Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Chapter 18, Problem 18.8P
a.
To determine
Estimate the depth till which the sheet pile should be driven, allowing a factor of safety of 1.5 on the passive resistance
b.
To determine
Estimate the load on the tie rods
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46. Consolidation of Clay: Given Exercise Figure 7.4 and
the accompanying information, what is the ultimate
settlement in the clay under the applied load? Note:
1 ft = 0.3048 m; 62.4 lb/ft³ = 1 Mg/m³.
Assuming the sand will not settle, determine the ulti-
mate settlement in the clay using:
Proceeding in steps:
a. Determine the effective stress for the cross section
prior to loading. Show the stresses at depth using
an appropriate diagram.
b. What is Ao' on the clay layer caused by the
imposed load? (Hint: Calculate this for the center
of the clay layer at 5.8 m [19 ft] deep.)
(ft)
0
c. What is the value of eo based on the original poros-
ity of the clay?
d. How much settlement will occur in the clay?
5
H
ΔΗ =· -C log 1+-
1+e
16
22
40'
o'
P= 125 tons
Sand: Yd=105 lb/ft³
Silty sand: Ysat
Clay: Ysat=121 lb/ft³
n = 0.629, C = 0.82
Exercise Figure 7.4
= 127 lb/ft³
GWT
A 5-ft fill is to be placed over the following soil profile shown below. Determine if
the clay is normally consolidated or over-consolidated.
The pre-consolidation pressure (past maximum consolidation stress) of the clay is
1000 lb/ft3.
5 ft
2 ft
4 ft
Proposed Fill, y = 120 lb/ft³
Sand
Clay
Rock
2 ft
A
Ydry = 100 lb/ft³
Ground water table
Ysat 110 lb/ft³
=
o'= Pc = 1000 lb/ft²
A 2m thick coal seam at a depth of 150m below ground surface is planned for extraction using 5.0m
room spans and pillars 7.0m square in plan. Assume that the unit weight of the overburden rock is
25 kN/m3 and that pillar strength is locally defined based on experience by the following equation
(where w and h are in metres).
SSPP = (7.2 ww^ 0. 46)/(h^0.66)(MPa)
Determine the factor of safety against compressive failure of pillars in the planned layout
Complete equation is given . Please help Tutor
Chapter 18 Solutions
Principles of Foundation Engineering
Ch. 18 - Refer to Figure 18.9. A cantilever sheet pile is...Ch. 18 - Prob. 18.2PCh. 18 - Prob. 18.3PCh. 18 - Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m;...Ch. 18 - In Problem 18.4, find the maximum bending moment...Ch. 18 - Prob. 18.6PCh. 18 - Prob. 18.7PCh. 18 - Prob. 18.8PCh. 18 - Refer to Figure 18.23. Given L1=3m, L2=6m,...Ch. 18 - Prob. 18.10P
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- Borings indicate that at a Staten Island, NY site, the top 6 meters is a loose sand with a groundwater level at 3 meters below the ground surface. Below the sand is a 12 meter thick soft clay stratum. Assume sand unit weights are ymoist = 15 kN/cubic meter and ysat = 16 kN/cubic meter. Assume clay ysat = 20 kN/cubic meter. Calculate total, pore and effective stresses at 4, 13 and 18 meters deep.arrow_forwardThe results of a consolidated undrained test, in which o3 = 392 kN/m?, on a normally consolidated clay are given as: Axial strain (%) Ao(kN/m²) ug(kN/m²) 0.5 0.75 156 196 226 235 250 245 240 235 99 120 132 147 161 170 173 175 1.3 2 3 4 4.5 Draw the K; line in a P' versus q' diagram. Also draw the s tress path for this test in the diagram.arrow_forwardAnd the void ratio for each load increment is shown in the table below. σ₂ (kPa) Void ratio 15 1.66 30 1.65 60 1.64 120 1.52 2- Find Preconsolidation pressure (oc) and compression index (Cc). 240 1.38 480 1.25arrow_forward
- 2) A rectangular (5ft by 8ft) foundation will be built on the soil profile shown in the figure. Calculate the primary consolidation settlement below the center of the foundation. Assume the clay layer shown in the figure is normally consolidated. For simplicity, do not subdivide the clay into multiple sublayers. AG = 1500 lb/ft? Dry sand *120 pet Clay,Ce =0.28 e,= 0.55 Ya 125 pct Bedrock (Impermeable)arrow_forwardGive the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2arrow_forwardA footing of size 2m×2m transferring a pressure of 200 kN/m², is placed at a depth of 1.5 m below the ground as shown in the figure (not drawn to the scale). The clay stratum is normally consolidated. The clay has specific gravity of 2.65 and compression index of 0.3. 1.5m 1m 1.5 m 200 kN/m² Silty sand Clay Ya =15kN/m³ Y sat = 18kN/m³ Y sat = 17 kN/m³ GWT $0.5 m Dense sand Considering 2:1 (vertical to horizontal) method of load distribution and Y₁ = 10kN/m³, the primary consolida- tion settlement (in mm, round off to two decimal places) of the clay stratum isarrow_forward
- A deposit of sand exhibited the following properties: Angle of internal friction, = 35° Dry unit weight, yd = 17 kN/m³ Saturated unit weight, Ysat = 20.7 kN/m³ will Man 59 2 = F 20- 18.4 What is the shearing strength of the sand along a horizontal plane at a depth of 4 m given that the water table is at a depth of 2.5 m from ground surface? Find the shear strength when the water table rises to the ground surface.arrow_forwardProblem 1 The void ratio versus pressure data shown below. The initial void ratio is 0.725, and the existing vertical effective overburden pressure is 130 kPa. Void Ratio 0.708 0.691 0.670 0.632 0.635 0.650 0.642 0.623 0.574 0.510 0.445 0.460 0.492 0.530 Pressure (kPa) 25 50 100 200 100 25 50 200 400 800 1600 400 100 25 a. Plot the data as e versus log o b. Evaluate the overconsolidation ratio. c. Determine the field compression index using the Schmertmann procedure. d. If this consolidation test is representative of a 12 m thick clay layer, compute the settlement of this layer if an additional stress of 220 kPa were added.arrow_forward2) Borings indicate that at a Staten Island, NY site, the top 6 meters is a loose sand with a groundwater level at 3 meters below the ground surface. Below the sand is a 12 meter thick soft clay stratum. Assume sand unit weights are ymoist = 15 kN/cubic meter and ysat = 16 kN/cubic meter. Assume clay ysat = 20 kN/cubie meter. Calculate total, pore and effective stresses at 4, 13 and 18 meters deep. %3Darrow_forward
- 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 bearrow_forwardPlz give the correct answer. Compute the intensities of active and passive earth pressure at depth of 8 m in dry cohesionless sand with an angle of internal friction of 30 degrees , and unit weight of 18kN / (m ^ 3) What will be the intensities of active and passive pressure if the water level rises to the level? Take the saturated unit weight of sand as 22kN / (m ^ 3) .arrow_forwardUse 10 kN/m³ for the unit weight of water. Question 3 A project with excavation and construction stages will take place at your site (below which lies a saturated clay layer). On March 1, the effective stress at point A (in the middle of the clay layer) is 65 kPa, and the overconsolidation ratio is 1.3. On April 1, the effective stress at point A is 40 kPa. On May 1, the effective stress at point A is 60 kPa. What is the overconsolidation ratio on May 1?arrow_forward
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