Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 9, Problem 9.7P
To determine
Find the elastic settlement foundation in sand.
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Q-1) Determine the immediate settlement of the foundation shown in Figure (1). The
undrained elastic modulus varies with depth, as shown in the figure, and v₁ = = 0.45.
[Answer = 26 mm].
LETETEI
2L = 12 m
-8 m
-4m +3m+5m
5000 kN
Į
Layer 1
Layer 2
6 m
2B = 10 m
4 m
4 m
8m
Figure (1)
4000 kPa
8000 kPa
Eu
10,000 kPa
30,000 kPa
refer to the figure below. Determine the average stress increase in the clay layer below the center of the foundation due to the net foundation load of 50 tons.
Chapter 9 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- Solve Problem 7.8 using Eq. (7.29). Ignore the post-construction settlement. 7.8 Solve Problem 7.4 with Eq. (7.20). Ignore the correction factor for creep. For the unit weight of soil, use γ = 115 lb/ft3. 7.4 Figure 7.3 shows a foundation of 10 ft × 6.25 ft resting on a sand deposit. The net load per unit area at the level of the foundation, qo, is 3000 lb/ft2. For the sand, μs = 0.3, Es = 3200 lb/in.2, Df = 2.5 ft, and H = 32 ft. Assume that the foundation is rigid and determine the elastic settlement the foundation would undergo. Use Eqs. (7.4) and (7.12).arrow_forwardEstimate the increase in vertical stress at 0.5 m depth intervals, within the clay layer, below point A (See figure below). The foundation exerts a uniform vertical stress of 120 kPa at ground level. Using these values estimate the settlement due to the clay layer. (Hand in any graphs used) 5m 5m 2m 3m Very Dense Sand 2m 1.5m Clay E=3.5 MPa 2m Bedrock Soil profile A Plan of building 3m Soil profile and plan for Question 4 3m FAarrow_forward6.8 Refer to Figure P6.8. Using the procedure outlined in Section 6.8, determine the average stress increase in the clay layer below the center of the foundation due to the net foundation load of 50 ton. [Use Eq. (6.28).] 4:5 ft 3 ft 50 ton (net load) 10 ft 5 ft x 5 ft Sand y=100 lb/ft! Sand Yat=122 lb/ft³ Groundwater table Ysat ⇒120 lb/ft³ = 0.7 C=0.25 -C, 0,06 Preconsolidation pressure = 2000 lb/ft² Figure P6.8arrow_forward
- this is complete question. nothing is missingarrow_forwardTwo foundations are located next to each other as follows. Determine the stress increase on a horizontal plane (i.e. - the increase in vertical stress) beneath Point A at a depth of 3 m below the ground surface. The foundations are bearing on the ground surface. 3 m- +2.5 m -6 m 5 m A O= 90 kPa = 120 kPa 6 marrow_forwardA plan of a foundation 1 m x 2 m is shown in Figure 4-2. a. Estimate the consolidation settlement of the foundation. b. Refer to part a. Given for the clay layer: Ca=0.02. Estimate the total consolidation settlement eight years after the completion of the primary consolidation settlement. (Note: Time for completion of primary consolidation settlement is 1.5 years). 15m 0.5 m 9=170 kN/m²(net stress increase) BXL 1m x 2m Sand Y = 16.5 kN/m Groundwater table Sand 25m Figure 4-2 = You 17.5 kN/m³ Normally consolidated clay y = 16 kN/m³ ea 0.78 E = 6,000 kN/m² C, = 0.32 C₁ = 0.09 A. = 0.5arrow_forward
- A foundation (Figure 1) transmits a stress of 100 kPa on the surface of a soil deposit. a. Evaluate increases of vertical stresses points A, B, and C at the depth of 2m and Sm (2 points) b. At what depth is the increase in vertical stress below A less than 10% of the surface stress? 6 m +2 m- A 2 m -4 m- Figure 1: Plan of foundationarrow_forwardsubject: Geotechnical Engineeringbook: principle of foundation engineering - Braja M Dasarrow_forwardRefer to Figure 5,determine th eaverage stress increase in the clay layer below the center of the foundation due to the net foundation load of 490,500kN (net load). Using Eq.(7.25)arrow_forward
- 75% consolidation in a laboratory test? 11.21 Refer to Figure 11.48. A square foundation, 2.5 × 2.5 m in size, supports a col- umn load of 478 kN. The soil characteristics are given in the figure. Field moni- toring indicated that the foundation settlement was 46 mm at the end of 2 years a. Estimate the average stress increase in the clay layer due to the applied load. b. Estimate the primary consolidation settlement. c. What is the degree of consolidation after 2 years? d. Estimate the coefficient of consolidation for the pressure range. e. Estimate the settlement in 3 years. 478 kN 2.5 m x 2.5 m 1.5 m Y = 16 kN/m GWT 1.75 m Yu = 18.8 kN/m³ w = 19% G, = 2.71 LL = 37 3.5 m o = 65 kN/m? C,= 1/SC. %3D O Sand A Clay Figure 11.48arrow_forward2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?arrow_forwardindicate the final answer in 3 decimal places.arrow_forward
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