1. study help
  2. engineering
  3. principles foundation engineering

Questions and Answers of Principles Foundation Engineering

Q:

Using Rankine’s earth pressures and neglecting the passive resistance, determine the factor of safety with respect to sliding and overturning for

Q:

Refer to Figure 18.9. A cantilever sheet pile is driven into a granular soil where the water table is 2 m (L1) below the top of the sand. The

Q:

A driven closed-ended pile, circular in cross section, is shown in Figure P12.7. Calculate the following.a. The ultimate point load using

Q:

In Problem 19.3, if the width of the excavation is 3.0 m, determine the factor of safety against bottom heave. Assume the excavation base to be

Q:

Redo Problem 19.6, using Eq. (19.19) and assuming a smooth excavation base with Nc = 5.14.Problem 19.6For Problem 19.1, determine the factor of

Q:

For Problem 19.1, determine the factor of safety against bottom heave. Use Eq. (19.20) suggested by Chang (2000), assuming a smooth base for the

Q:

A braced cut is carried out to 10 m depth at a site where the soil consists of 4 m of sand (γ = 17.0 kN/m3, ϕ' = 33°) at the top underlain by 6 m

Q:

A braced cut shown in Figure P19.3 is to be made to a depth of 9.0 m in a saturated clay deposit where the unit weight is 17.65 kN/m3 and the

Q:

A construction site consists of layers of clays with different soil properties. For a 12-m-deep braced cut, the cohesion and unit weight values are

Q:

A 5 m wide braced excavation is made in a saturated clay, as shown in Figure P19.1, with the following properties: c = 20 kN/m2, ϕ = 0, and γ =

Q:

A 5 m wide and 12 m deep braced excavation is carried out in sand, as shown in Figure P19.2, where γ = 18 kN/m3 and ϕ' = 37°. The struts are

Q:

Assuming that the spacing of the anchors S' is very large in Problem 18.16, determine the ultimate holding capacity using Eq. (18.98). What would be

Q:

Refer to Figure 18.37. Given: L1 = 4 m, L2 = 6 m, l1 = 2 m; for the sand, γ = 17.0 kN/m3, γsat = 19.0 kN/m3, ϕ' = 34°; and for the clay, γsat =

Q:

Using Eq. (18.97) with m = 0.5, determine the ultimate holding capacity of the anchor in sand where H = 1.2 m, h = 0.75 m, B = 0.9 m, and ϕ' =

Q:

The tie rods from anchored sheet piles will be connected using a row of anchors, as shown in Figure 18.46a. Here H = 2.0 m, h = 1.25 m, B = 1.5 m, S'

Q:

Refer to Problem 18.8. Using the results of Problem 18.8, design a continuous anchor (Section 18.18) and show a sketch with dimensions. Use FS = 1.5

Q:

Redo Problem 18.9 using the Hagerty and Nofal (1992) charts from Section 18.12.Problem 18.9Refer to Figure 18.23. Given L1 = 3 m, L2 = 6 m, l1 = 1.5

Q:

In Problem 18.9, apply Rowe’s moment reduction and select a sheet-pile section from Table 18.1, assuming E = 210 × 103 MN/m2 and sall = 210 × 103

Q:

In Problem 18.9, use the computational pressure diagram method discussed in Section 18.14, and determine the depth of sheet pile, the anchor force,

Q:

The water table lies at a depth of 3 m below the ground level at a site that consists entirely of sands. A 7 m deep excavation is to be made with the

Q:

Refer to Figure 18.23. Given L1 = 3 m, L2 = 6 m, l1 = 1.5 m, γ = 16.5 kN/m3, γsat = 19.0 kN/m3, and ϕ' = 35°.a. Find the required depth of the

Q:

The water table at a site is at 5 m below the ground level, and it is required to excavate to this level. The soil profile consists of a thick bed of

Q:

In a sandy soil (ϕ' = 35°; γ = 18.0 kN/m3, and γsat = 20.0 kN/m3), the water table is located at a depth of 6 m below the ground level. How deep

Q:

Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m; for the sand, ϕ' = 33°, γ = 16.5 kN/m3, γsat = 19.0 kN/m3; and, for the clay, c = 50 kN/m2, ϕ

Q:

