Foundation Design: Principles and Practices (3rd Edition)
3rd Edition
ISBN: 9780133411898
Author: Donald P. Coduto, William A. Kitch, Man-chu Ronald Yeung
Publisher: PEARSON
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Chapter 3, Problem 3.18QPP
A 9 ft thick fill is to be placed on the soil shown in Figure 3.22. Once it is compacted, this fill will have a unit weight of
Figure 3.22 Soil profile for Problem 3.18.
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3.
A stratum of normally consolidated clay is 25 feet thick and the water content is
measured as 50% (Gs=2.7). Consolidation tests on undisturbed samples of the clay indicate Ce
= 0.68. On top of the clay is 5 feet of sand with a total unit weight of 120 pcf. To build a
parking lot, 8 feet of fill is now placed on top of the sand. Tests on the fill indicate that the
average water content is 10% and the average dry unit weight is 115 pef. The water table is
located 2 ft below the ground surface. Calculate the settlement of the clay due to the added
weight of the fill. Treat the clay as one layer and compute the stresses and change in void ratio
at mid-depth in the clay.
THE FIGURE SHOWS A SOIL FORMATION OF 5M SAND AND 6M CLAY. THE GROUNDWATER TABLE IS 4M BELOW THE GROUND SURFACE. IF A FILL WITH A UNIT WEIGHT OF 17KN/M3 AND A HEIGHT 2M IS PLACED ON THE GROUND, FIND:
A. THE PRIMARY CONSOLIDATION SETTLEMENT OF THE CLAY LAYER IF IT IS NORMALLY CONSOLIDATED WITH A COMPRESSION INDEX OF 0.38 AND A VOID RATIO OF 1.52.B. THE TOTAL CONSOLIDATION SETTLEMENT OF THE CLAY 5 YEARS AFTER THE COMPLETION OF PRIMARY CONSOLIDATION SETTLEMENT. TIME FOR COMPLETION OF PRIMARY SETTLEMENT IS 2 YEARS. SECONDARY COMPRESSION INDEX IS 0.02
A large area of 2-m high fill is placed on a normally-consolidated homogeneous sedimentary clay for
preloading. The unit weight of the fill is 19.2 kN/m'. The undrained shear strength of the natural soil is 20
kPa. The new undrained shear strength of the soil when the degree of consolidation reached 80% is:
20.0 kPa
O 23.5 kPa
26.8 kPa
28.4 kPa
29.6 kPa
Chapter 3 Solutions
Foundation Design: Principles and Practices (3rd Edition)
Ch. 3 - Explain the difference between moisture content...Ch. 3 - A certain saturated sand has a moisture content...Ch. 3 - Consider a soil that is being placed as a fill and...Ch. 3 - A sample of soil has a volume of and a weight of...Ch. 3 - A site is underlain by a soil that has a unit...Ch. 3 - The sub-surface profile at a certain site is shown...Ch. 3 - A vertical load of 300 kN is applied to a area at...Ch. 3 - A vertical load of 20 k is applied to a area at...Ch. 3 - 3m3m footing is to be built on the surface of a 15...Ch. 3 - A 3 ft square footing carries a sustained load of...
Ch. 3 - A 2m thick fill is to be placed on the soil shown...Ch. 3 - Estimate the effective friction angle of the...Ch. 3 - Explain the difference between the drained...Ch. 3 - A soil has c=5 kPa and =32. The effective stress...Ch. 3 - A footing with an embedment of 2 m is embedded in...Ch. 3 - Prob. 3.16QPPCh. 3 - Prob. 3.17QPPCh. 3 - A 9 ft thick fill is to be placed on the soil...
