Q2/A (2m x 4 m) rectangular flexible foundation is placed above the groundsurface for two layers of clay, for each layer 10 m thick. The modulus of Elasticity(E) of the upper layer is 10 MN/m² and that of the lower layer is 20 MN/m².The Poisson ratio is (us = 0.5) for the two layers and the column load is 70kN. Determine the immediate settlement at the corner of the foundation usingElastic theory method?==

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Answered: Q2/A (2m x 4 m) rectangular flexible…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter7: Settlement Of Shallow Foundations

Section: Chapter Questions

Problem 7.8P

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Answer 4 then use the answer from 4 to answer 5
A 8 m layer of sand, of saturated unit weight 22 kN/m3, overlies a 6 m layer of clay, of saturated unit weight 27 kN/m3. A foundation carrying 1200 KN load is to be founded on the soil layer. If the clay is normally consolidated and the increase in effective pressure due to the foundation load at the center of clay is 27 kN/m2, Soil parameters are Cc = 0.25, eo = 1.0. Assume required data •Draw the soil profile diagram in detail, mentioning all the soil properties with the foundation details. •Calculate the consolidation settlement at the center of the clay layer.
10. A flexible foundation is subjected to a uniformly distributed load of q-500 kN/m². Table 3 could be useful. Determine the increase in vertical stress, in kPa, Aoz at a depth of z=3m under point F. B 4m 3m 6m E 10m Table 10.3 Variation of I, with m and n m 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.1 0.0047 0.0092 0.0270 0.0279 0.2 0.0132 0.0092 0.0179 0.0259 0.0132 0.0259 0.0374 0.0222 0.0242 0.0435 0.0474 0.0629 0.0686 0.0258 0.0504 0.0528 0.0547 0.3 0.0731 0.0766 0.0794 0.4 0.1013 0.5 0.0198 0.0387 0.1202 0.6 0.0222 0.0435 0.7 0.0242 0.0474 0.0947 0.1069 0.1168 0.1247 0.1311 0.1361 0.1365 0.1436 0.1491 0.1537 0.1598 0.0168 0.0198 0.0328 0.0387 0.0474 0.0559 0.0168 0.0328 0.0474 0.0602 0.0711 0.0801 0.0873 0.0931 0.0977 0.0559 0.0711 0.0840 0.0947 0.1034 0.1104 0.1158 0.0629 0.0801 0.0686 0.0873 0.1034 0.8 0.0258 0.0504 0.0731 0.0931 0.1104 0.9 0.0270 0.0528 0.0766 0.0977 0.1158 0.0794 0.1013 0.1202 0.0832 0.1263 1.4 0.1300 1.6 0.0306 0.0599 0.0871 0.1114 0.1324 1.8 0.0309 0.0606…
The initial principal stresses at a certain depth in a clay soil are 200 kPa on the horizontal plane and 100 kPa on the vertical plane. Construction of a surface foundation induces additional stresses consisting of a vertical stress of 45 kPa, a lateral (horizontal) stress of 20 kPa, and a counterclockwise (with respect to the horizontal plane) shear stress of 40 kPa. Plot Mohr's circle (1) for the initial state of the soil and (2) after construction of the foundation. Determine (a) the change in magnitude of the principal stress, (b) the change in maximum shear stress, and (c) the change in orientation of the principal stress plane resulting from the construction of the foundation.
Soil mechanics
4. A square foundation will be constructed at ground surface. The subsoil profile is shown in the figure below. The mat will have a net uniform load of 500 psf at El. O. The mat will have a net uniform load (Induce stress) at El. -15 of 360 psf, the primary consolidation settlement (in.) of the clay layer directly below the center of the foudnation is? fr ORIGINAL GROUND SURFACE ELEV. O ft ELEV-5 ft. ELEV-10 ft ELEV-20 ft 30 ft SAND Y = 115 pcf MAT FOUNDATION SAND Y = 105 pcf GROUNDWATER TABLE NORMALLY CONSOLIDATED CLAY SATURATED UNIT WEIGHT = 95 pcf COMPRESSION INDEX C₂ = 0.29 VOID RATIO=1.0
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
Estimate 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 FA
In the soil profile shown, the clay layer is normally consolidated and the ground water location maybe assumed to remain constant. The raft foundation is 15 m x 15 m with a uniform loading of 192 kPa. a) Compute the initial effective stress at the mid-point of clay layer. b) Compute the change in stress at the mid-point of the clay layer if it has an influence factor of 0.90. c) Compute the approximate settlement due to placement of the raft foundation.
Prob. 3) Referring to the figure below: A) Compute the average increase in stress Ao below the centre of the footing for the clay layer 2. B) Compute the elastic settlement of the clay assuming a shallow foundation. OCR=3, P.I-30%, C-120 kPa, us=0.5. P= 1350 kN G.S. ydry= 17.7 kN/m³ 3 m Clay1 3.mx6 m. 2 m W.T. 2 m ysat= 20 kN/m3 4 m Clay2 ysat= 21 kN/m3 Rigid rock CS Scanned with CamScanner
A vertical column load, P = 600 kN, is applied to a rigid square concrete foundation. The foundation rests at a depth Df= 0.75 m on a uniform dense sand with the following properties: average modulus of elasticity, Es = 20,600 kN/m², and Poisson's ratio, µs = 0.3. Calculate the required foundation dimensions if the allowable settlement under the center of the foundation is 25mm. 600 kN Foundation 0.75 m Вхв Soil Hs = 0.3 E, = 20, 600 kN/m² 5.0 m Rock
PROBLEMS 8.1 Refer to Figure 8.3. For a flexible load area, given: B= 3 m, L=4.6m, q= 180KN/m², D; =2m, H = 00, v= 0.3, and E = 8500KN/m³. Estimate the elastic settlement at the center of the loaded area. Use Eq. (8.14). %3D Foundation B×L Rigid :foundation Flexible foundation H settlement settlement v = Poisson's ratio E = Modulus of elasticity Soil Rock Figure 8.3 Elastic settlement of flexible and rigid foundations. (8.14)

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