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engineering
principles foundation engineering

Questions and Answers of Principles Foundation Engineering

A column foundation (Figure P6.9) is 3 m × 2 m in plan. Given: Df = 1.5 m, ϕ' = 25°, c' = 70 kN/m2. Using Eq. (6.28) and FS = 3, determine the net allowable load [see Eq. (6.24)] the foundation
A 2.0 m wide strip foundation is placed in sand at 1.0 m depth. The properties of the sand are: γ = 19.5 kN/m3, c' = 0, and ϕ' = 34°. Determine the maximum wall load that the foundation can carry,
Determine the maximum column load that can be applied on a 1.5 m × 1.5 m square foundation placed at a depth of 1.0 m within a soil, where γ = 19.0 kN/m3, c' = 10 kN/m2, and ϕ' = 24°. Allow a
A 2.0 m wide continuous foundation carries a wall load of 350 kN/m in a clayey soil where γ = 19.0 kN/m3, c' = 5.0 kN/m2, and ϕ' = 238. The foundation depth is 1.5 m. Determine the factor of safety
Use the general bearing capacity equation [Eq. (6.28)] to solve the following:a. Problem 6.1ab. Problem 6.1bc. Problem 6.1cEq. (6.28) qu = c'N,FeFcaFeci + qN„FqsFqaFqi + >yBN,F,„FyaFyi +
For a sand drain project (Figure 5.20), the following are given:Clay: Normally consolidatedHc = 5.5 m sone{way drainagedCc = 0.3eo = 0.76cv = 0.015 m2/dayEffective overburden pressure at the middle
A 3.05-meter-thick clay layer is drained at the top and bottom. Its characteristics are cvr = cv (for vertical drainage) = 39.02 cm2/day, rw = 203 mm, and de 51.83 m. Estimate the degree of
For the following cases, determine the allowable gross vertical load bearing capacity of the foundation. Use Terzaghi’s equation and assume general shear failure in soil. Use FS = 4. Part В D; c'
The diagram of a sand drain is shown in Figures 5.21 and 5.22. Given: rw = 0.25 m, rs = 0.35 m, de = 4.5 m, cv = cvr = 0.3 m2/month, kh/ks = 2, and Hc = 9 m. Determine:a. The degree of consolidation
A 3.0 m thick singly drained normally consolidated clay layer has eo = 0.89, Cc = 0.46, and cv = 3.5 m2/year. The effective overburden pressure at the middle of the layer is 105.0 kN/m2. It is
In Problem 5.8, the client sees the one-year duration of the preload as too long and wants to limit this to 6 months. What should the total surcharge be during this period?Problem 5.8A 5 m thick
A 5 m thick doubly drained normally consolidated clay layer at a site has eo = 0.95, Cc = 0.54, and cv = 4.0 m2/year. The effective overburden pressure at the middle of the clay layer is 70.0 kN/m2.
For the soil A, B, and C in Problem 2.7, find the suitability numbers using Eq. (5.17) and the suitability of these soil for densification using vibroflotation method. What are these soil?Eq.
For a vibroflotation work, the backfill to be used has the following characteristics:D50 = 2 mmD20 = 0.7 mmD10 = 0.65 mmDetermine the suitability number of the backfill. How would you rate the
The undisturbed soil at a given borrow pit is found to have the following properties: w = 15%; γ = 19.1 kN/m3; Gs = 2.70. The soil from this borrow is to be used to construct a rolled fill having a
Repeat Problem 5.3 using Osman et al. (2008) correlations.Problem 5.3.For a cohesive soil with LL = 45 and PL = 25, estimate the difference in the wopt and γd(max) values between standard and
In a sandy soil, the maximum and minimum void ratios were determined to be 0.725 and 0.465, respectively. The specific gravity of the soil grains is 2.65.a. What would be the relative density of this
The results of a refraction survey (Figure 3.45a) at a site are given in the following table. Determine the thickness and the P-wave velocity of the materials encountered.Distance from the source of
From the test specifications given in Table 5.2, show that the compactive energy in method C is 2700 kN ∙ m/m3.Table 5.2 Item Method A Method B Method C Diameter of mold 101.6 mm 101.6 mm 152.4 mm
The P-wave velocity in a soil is 105 m/s. Assuming Poisson’s ratio to be 0.32, calculate the modulus of elasticity of the soil. Assume that the unit weight of soil is 18 kN/m3.
