Bundle: Principles Of Geotechnical Engineering, Loose-leaf Version, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
9th Edition
ISBN: 9781337583848
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Question
Chapter 3, Problem 3.23P
(a)
To determine
Calculate the moist unit weight of the borrow soil.
(b)
To determine
Calculate the degree of saturation of the borrow soil.
(c)
To determine
Calculate the moist unit weight of the compacted backfill.
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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
1m
1.5m
2m
Groundwater table
0.5m
BXL = 2m x 4m
Sand
y = 17.0 kN/m³
90 = 100kPa
Sand
Ysat = 19.0 kN/m²
Normally consolidated Clay
Ysat =
20 kN/m³
eo = 0.7
Cs = 0.09
Cc = 0.2
-
Problem 4:
After the construction of a concrete retaining wall, backfill material from a nearby borrow pit was brought into
the excavation behind the wall and compacted to a final void ratio of 0.8. Given that the soil in the borrow pit has
void ratio of 1.1, determine the volume of borrow material needed to fully compact backfill, knowing that the
total volume of the backfill is 30 m³.
Excavation
Ground level
Compacted
Soils from
borrow pit
(e = 1.1)
backfill
(e = 0.8)
Concrete
retaining
wall
Following table presents information for a fine-grained soil:
Current effective stress (kPa)
Current void ratio of the soil
Overconsolidation Ratio (OCR)
Compression index (Cc)
Re-compression index (Cr)
30
0.96
7.06
0.18
0.06
Determine the void ratio of the soil at the preconsolidation pressure.
Chapter 3 Solutions
Bundle: Principles Of Geotechnical Engineering, Loose-leaf Version, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Prob. 3.4PCh. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - For a given sandy soil, emax = 0.75 and emin =...Ch. 3 - For a given sandy soil, the maximum and minimum...Ch. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.1CTPCh. 3 - Prob. 3.2CTPCh. 3 - Prob. 3.3CTP
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- b) For a normally consolidated clay, given o = 20° and ø' = 28°. If a CU triaxial test is conducted with the same soil with the all-around confining pressure of 140 kPa. What would be the pore water pressure at failure?arrow_forwardAfter the construction of a concrete retaining wall, back fill material from a nearby borrow pit was brought into the excavation behind the wall Excavation Ground level and compacted to a final void ratio of 0.8. Given that the soil Compacted Soils from borrow pit (e = 1.1) backfill in the borrow pit has void ratio of 1.1. Given that the borrow pit soil has a moisture content of (e = 0.8) Concrete retaining wall 11% and Gs = 2.7, determine a. Moist unit weight of the borrow soil b. Degree of saturation of the borrow soil c. Moist unit weight of the compacted backfillarrow_forwardAfter the construction of a concrete retaining wall, back fill material from a nearby borrow pit was brought into the excavation behind Excavation Ground level the wall and compacted to a final void ratio of 0.8. Given Compacted backfill (e = 0.8) Soils from borrow pit (e = 1.1) Concrete that the soil in the borrow pit has void ratio of 1.1, determine the volume of borrow retaining wall material needed to construct 1 cubic meter of compacted backfill.arrow_forward
- 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 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_forwardC 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_forwardFor a normally consolidated soil, the following is given: Determine the following: a. The compression index, Cc. b. The void ratio corresponding to pressure of 200 kN/m2arrow_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_forwardResults of two consolidated-drained triaxial tests on a clayey soil are as follows: o1 (fallure) (kN/m²) Test no. (kN/m?) 104 320 2 207 517 16. Determine the angle of friction and cohesion in undrained condition 17. Determine the angle of friction and cohesion in drained condition if the porewater pressure is 150 kPaarrow_forwardSample of clay isotropically normally compressed to an all round effective pressure of 100 kPa and then allowed to swell back to an effective isotropic pressure of 50 kPa. The sample is then subjected to a standard drained compression test. What is the deviator stress at failure and what is the volumetric strain experienced by the sample at failure? The second sample is subjected to a standard undrained compression test. What are the deviator stress and pore pressure at failure, if there is initially back pressure of 50kPa? Assume that the soil has the following critical state properties: M = 0.95, λ = 0.093, K = 0.035, I = 2.06 and N= 2.118arrow_forward
- 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.arrow_forwardA sand cone equipment is used to perform a field density test on a compacted earthfill. Weight of soil sample from the test hole is equal to 20.60N and Dry weight of soil sample is equal to 17.92N. Ottawa sand used to fill the hole weighs 16.05N and is known to have a density of 15.74KN/m3. Determine the following: (a) The moisture content of the soil (b) The in- situ dry unit weight of the soil (c) If the dry unit weight of the soil at optimum moisture content is 18.10 kN/m3, calculate the percent compaction of the earth fill.arrow_forward3. A layered soil is shown with the corresponding values K1, K2, and K3. a. Compute the equivalent horizontal coefficient of permeability b. Compute the equivalent vertical coefficient of permeability c. Compute the ratio of the equivalent horizontal coefficient of permeability to the equivalent vertical coefficient of permeability T H1= 3 m K1 =2 x 10 cm/s H2= 4 m K1 =3.2 x 10?cm/s H= 12 m H3= 5 m K1 =4.1 x 10 cm/sarrow_forward
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