In Problem 18.4, find the maximum bending moment in the sheet pile and determine the required section modulus, assuming an allowable stress of 190

Q:

In Problem 18.1, determine the maximum moment and its location. Assuming an allowable stress of 170 MN/m2, select a sheet-pile section from Table

Q:

A 5 m deep excavation is required in a dry sand where γ = 17.5 kN/m3 and ϕ' = 32° (see Figure 18.11). Determine the actual depth to which the

Q:

With the SV, L, and ll determined in Problem 17.9, check the overall stability (i.e., factor of safety against overturning, sliding, and bearing

Q:

A retaining wall with geotextile reinforcement is 6 m high. For the granular backfill, γ1 = 15.9 kN/m3 and ϕ'1 = 30°. For the geotextile, Tall =

Q:

In Problem 17.7 assume that the ties at all depths are the length determined in Part b. For the in situ soil, ϕ'2 = 25°, γ2 = 15.5 kN/m3, c'2 = 30

Q:

A reinforced earth retaining wall (Figure 17.35) is to be 10 m high. Here,Determine:a. The required thickness of tiesb. The required maximum length

Q:

It is required to design a cantilever retaining wall to retain a 5.0 m high sandy backfill. The consultant suggests the dimensions and soil

Q:

In Problem 17.1, if there is a possibility that the soil in front of the wall will be removed sometime later, neglect the passive resistance and

Q:

Redo Problem 17.4 using Coulomb’s earth pressures.Problem 17.4Using Rankine’s earth pressures and neglecting the passive resistance, determine

Q:

Determine the factor of safety of the retaining wall shown in Figure P17.3 with respect to overturning, sliding, and bearing capacity failure. Given:

Q:

Figure P17.1 shows a gravity retaining wall retaining a granular (c' = 0) backfill. The same soil is present at the bottom of the wall and on the

Q:

For a smooth vertical wall retaining a granular backfill inclined at an angle of α = 15°, check whether Eqs. (16.70) and (16.72) (or Tables 16.9

Q:

A 5 m high smooth vertical wall is pushed against a clay where the total stress parameters are given as c = 15 kN/m2, f = 0°, γ = 18 kN/m3. At the

Q:

For the data given in this problem, determine the magnitude of the active thrust on the wall retaining a c' – ϕ' soil, using the procedure

Q:

Redo Problem 16.16 using Eqs. (16.52) and (16.56) to determine the magnitude and location of the active thrust on the wall.Problem 16.16Refer to

Q:

Refer to Figure 16.17. Given H = 6 m, γ = 18.5 kN/m3, ϕ' = 33°, δ' = 22°, c' = 0, α = 10°, and β = 80°, use Eqs. (16.50) and (16.51) to

Q:

Refer to Figure 16.16b. Given H = 6 m, a' = 1.5 m, β' = 2.0 m, and q = 40 kN/m2, find the magnitude and location of the resultant load on the

Q:

Refer to Figure 16.16a. Given H = 5 m, a = 0.3, and q = 10 kN/m, plot the variation of the horizontal earth pressures on the wall.Figure 16.16

Q:

In Problem 16.12, what would be the active thrust Pa when there is a surcharge of 25 kN/m2 at the ground level?Problem 16.12Refer to Figure 16.14a.

Q:

Refer to Figure 16.14a. For H = 6 m, γ = 17.0 kN/m3, f' = 36°, c' = 0, β = 85°, α = 10°, and δ' = 24°, assume that the backfill is in the

Q:

Refer to Figure 16.11. A 6.0 m high smooth wall retains a c' = ϕ' soil backfill, where c' = 10.5 kN/m2, f' = 15°, and γ = 17.5 kN/m3. The backfill

Q:

For a smooth vertical wall supporting a granular backfill with ϕ' = 34°, determine Ka using Eq. (16.22) for α = 0, 5, 10, 15, and 20 degrees, and

Q:

Develop a spreadsheet to compute the values of Ka(R), β'a, and ηa, using Eqs. (16.20), (16.18), and (16.21), respectively.a. Use this spreadsheet

Q:

Determine the magnitude and the location of the active thrust on the smooth vertical wall shown in Figure P16.7, assuming that the entire backfill is

Q:

Figure P16.8 shows a smooth vertical wall retaining a sandy backfill underlain by clay. Assuming that the entire soil is in the active state,

