For the foundation shown in Figure (2), calculate the immediate settlement for a creep time of (8 years), using Schmertmann method. 1m 5 160 kPa 8m x 10m Ya 17 kN/m³, Fig.3 , qe = 13000 kPa W.T. qe = 12000 kPa Hard Rock

For the foundation shown in Figure (2), calculate the immediate settlement for a creep time of (8 years), using Schmertmann method. 1m 5 160 kPa 8m x 10m Ya 17 kN/m³, Fig.3 , qe = 13000 kPa W.T. qe = 12000 kPa Hard Rock

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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For the layered soil shown in the figure, H1 = 5 m, H2 = 5 m, and H3 = 20 m. The soil densities are ρ1=2040kg/m3, ρ2=1940kg/m3, and ρ3′=1020kg/m3. What is the effective stress at the bottom of soil 3 when h' = 15 meters? CHOICES A. 142.7 kPa B. 150.1 kPa C. 163.8 kPa D. 136.8 kPa
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A circular foundation 2m in diameter is shown in the figure below. A normallyconsolidated clay layer 5m thick is located below the foundation. Determine the consolidation settlement of the clay. 1- method 2:1 2- consolidation settlement Cc method
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A building is founded on a rectangular mat of dimensions 20 m x 10 m as shown in the plan view in figure below. A surcharge of 300 kPa is applied within the area ABCD whereas a surcharge of 100 kPa is applied within the area CDEF. Calculate the increase in vertical total stress in kPa at the depth of 5 m below Point F (acceptable tolerance = 10%).
The 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
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G,+S,e , a) Starting from the basic phase definitions (see the Appendix) show that y = 1+e b) Using the expression above, determine the distribution of the total and effective vertical stress with depth for the soil profile shown. Plot these distributions for 0 60%, T, : 1.781 – 0.933 log(100 – U%) C,H - log 1+e, o, + Ao' C,H 1+e, S = - log
Compute the settlement of the clay layer caused by primary consolidation if the pre consolidation pressure of the clay is 96kPa. use approximate method for average vertical stress.
2. Bascd on the following figure, all layers shown in the figure are fully saturated. The pressure applying from a building to the ground surface is about 900 kPa. Assume Gs = 2.7 for each layer. (a) Determine the cffective stress for a soil element at the middle of each layer. (b) Determine the vertical stress increase at the middle of the clay layer under the center of the foundation (10 mx20 m). (c) Determine the primary consolidation settlement of the clay layer at the center of the foundation if the clay is overconsolidated with an OCR=1.5. (d) How long will consolidation settlement take for 50% consolidation to occur in the field if the value of C, = 10 m2/year. 20 m 10 m 20 m Lightly cemented (calcium carbonate) sand/gravel = 17 kN/m Clay properties: w = 55% C = 0.4 C, = 0.05 20 m 3 m Soft clay 15 m Sand and gravel w=10% Rock