A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure (P0) was 280 kN/m2
In a pressuremeter test in a soft saturated clay, the measuring cell volume Vo = 535 cm3, po = 42.4 kN/m2, pf = 326.5 kN/m2, vo = 46 cm3, and vf = 180 cm3. Assuming Poisson’s ratio (µs) to be 0.5
A piezocone test was carried out at a site, and the following readings were recorded for the cone resistance qc and sleeve friction fs. Determine the soil present at these depths. Cone resistance,
In a site consisting entirely of clays, an electric friction cone penetrometer measures the cone resistance qc at a depth of 8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the ground level.
For the data given in Problem 3.22, if D50 = 0.8 mm, find the N60 values at each depth. Use Eq. (3.55) with Kulhawy and Mayne values for a and c.Eq. (3.55)Problem 3.22A cone penetration test was
For the data given in Problem 3.22, determine the relative density at each depth using Eq. (3.51). Assume moderately compressible sand and hence Qc = 1.Eq. (3.51)Problem 3.22A cone penetration test
A cone penetration test was carried out in normally consolidated sand, for which the results are summarized below:Depth (m) ........................ Cone resistance, qc (MN/m2)2.0
By considering the failure surfaces in a vane shear test, show from the first principles that, for a rectangular vane, TC K = h + 2
A vane shear test was conducted in a saturated soft clay, using a 100 mm x 200 mm vane. When the vane was rotated at the standard rate of 0.1°/s, the torque measured in the torque meter increased to
Refer to Problem 3.18. Determine the overconsolidation ratio for the clay. Use Eqs. (3.42) and (3.45). Use σ'o = 64.2 kN/m2.Eqs. (3.42)Eqs. (3.45)Problem 3.18.a. A vane shear test was conducted in a
Refer to Problem 3.16. Estimate the overconsolidation ratio of the clay. Use Eqs. (3.42) and (3.43).Eqs. (3.42)Eqs. (3.43)Problem 3.16.Refer to Figure P3.3. Vane shear tests were conducted in the
a. A vane shear test was conducted in a saturated clay. The height and diameter of the rectangular vane were 101.6 mm and 50.8 mm, respectively. During the test, the maximum torque applied was 280 N?
Refer to Figure P3.3. Vane shear tests were conducted in the clay layer. The vane (tapered) dimensions were 63.5 mm (d) × 127 mm (h), iB = iT = 45° (see Figure 3.23). For the test at A, the torque
In a site consisting of normally consolidated clean sands, the water table is at 3.05 m depth. The average unit weight of the sand above and below the water table is 17.53 kN/m3 and 19.65 kN/m3,
Standard penetration tests were carried out in sands where the N60 values at certain depths are reported as follows. The unit weight of the sand is 18.5 kN/m3. The water table is well below the
A standard penetration test was carried out in a normally consolidated sand at 7.62 m depth where the N60 was determined to be 28. The unit weight of the sand is 17.29 kN/m3, and the grain-size
Standard penetration tests were carried out in normally consolidated fine sands at different locations. The following data were collected, with average unit weights assumed for the entire depth.
Refer to Problem 3.5. Using Eq. (3.28), determine the average relative density of the sand. Assume it is a fine sand. Use Eq. (3.13) to obtain (N1)60.Problem 3.5Following is the variation of the
Refer to Problem 3.5. Using Eq. (3.22), determine the average relative density of the sand.Problem 3.5Following is the variation of the field standard penetration number (N60) in a sand deposit:Depth
Repeat Problem 3.7 using Eq. (3.29). Use (N1)60 from Problem 3.5.Problem 3.7For the soil profile described in Problem 3.5, estimate an average peak soil friction angle. Use Eq. (3.31b).Problem
Repeat Problem 3.7 using Eq. (3.30).Problem 3.7Following is the variation of the field standard penetration number (N60) in a sand deposit:Depth (m) .............. N601.5
For the soil profile described in Problem 3.5, estimate an average peak soil friction angle. Use Eq. (3.31b).Problem 3.5Following is the variation of the field standard penetration number (N60) in a
Redo Problem 3.5 using Eq. (3.14).Problem 3.5Following is the variation of the field standard penetration number (N60) in a sand deposit:Depth (m) .............. N601.5 .............................
Following is the variation of the field standard penetration number (N60) in a sand deposit:Depth (m) .............. N601.5 ............................. 63 ................................ 84.5
Refer to Figure P3.3. Use Eqs. (3.10) and (3.11) to determine the variation of OCR and preconsolidation pressure σ'c.Figure P3.3Eqs. (3.10)Eqs. (3.11) Dry sand y = 16.5 kN/m3 1.5 m Groundwater table
A soil profile is shown in Figure P3.3 along with the standard penetration numbers in the clay layer. Use Eqs. (3.8b) and (3.9) to determine the variation of cu and OCR with depth. What is the
A thin-walled sampling tube must be fabricated to obtain good-quality undisturbed clay samples of 75 mm diameter. What is the maximum possible wall thickness?