Q:

A 5 m high smooth vertical wall retains a clay backfill with c' = 10 kN/m2, ϕ' = 25°, and γ = 19.0 kN/m3. If the clay is in active state,

Q:

The backfill retained by a gravity retaining wall shown in Figure P16.5 consists of two sand layers, compacted at different densities. The properties

Q:

In Problem 16.3, if there was a surcharge of 20 kN/m2 at the ground level, what would be the total horizontal normal stresses at A and B? Use the

Q:

The soil profile at a site is shown Figure P16.3. Find the total horizontal normal stresses at A and B, assuming at-rest conditions.Figure P16.3.

Q:

In Problem 16.1, if the entire soil behind the wall is submerged with the water level at the ground surface, determine the magnitude and the location

Q:

A 5 m high vertical wall retains an overconsolidated soil where OCR = 1.5, c' = 0, ϕ' = 33°, and γ = 18.0 kN/m3.Determine the magnitude and

Q:

Refer to Problem 15.8. If an additional requirement is that the factor of safety against uplift is at least 4 with the dead load on (live load = 0),

Q:

Refer to Figure 15.26b. For the drilled shaft with bell, given:Thickness of active zone, Z = 9 mDead load = 1500 kNLive load = 300 kNDiameter of the

Q:

A shallow foundation is to be placed at 1 m depth in an expansive soil where the active-zone thickness near the ground is 5 m. Constant volume swell

Q:

In Problem 15.5, if the maximum allowable total swell is 25 mm, determine the undercut beneath the foundation that has to be replaced by nonswelling

Q:

The expansive soil at the top of a soil profile consists of a 4.5 m thick active zone that is subjected to seasonal moisture variations. A shallow

Q:

The thickness of the active zone in an expansive clay is 3 m. The liquid limit of the clay is 50. If the natural moisture content is 20%, what would

Q:

A 4 m thick loessial deposit at a void ratio of 0.81 collapses to a void ratio of 0.68. What would be the settlement?

Q:

For loessial soil with Gs = 2.72, plot a graph of γd (kN/m3) versus the liquid limit, similar to Figure 15.3, to identify the zone in which the soil

Q:

The average effective overburden stress of a loessial soil deposit is 75 kN/m2. An undisturbed specimen of this soil obtained from the middle of the

Q:

Prepare a case study on the new Kingdom Tower in Saudi Arabia, which will be the tallest building in the world when completed.

Q:

In the piled raft described in Problems 14.2 and 14.3, the ultimate load carrying capacity of the piles is estimated as 500 MN. What would be the

Q:

In the piled raft described in Problems 14.2 and 14.3, if the design load is 345 MN, what would be the settlement?Problem 14.2 & 14.3In a piled

Q:

For the piled raft in Problem 14.2, if Kr = 3250 MN/m and Kp = 5300 MN/m, find Kpr and X, the fraction of the load carried by the raft.Problem 14.2In

Q:

Refer to Figure P13.9. Assume the botton 8 m to be hard rock and the following values.Spacing of discontinuity in rock = 500 mmThickness of

Q:

In a piled raft, 450 mm diameter and 13 m long piles are placed in a rectangular grid at 1.60 m × 1.63 m spacing. Find the pile-raft interaction

Q:

Figure P13.9 shows a drilled shaft extending into clay shale. Given: qu (clay shale) = 1.81 MN/m2. Considering the socket to be rough, estimate the

Q:

A piled raft has the pile-raft interaction factor αrp = 0.85. Determine the relative proportions of the loads carried by the piles and the raft in

Q:

A free-headed drilled shaft is shown in Figure P13.10. Let Qg = 260 kN, Mg = 0, γ = 17.5 kN/m3, ϕ' = 35°, c' = 0, and Ep = 22 × 106 kN/m2.

