Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 9, Problem 9.7P
To determine
Calculate time taken for
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What is the equivalent coefficient of
permeability (k) for soil layers of k2 and
k3? where k2= 1.75 k1 and k3 = 3.3 k1
10
8
IB
K2 N
K3 N
K1
K4
.a
k1 25.250
.b
k1 12.625
.C
k1 5.050
.d
k1 2.525
28
12
4.
8.7 A permanent surcharge of 100 kN/m² is to be applied on the ground surface
of the soil profile shown in Figure P8.3. It is required to eliminate all of the primary
consolidation in 3 months. Estimate the total surcharge o = o,+o; needed to achieve
the goal.
Sand
1.5 m
y = 17.3 kN/m³
G.W.T.
Sand
1.5 m
7sat = 19.5 kN/m³
Clay
7sat =17.3 kN/m³
C, = 13 10-²cm²/min
3 m
Sand
SITUATION 4:
As soil profile shown below. The sand
above the ground water table is dry.
Other data pertaining to the table as
follows:
H₁ 4m, H₂= 3.2m, H₂ = 1m
Chapter 9 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- 2. Consider the stratified soil deposit shown in the figure. There are four layers, 3m thick each, and kH1=2x10³, kH2=1x105, kµ3=2x104, kH4=1x10³in cm/sec. Determine the equivalent coefficient of permeability in the horizontal direction and the total flow in cm3/sec per cm width. H Direction of flowarrow_forwardA layered soil is shown with the corresponding values of K1, K2 and K3. Compute the equivalent horizontal coefficient of permeability. H1=3m Kj=2x10*cm/s H2=4m K2=3.2x10²cm/s· H=12m H3=5m K3=4.1x10 cm/s Select one: a. 0.01089 cm/s b. 0.01980 cm/s c. 0.01890 cm/s d. 0.01809 cm/sarrow_forwardRefer to the figure. If H1 = 1.94 m, H2 = 2.37 m, h = 1.c m, e =0.49, Gs = 2.67,area of the tank = 0.64 m2, and hydraulic conductivity of the sand (k) = 0.3d cm/sec. What is the upward seepage force per unit volume of soil?arrow_forward
- A soil formation is composed of 5 m thick clay and 5 m thick sand being the sand above the clay. The ground water table (GWT) is located at 2 m below the ground surface. 40 kPa 2 m Sand Ydry = 17.66 kN/m^3 VGWT Sand 3 m Y sat = 20.93 kN/m^3 LI = 64% PL = 20% w = 40% 5 m Clay eo = 0.60 G. = 2.60 1. Calculate the primary compression index. [ Select ] 2. Calculate the primary consolidation settlement of the normally consolidated clay layer if there is a surcharge of 40 kPa acting on the ground surface. [ Select] 3. Calculate the secondary settlement of the clay layer 5 years after the completion of the primary consolidation settlement. Time for completion of primary settlement is 2 years. Use C, = 0.02. [Select ]arrow_forward5. The coefficient of permeability of a sand at a void ratio of 0.62 is 0.03 cm/sec. Estimate the coefficient of permeability at a void ratio of 0.48. Using Casagandre equation Using Kozeny-Carman equation Find the difference in the rate of flow using the results of “a” and “b” if i = 0.70 and A = 0.6 m2.arrow_forwardConsider the three layered soil strata as shown in the figure below. The thickness and coefficient of vertical permeability of each layer is mentioned in the figure. The total head loss in 3 layers is m. (Upto 1 place after decimal) Flow Ah = 0.5 m 2.5 m k, = 3 x 10*m/s 1.5 m k, = 6 x 10*m/s k, = 7 x 10*m/s 4 m 2 marrow_forward
- C 5. For the soil profile given below, assume that the primary consolidation settlement for the clay layer is completed in 3 years. Estimate the secondary consolidation settlement for the clay layer at the end of 10 years. Yw= 10kN/m³, Ca = 0.03 t 1m 1.5m 2m Groundwater table 0.5m 90 = 100kPa BXL = 2m x 4m Sand y = 17.0 kN/m³ Sand Ysat = 19.0 kN/m³ = Normally consolidated Clay Ysat = 20 kN/m³ eo = 0.7 Cs= 0.09 Cc = 0.2arrow_forward11.3 Refer to Figure (11.22). Given: H₁ = 2.5 m, H₂ = 2.5 m, H3 = 3 m, and Ao = 100 kN/m². Also, • Sand: e = 0.64, G₁ = 2.65 • Clay: e=0.9, Gs=2.75, LL-55, C = 0.405 Estimate the primary consolidation settlement of the clay layer assuming that it is normally consolidated. Ao Groundwater table H₂ Void ratio = Sand Clay +arrow_forwardConsider the consolidation situation below and answer the questions. 200 kPa 200 kPa Water Table Sand 20m Ysat = 21.5 kN/m3 15m Clay 4m Ysat = 21 kN/m³ Youlk= 18 kN/m m, = 0.31 MPal Cy 8.4 m2/year 10m Impervious rock 2.1 What would the piezometer reading (h) be after the 200 kPa has been applied on the surface? 2.2 When h = 12m, what would the degree of consolidation be at point X, from the same surface load of 200 kPa? 2.3 Determine what the reading of the piezometer (h) would be if when the ucyiee of consolidation at point X is 63%.arrow_forward
- What is the equivalent coefficient of permeability (k) for all soil layers? where equivalent k(2 and 3) = 4.58 k1 and k4 = 4.23 k1 10 8 IB D K2 N K3 N K1 K4 .a k1 2.738 .b k1 44.050 .C k1 3.568 .d k1 2.382 28arrow_forwardIt is stated that the clay layer shown in the figure is OVER CONSOLIDATED clay. The pre-consolidation pressure op' 110 kN. Calculate the consolidation settlement that will occur in the clay layer due to the load of 2500 kN. = 2 Sand 2 Sand 5m Clay Rock 8=2500 kN BxL=1.5mx18m X₁ = 18₁1 kN/m²³ --P6WL Ys=19.6 kN/m³ Ys=20.8 kN/m²³ lo = 0,62 Cc = 0.107 Cs 0.009arrow_forwardA clay layer 8 meter thick is subjected to a pressure of 70 kN/m². If the layer has a double drainage and undergoes 50% consolidation (T, = 0.196), in one year, determine the coefficient of consolidation? If the coefficient of permeability is 0.040 m/year, determine the settlement in one %3D year. Use Yw = 9.81 kN/m³.arrow_forward
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