Soil 1, Y =18.2 kN/m3 -7 --- W.T. Soil 2: Y -19:0 kN/m -13 Soil 3, y =18.5 kN/m3 -17 Soil 4, y,=19.2 &NIM? -26 z (m)
A rectangular footing with circular tank is to be constructed on the soil profile shown in figure. To facilitate this operation the ground water table is lowered by 5m over a period of 6 months. Calculated the consolidation settlement under point A, use approximate 1:2 method for external load distributions. Plan Point/A D-Sm B-3m 200 kN/m? 350 kN/m? Рrofile 1 m V Initial W T Sand soil 7=19.2 kN/m 5 m 4 m Ysat.=20.8 kN/m yAfter Lowering W.T Clayey soil Ya=19.8 kN/m? 3 m C,=0.001 cm?/sec L.L=40% e-0.7 Pc-120 kN/m2 For the building ( Part 1) shown in figure below: Example 1. Determine the internal and external stresses at the mid poiñt'of the clayey layer. 2. Determine the immediate settlement at point A, 3. Fined the total consolidation settlement-if the building (Part 2) was constructed after 2 years after finishing part 1. The per-consolidation pressure is 190 kN/m, and if the layer reached 60% consolidation in 1 уear. 4. Show how you could find the coefficient of permeability from…
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2nds X CUC UEF. High High High High High High High ar Users/HC/AppData/Local/Temp/2nd Sessional Soil.pdf .*. O a Search 立业回 + Automatic Zoom the compacter is being used? Q. No. 03 (10 Marks) The soil profile shown below is typical of Miami-Dade County. Estimate the equivalent permeabilities Kvleq) and Kh(eq) in cm/sec, and the ratio of Khfeg)/Kv(eq)? I m Fine Sand k= Ix10" cm/sec Pamlico Formation 5 m Porous Limestone k-2x10 cm/sec Miami Formation 3 m Fine Sand -1x10 cm/sec Fon Thompson Formation 12 m Upper sandy Limestone k- 2x10 cm/sec Fort Thompson Formation Evate Wi Settince TOSHIBA BACK GPACE T Y PI ENTER C. G Y K 4. 0 O SHIFT S ALT CTRL GR
4. For a given soil show that ny Y sau nyw a. M Ws sat
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Consider Figure FTR I (Taken from Geotechnical Engineer- ing Design, King Xiao, stric tly for educationa/ purposes} shown. If the specific gravity of the soils are respectively from top to bottom 2.6, 2.7 and 2.73, estimate the effec- tive stresses at the mid thickness of each layer.
3500 kN 3 m x 3 m 0.6 m Ya = 17.5 kN/m³ Sand 0.6 m GWT Sand Ysat = 18.3 kN/m3 1.2 m Y sat = 17.1 kN/m³ C, = 0.06 Clay 1.2 m e, = 1.4 Cc = 0.38 %3D
A. Determine shear strength of the soil in the review level (Right answer 46.2 kPa) B. Determine The closed shear strength of the soil in the Review level (Right answer 10 kN/m2)
GEOTECHNICAL ENGINEERING For a vibroflotation project, the following backfill material specifications must be satisfied. Determine the suitability number, D25 and D30 Sorting Coefficient = 2 Uniformity Coefficient = 8 %3D Coefficient of Gradation = 0.60 %3D D10 = 0.20 D75 D20 = 0 26 mm Dso = 0 80 mm D30 - D25 = 0 22 mm 1. INPUT THE VALUE OF SUITABILITY NUMBER IN 2 DECIMAL PLACES 2 INPUT THE VALUE OF D25 IN MM AND IN 4 DECIMAL PLACES 3. INPUT THE VALUE OF D30 IN MM AND IN 4 DECIMAL PLACES
Datasheet for consolidation test Load,kN/m? Dail reading &H=dail reading*0.01mm 25 27 0.27 50 46 0.46 100 72.3 0.723 200 101.5 1015 400 135 1.35 800 186.9 1.869 200 169.9 1.699 50 149.5 1.495 Find: 1.The coefficient of volume compressibility, m, 2. Compression index, C, 3. Preconsolidation load, P, 4. The coefficient of consolidation, c,