Q:

A straight drilled shaft of 750 mm diameter and 10 m length is placed in a clay where cu = 120 kN/m2, Es = 25,000 kN/m2, and µs = 0.5. When 1100 kN

Q:

A 1 m diameter straight drilled shaft is shown in Figure P13.7. Determine the load-carrying capacity of the drilled shaft with FS = 3. Take δ'/ϕ'

Q:

The top 5 m in a site consists of a clay with cu = 80 kN/m2. This is underlain by a thick clay deposit with cu = 150 kN/m2. A 1.0 m diameter and 15 m

Q:

For the same data given in Problem 13.4, determine the load-carrying capacity of the drilled shaft, limiting the settlement to 10.0 mm.Problem

Q:

Determine the ultimate load-carrying capacity of the drilled shaft shown in Figure P13.4, using the Reese and O’Neill (1989) method.Figure P13.4

Q:

A straight drilled shaft 1.0 m in diameter and 15.0 m long is installed in a sand where ϕ' = 34° and γ = 18.0 kN/m3.a. Determine the load-carrying

Q:

Figure P12.36 shows a 3 × 5 pile group consisting of 15 concrete piles of 400 mm diameter and 12 m in length. What would be the maximum load that

Q:

Figure P13.3 shows a drilled shaft with bell in a sandy soil. The soil properties are given in the figure.a. Determine the maximum load that can be

Q:

Redo Problem 12.34 with the following: center-to-center spacing of piles = 762 mm, length of piles = 13.7 m, D = 305 mm, cu = 41.2 kN/m2, and FS = 3.

Q:

Figure P13.1 shows a drilled shaft in sand. Determine the maximum load that can be allowed on it. Assume δ' = 0.6ϕ' and allow a factor of safety of

Q:

The plan of a group pile is shown in Figure P12.34. Assume that the piles are embedded in a saturated homogeneous clay having a cu = 90 kN/m2. Given:

Q:

Figure P 12.37 shows a group pile in clay. Determine the consolidation settlement of the group. Use the 2:1 method to estimate the average effective

Q:

Refer to Figure 12.49b. Let L = 18 m, γfill = 17 kN/m3, γsatsclayd = 19.8 kN/m3, ϕ'clay = 20°, Hf = 3.5 m, and D (pile diameter) = 406 mm. The

Q:

Redo Problem 12.30 assuming that the water table coincides with the top of the fill and that γsatsfilld = 19.8 kN/m3. If the other quantities remain

Q:

Figure 12.49a shows a pile. Let L = 15 m, D (pile diameter) = 305 mm, Hf = 3 m, γfill = 17.5 kN/m3, and ϕ'fill = 25°.Determine the total downward

Q:

Estimate the group efficiency of a 4 × 6 pile group, consisting of 400 mm diameter concrete piles at 1.2 m center-tocenter spacing usinga. The

Q:

A diesel hammer (Delmag D12) with a maximum energy rating of 30.0 kN?m and hammer efficiency of 85% is used to drive a 15 m long concrete pile having

Q:

Solve Problem 12.25 using the modified EN formula. (See Table 12.17.) Use FS = 3.Problem 12.25A steel H-pile (section HP330 × 149) is driven by a

Q:

A single-acting steam hammer (Vulcan 08 model) is used to drive a 400 mm diameter and 20 m long precast concrete pile into the ground. The following

Q:

Solve Problem 12.25 using the Danish formula. (See Table 12.17.) Use FS = 3.Problem 12.25A steel H-pile (section HP330 × 149) is driven by a hammer.

Q:

A 30 m long concrete pile is 305 mm × 305 mm in cross section and is fully embedded in a sand deposit. If nh = 9200 kN/m2, the moment at ground

Q:

In Vesic’s method of determining total settlement of a pile, elastic shortening of the pile se(1) was determined by Eq. (12.88) as Show from

Q:

A steel H-pile (section HP330 × 149) is driven by a hammer. The maximum rated hammer energy is 54.23 kN ∙ m, the weight of the ram is 53.4 kN, and

Q:

Solve Problem 12.23 using the method of Broms. Assume that the pile is flexible and free headed. Let the soil unit weight, γ = 16 kN/m3; the soil

Q:

Redo Problem 12.20 using Vesic’s method, assuming that the skin friction is distributed uniformly along the shaft.Problem 12.20 A 600 mm

Q:

A 600 mm diameter and 25 m long driven concrete pile carries a column load of 1200 kN. It is estimated that the shaft carries 900 kN and the point

Showing 1 - 100 of 271

Get In Touch

Company Info

Services

complaint_icon Complaint
Have any complaint ?
secure_payment
Copyright © 2022 SolutionInn All Rights Reserved .