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- 11.12 A 2-m clay layer in the field has a current effective stress, oó= 70 kN/m?. There is a net stress increase, Ao = 180 kN/m², due to a foundation load. Calculate the expected primary consolidation settlement. The results of a consolidation test on the clay are given below. o' (kN/m) 0.98 12 0.94 50 0.82 200 0.73 400 ©Cngage lamng 2014arrow_forwardA 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/ft²arrow_forwardA sand sample having specific gravity of 2.7 has a saturated unit weight of 20 KN/m². Determine it void ratio.arrow_forward
- a) What are the typical permeability values for clay and sand, respectively? Discuss how the pore pressure in these soils would respond to loading, make use of schematic drawings when needed. b) A sample of silty clay is compacted into a mould 150 mm in diameter and 120 mm high. The mass of soil is 3.527 kg which reduces to 2.594 kg after drying in an oven. Calculate the bulk unit weight of the soil sample. Assuming the specific gravity of the soil grains, Gs = 2.72, calculate the degree of saturation and voids ratio of the soll. c) A site investigation is carried out in Northampton Square for a proposed five storey building. The ground is found to comprise 2 m of coarse gravel overlying London Clay. The gravel has a Gs = 2.65 and a specific volume of 1.573. The clay has a bulk unit weight = 17.9 kN/m³ and a coefficient of earth pressure, Ko= 1.1. The water table is at a depth of 2 m below the ground surface (i.e. level with the top of the London Clay strata). Calculate the vertical…arrow_forwardFor 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 1m 1.5m 2m BxL= 2m x 4m Groundwater table 0.5m 90 = 100kPa Sand y = 17.0 kN/m³ Sand Ysat 19.0 kN/m³ a retaining wall are shown in Normally consolidated Clay Ysat 20 kN/m³ eo = 0.7 Cs=0.09 Cc = 0.2arrow_forwardthree samples of loose sand were tested under consolidated undrained conditions. test results are given below undrained angle of friction = 35 deviator stress = 260 kPa pore water pressure = 30 kpa a. determine the undrained confining pressure in kPa. round off to three decimal places b.determine the drained angle of friction in degress. round off to three decimal places c. determine the drained angle of inclination of failure plane in degrees.arrow_forward
- 1. The pressure versus void ratio data determined from a consolidation test on an undisturbed clay specimen are as follows: Applied Pressure (kPa) 20 40 80 160 320 640 1280 320 80 20 0 Void Ratio 0.953 0.948 0.938 0.920 0.878 0.789 0.691 0.719 0.754 0.791 0.890 (a) Plot this pressure versus void ratio data on a semi-logarithmic graph. (b) Determine the equations for the virgin compression curve and for the rebound curve for unloading starting at 1,280 kPa. (c) What are the corresponding compression and recompression indices for this soil? (d) Estimate the stress to which this clay has been preconsolidated. (After A. Casagrande.)arrow_forwardThe results of a laboratory consolidation test on a clay sample are given below: Pressure, p (kN/m²) Void ratio, e 23.94 1.112 47.88 1.105 95.76 1.080 191.52 0.985 383.04 0.850 766.08 0.731 (43) a) Draw an e-log p plot. (44) b) Determine the pre-consolidation pressure, p. . (45) c) Find the compression index, Ce. Appendix For ø=35°, N¸=57.8, N,=41.4, and N,=41.1. o,'=0;'tan²| 45°+ +2c tan| 45°+arrow_forwardA 3.75m clay layer in the field (drained on one side) is normally consolidated. When the pressure is increased from 50 kPa to 150 kPa, the void ratio decreases from 0.9 to 0.75. The coefficient of permeability of the clay was 6 x 10^-7 cm/s.• How long (days) will it take to reach 50% consolidation?• What is the settlement when the soil reaches 50% consolidation?Final answer should be in 3 decimal places.arrow_forward
- As indicated in the following figure, an incompressible silty sand fill 16.4 ft thick was placed on top of a 49.2 ft thick layer of soft and compressible silty clay. Underlying the clay is a layer of incompressible sandy gravel. The soil properties of the silty clay layer are given in the following figure. The ultimate settlement, Sult = 5.64 ft, from the primary consolidation of silty clay layer due to the weight of the silty sand fill is calculated. O ft Fill Material - Silty Sand (SM), y = 124.86 pcf, 16.4 ft Silty Clay (CL) 94.89 pcf Y = Normally Consolidated 1.1 e, = Cc = 0.36 0.06 Cv = 9.235 ft/year 65.6 ft Dense Sandy Gravel (GP), Incompressible layer 82.0 ft A) Find the time rate of settlement by showing the Time [year] vs. Settlement [ft] curve. Show sample calculation when percentage of consolidation, Ugyg = 50%arrow_forwardTwo specimens of fully saturated normally consolidated clay were isotropically consolidated to 150 kPa and 300 kPa, after which they had void ratios of 0.74 and 0.64 respectively. (i) Calculate the values of N and i defining the isotropic normal consolidation line for this clay. Hint: Use simultaneous equations.arrow_forwardThe following consolidation test data were obtained from an undisturbed clay specimen. Pressure (kPa) Void ratio 20 0.958 40 0.948 80 0.938 160 0.92 320 0.878 640 0.789 1280 0.691 320 0.719 80 0.754 20 0.791 1 0.89 (a) Plot the void ratio vs. the consolidation pressure curve on semilogarithmic graph paper, and estimate the pre-consolidation pressure o. (b) Determine the compression index C, for the virgin compression and the rebound index C, for the unloading starting at 1280 kPa. (c) Calculate the coefficient of volume compressibility m, for the virgin compression.arrow_forward
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