- Using Rankine’s earth pressures and neglecting the passive resistance, determine the factor of safety with respect to sliding and overturning for the gravity retaining wall shown in Figure P17.4.
- 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 properties of the sand are ϕ' = 40°, γ = 17.5 kN/m3,
- A driven closed-ended pile, circular in cross section, is shown in Figure P12.7. Calculate the following.a. The ultimate point load using Meyerhof’s procedure.b. The ultimate point load using
- 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 rough, and use Eq. (19.19), where q = 0, L = 25 m, and
- 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 safety against bottom heave. Use Eq. (19.20) suggested
- 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 excavation. There is no stiff stratum or bedrock in
- 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 of clay (γ = 18.5 kN/m3, c = 35 kN/m2).a. What
- 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 undrained shear strength is 30 kN/m2. The struts are
- 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 as follows.Determine the average cohesion and unit
- 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 = 18.5 kN/m3. The struts are spaced at 5 m center to
- 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 placed at horizontal spacing of 2.5 m.a. Determine the
- 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 the anchor displacement when the load on the tie
- 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 = 20.0 kN/m3, c = 40 kN/m2, ϕ = 0.Determine the
- 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' = 32°.Eq. (18.97) Pult = Myg (yh?)BF,
- 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' = 2.5 m, ϕ' = 32°, and γ = 17.5 kN/m3. The
- 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 for the tie rods.Problem 18.8.The water table lies
- 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 m, γ = 16.5 kN/m3, γsat = 19.0 kN/m3, and ϕ' =
- 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 kN/m2.Problem 18.9Refer to Figure 18.23. Given L1
- 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, and the maximum bending moment. Assume C = 0.72 and
- 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 use of anchored sheet piles to support the
- 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 sheet pile, increasing the theoretical estimate by
- 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 sand where the unit weight is 17.0 kN/m3 above
- 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 would you drive a sheet pile to carry out an
- 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 = 0, and γsat = 20 kN/m3. Determine the depth of
- 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 MN/m2.Problem 18.4A 5 m deep excavation is required
- 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 18.1.Table 18.1. Section H L. Section modulus Moment
- 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 sheet pile has to be driven and the required section
- 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 capacity failure) of the wall. For the in situ soil,
- 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 = 16 kN/m. For the design of the wall, determine SV,
- 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 kN/m2. Calculate the factor of safety against (a)
- 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 of tiesFigure 17.35 unit weight, y, = 16 kN/m³ and
- 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 properties shown in Figure P17.6 and requires that the wall
- 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 compute the factors of safety.Problem 17.1Figure P17.1
- Redo Problem 17.4 using Coulomb’s earth pressures.Problem 17.4Using Rankine’s earth pressures and neglecting the passive resistance, determine the factor of safety with respect to sliding and
- Determine the factor of safety of the retaining wall shown in Figure P17.3 with respect to overturning, sliding, and bearing capacity failure. Given: unit weight of concrete = 24.0 kN/m3, δ' =
- 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 left. The unit weight and the friction angle of the
- 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 and 16.10) give the same values for the passive
- 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 passive state, plot the variation of the lateral
- 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 discussed in Section 16.10. Given H = 5 m, c' = 5 kN/m2,
- 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 Figure 16.17. Given H = 6 m, γ = 18.5 kN/m3, ϕ' =
- 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 determine the magnitude of the active thrust on the
- 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 wall.Figure 16.16Figure 16.16 Line load. g/unit length
- 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 Line load. g/unit length -ан z= bH (a) q/unit length
- 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. For H = 6 m, γ = 17.0 kN/m3, f' = 36°, c' = 0, β
- 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 active state and use Coulomb’s equation to
- 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 is sloping at 5°.a. Determine the depth of
- 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 compare the results with the values calculated in
- 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 to compute the values for the following values of
- 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 in the active state.Figure P16.7 4.0 m Sand y =
- 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, determine the magnitude and location of the resultant
- 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, determine the following:a. The maximum tensile stress
- The backfill retained by a gravity retaining wall shown in Figure P16.5 consists of two sand layers, compacted at different densities. The properties of the sand are shown in the figure. Assuming
- 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 results from Problem 16.3.Problem 16.3.The soil
- 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. GL 2 m Sand (y = 16.5 kN/m?; K, = 0.45) %3D 3 m GWL 4
- 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 of the horizontal load on the wall, assuming the
- 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 location of the thrust on the wall, assuming that the
- 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), what should be the diameter of the bell?Problem
- 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 shaft, Ds = 1 mZero swell pressure for the clay in
- 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 pressure tests were carried out on oedometer
- 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 soil.Problem 15.5The expansive soil at the top of
- 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 foundation is to be placed at 1.5 m depth. Constant
- 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 be the free swell at the ground level?
- 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?
- 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 is likely to collapse on saturation. If a soil
- 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 layer was soaked for 24 hours and subjected to an
- Prepare a case study on the new Kingdom Tower in Saudi Arabia, which will be the tallest building in the world when completed.
- 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 total load on the piled raft when the piles are at
- 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 raft, 450 mm diameter and 13 m long piles are
- 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 a piled raft, 450 mm diameter and 13 m long piles
- 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 individual discontinuity in rock = 3 mmEstimate the
- 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 factor αrp, assuming uniform soil conditions with
- 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 allowable load-carrying capacity of the drilled
- 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 terms of Kr and Kp. Also, determine the stiffness
- 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. Determinea. The ground line deflection, xob. The maximum
- 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 is applied at the top, 800 kN is carried by the
- 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' as 0.8 for the sand.Figure P13.7. Sand y = 18 kN/m3
- 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 long straight drilled shaft is constructed at
- 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 13.4Determine the ultimate load-carrying capacity of the
- Determine the ultimate load-carrying capacity of the drilled shaft shown in Figure P13.4, using the Reese and O’Neill (1989) method.Figure P13.4 750 mm Sand 8.0 m y = 16.5 kN/m3 T1.0 m Sand 1.5 m y
- 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 capacity at the base using the Chen and Kulhawy
- 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 can be allowed on the mat with a factor of safety of
- 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 allowed on the drilled shaft with a factor of
- 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. Use Table 12.11.The plan of a group pile is shown
- 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 4. Use Berezantzev et al.’s Eq. (13.18) for
- 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: diameter of piles (D) = 316 mm, center-to-center
- 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 stress in the clay layers.Figure P 12.37 1335 kN
- 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 water table coincides with the top of the clay
- 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 the same, what would be the downward drag force
- 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 drag force on the pile. Assume that the fill is
- 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 converse-labarre equationb. The los angeles group
- 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 a square cross section of 400 mm 3 400 mm. The
- 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 hammer. The maximum rated hammer energy is 54.23 kN
- 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 data are recorded:● Weight of ram = 35.6 kN●
- 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. The maximum rated hammer energy is 54.23 kN ∙
- 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 level Mg = 0, the allowable displacement of pile head
- 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 the first principles that when the unit skin
- 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 the length of the pile is 27.44 m. Also, we have
- 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 friction angle, ϕ' = 30°; and the yield stress of
- 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 diameter and 25 m long driven concrete pile carries a
- 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 carries 300 kN. Determine the settlement of the pile

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