(Use The Figure (10.20) to find the solution of this question) An embankment load on a silty clay soil layer asshown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of6 m below the ground surface.5 m1H:2V,1H:2V1H:1V8my-18 kN/my-18 kN/m"6 mBIAFigure 10.19Embankmentloading0.503.0201.61404512LO04009070.350603004- 025020020.10005Figure 10.20Osterberg's chartfor determinationof vertical stress0.00due to embank-0.01100ment loading327atendetoa N

We need to measure the stress increase beneath the embankment at sites A and B, which are located at…

(Use The Figure (10.20) to find the solution of this question) An embankment load on a silty clay soil layer as shown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of 6 m below the ground surface. Sm 1H:2V 1H:2V 1H:1V 8m -18 AN/m y-18 AN/m 6m IA

(Use The Figure (10.20) to find the solution of this question) An embankment load on a silty clay soil layer as shown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of 6 m below the ground surface. Sm 1H:2V 1H:2V 1H:1V 8m -18 AN/m y-18 AN/m 6m IA

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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B) For the soil profile shown in Figure (2), the rate of downward water flow is 0.4 m³/hr.m². Calculate: Peizometric reading at point C. Total head loss. Effective stress at point B. m 6 m A C K=1.0 m/ sec Ys = 18.0 kN/m³ e-1.2 K=0.5 m/sec Ys=20.0 kN/m² em 0.6 Datum Fig.(2) Piezometer
For linear stress variation over the base of the dam of the figure, find where the resultant crosses the base and compute the maximum and minimum pressure intensity at the base. Neglect hydrostatic uplift. Ans.Pmax=555 kPa; Pmin=129 kPa Note: unit weight of concrete is 2.5 times unit weight of water. 6m 19m 1 Y'=2.5Y 1 30 40 ¹3 mi 4 m -11 m
An embankment load on a silty clay soil layer as shown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of 6 m below the ground surface, please use figure (10.20). 5 m 1Н:2V, 1H:2V 1H:1V 8 m y=18 kN/m y=18 kN/m" 6 m : B Figure 10.19 Embankment loading 0.50- 3.0 20 16 0.45- 14 1.2 LO 0.40 - 0.9 0.8 0.7 0.35 - 0.6 030- 05 04 * 025 - 03 0.20 - 0.2 0.15 - 0.10 - 0.1 0.05- Figure 10.20 Osterberg's chart for determination of vertical stress 0.00 TI TT - due to embank- 01 0.1 10 ment loading 100 327
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EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A₁ and A₂. 14 m- 5m 11.5 m- 5 m č A₂ At point A₁ -14 m- → 5m → ← 5m 5 m A₂ 11.5 m At point A₂ H=7m ► 5 m 8 A₁ 5m+¦+ H=7m >· 5 m X A₁ 14 m 16.5 m 5 m 14 m EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A, and A₂. 14 m 16.5 m y= 17.5 kN/m³ 5m9 = (2.5 m) x (17.5 - A₂ H A0₂ (1) kN/m³) = 43.75 kN/m2 Aσ₂ (1) y= 17.5 kN/m² B A₁ 1 90 = 122.5 kN/m2 + + T 5m 9=(7 m) x (17.5 kN/m³)= 122.5 kN/m² % = 122.5 kN/m² A₂ 2.5 m →→ ● A0₂ (2) A₁ 14 m- A₂ (2) 9 (4.5 m) x (17.5 kN/m³)= 78.75 kN/m² Aar: (33) A₂ 14 m 9 m ➜ 14 m 1
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For linear stress variation over the base of the dam of the figure, find where the resultant crosses the base and compute the maximum and minimum pressure intensity at the base. Neglect hydrostatic uplift. Ans.Pmax=555 kPa; Pmin=129 kPa Note: unit weight of concrete is 2.5 times unit weight of water. 6m 19m 1 Y'=2.5Y 1 340 ¹3 mi 4 m -11 m
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k Il.pdf iL| C/Users/YONAST%20TSIGHE/Downloads/BYG504%20G%20Geoteknikk%201l.pdf 2. A.) Plot the distribution of total stress, effective stress and porewater pressure along depth of soil as shown in Figure 1 (water table 4.5 meter from its surface). Plot effective stress paths for the lower layer of soil at rest by assuming the soil has an internal friction o'= 30°. B.) As consolidation test on a sample taken at bottom showed: 2-0.3, K = 0.05 and v' = 0.3, calculate the sample's effective elastic bulk moduli E' and shear modulus G; Find the changes of such parameters when the water table rises to its surface. 4-0.7, sE035 4.5m. Figure 1. Layers of soil site
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