A Shelby tube has outside diameter of 76.2 mm and wall thickness of 1.651 mm. What is the area ratio of the tube?
Estimate the friction angle of the soil C in Problem 2.7 (see Figure P2.7) at 80% relative density and void ratio of 0.61 using the empirical correlations given bya. Eq. (2.87)b. Eq. (2.88)Figure
Steel plates with mass of 1500 g each were stacked on top of a 75 mm diameter and 150 mm high clay specimen, as shown in Figure P2.22. If the undrained shear strength of the specimen is 45.0 kN/m2,
The data from a series of consolidated-undrained triaxial tests are summarized below. Draw the three Mohr circles, plot the failure envelope in terms of effective stresses, and find c' and f'.
The specimens obtained from a clay layer at a site gave the following shear strength parameters from a consolidated-drained triaxial test: c' = 10 kN/m2 and ϕ' = 26°. A consolidated undrained
A consolidated-drained triaxial test was carried out on a normally consolidated clay specimen, and the following results were recorded: σ'3 = 150 kN/m2 and Δσf = 260 kN/m2. An identical specimen
A consolidated-drained triaxial test is carried out on a sand specimen that is subjected to 100 kN/m2 confining pressure. The vertical deviator stress was increased slowly such that there is no
A direct shear test is conducted on a 60 mm x 60 mm overconsolidated clay specimen. The loading was very slow, ensuring that there is no pore water pressure development within the specimen (i.e.,
The soil profile at a site consists of a 2.0 m thick sand layer at the top, underlain by a 3.0 m thick clay layer. The water table lies at a depth of 1.0 m below the ground level. The bulk and
The soil profile at a site consists of 2 m of sand at the ground level, underlain by 6 m of clay, followed by a very stiff clay stratum that can be assumed to be impervious and incompressible. The
A clay layer with two-way drainage reached 75% consolidation in t years. How long would it take for the same clay to consolidate 75% if it has one way drainage?
The soil profile at a site is shown in Figure P2.13. The moist and saturated unit weights of the sand are 17.0 kN/m3 and 20.0 kN/m3, respectively. A soil specimen was taken from the middle of the
In a normally consolidated clay specimen, the following data are given from the laboratory consolidation test.e1 = 1.10 s91 = 65.0 kN/m2e2 = 0.85 s92 = 240.0 kN/m2a. Find the compression index Cc.b.
The depth of water in a lake is 4 m. The soil at the bottom of the lake consists of sandy clay. The water content of the soil was determined to be 25.0%. The specific gravity of the soil grains is
The soil profile at a site consists of 10 m of gravelly sand underlain by a soft clay layer. The water table lies 1 m below the ground level. The moist and saturated unit weights of the gravelly sand
Seepage takes place around a retaining wall shown in Figure P2.9. The hydraulic conductivity of the sand is 1.5 x 10-3 cm/s. The retaining wall is 50 m long. Determine the quantity of seepage across
A 500 m long levee made of compacted clay impounds water in a reservoir as shown in Figure P2.8. There is a 1 m thick (measured in the direction perpendicular to the seam) sand seam continuing along
Figure P2.7 shows the grain-size distribution of four soil A, B, C, and D. The plastic limit and liquid limit of the fines are as follows.Describe the four soil and give their USCS symbols.Figure
In AASHTO, which group are the following soil likely to fall into?a. A well-graded gravel with approximately 10% finesb. A well-graded sand with approximately 10% finesc. A uniform fine sandd. A high
A granular soil with Gs = 2.65, emax = 0.870, and emin = 0.515 is compacted to a moist unit weight of 17.36 kN/m3 at moisture content of 10.5%. What is the relative density of this compacted sand?
The soil at a borrow area is at moisture content of 8.5% and unit weight of 17.5 kN/m3. This soil is used in the construction of a compacted road base where the dry unit weight is 19.5 kN/m3 and the
The top 500 mm of a site consists of a clayey sand with void ratio of 0.90 and water content of 20.0%. The specific gravity of the soil grains is 2.68. When the ground is compacted at the same water
The bulk density of a compacted soil specimen (Gs = 2.70) and its water content are 2060 kg/m3 and 15.3%, respectively. If the specimen is soaked in a bucket of water for several days until it is
A large piece of dry rock has a mass of 2450 kg and volume of 0.925 m3. The specific gravity of the rock mineral is 2.80. Determine the porosity of the rock.

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