QUESTION 4 What is the type of the embedded retaining wall shown in figure? Refer to 02 Installation of Casing Refer to 01. Construction of Guide Wall O a. Secant pile wall Ob.Sheet-pile retaining wall OC. Contiguous bored pile wall Od. Soldier-pile wall bbbbbbb Refer to 05. Augering of Secondary Borehole Refer to 07. Concreting

QUESTION 4 What is the type of the embedded retaining wall shown in figure? Refer to 02 Installation of Casing Refer to 01. Construction of Guide Wall O a. Secant pile wall Ob.Sheet-pile retaining wall OC. Contiguous bored pile wall Od. Soldier-pile wall bbbbbbb Refer to 05. Augering of Secondary Borehole Refer to 07. Concreting

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter18: Pile Foundation

Section: Chapter Questions

Problem 18.13P

See similar textbooks

Similar questions

m DrahmedsoilMechanicsnoteschapter5.pdf Downloads/DrahmedsoilMechanicsnoteschapter5.pdf Example 5.15 A sheet pile wall drove into silty having 5*10-8 m/sec. find the quantity of soil a 7 m permeability of 1.75 m 15m seepage, pore water 1.0m 3.5 m 0.75m pressure at points (A to J), and exit gradient. 7 m Impermeable la Solution • The sheet pile wall length is in direction perpendicular to the page • The problem is two-dimensional flow • LB is upstream equipotential line • JK is downstream equipotential line • BF, FJ, and MN is flow lines • H = 7- 1.75 = 5.25 m, Nr = 4, Na = 8 = 5. 10-8. 5.25 = 13.125 + 10-8 m/sec/m length q = kH The difference in the total head is 5.25m and the Na = 8 so in each drop. loose 5.25/8 = 0.656m
Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the Ka for the loose sand is 0.3 while the K₂ and Kp for the dense sand are 0.2 and 13.125, respectively. Using the fixed earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the requirea depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. c) Select a sheet pile section from the Table 9.1 (E-210x10³ MN/m² and fa-210 MN/m²) D O 7.0m. Yt = 16.5 kN/m³ $' = 30° Z Loose sand fill: Yt 19.5 kN/m3 $' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 1.5m. 0.5m. kN/m²
Redo Problem 14.1 with the following: L1 = 3m, L2 = 6 m, γ = 17.3 kN/m3, γsat = 19.4 kN/m3, and ϕ′ = 30°. 14.1 Figure P14.1 shows a cantilever sheet-pile wall penetrating a granular soil. Here, L1 = 4 m, L2 = 8 m, γ = 16.1 kN/m3, γsat = 18.2 kN/m3, and ϕ′ = 32°. What is the theoretical depth of embedment, D? For a 30% increase in D, what should be the total length of the sheet piles? Determine the theoretical maximum moment of the sheet pile.
A concerete pile 15.24m long having cross section 406 mmx406mm...saturated clay layer 19.02kn.. dtermine the allowable laod ...use the a method
In clay, pile cap and settlement of a pile group
(BASE ON 100 M LONG) In m3 1. Calculate the Excavate 2. Trench and back fill 3. Disposal of surplus This drawing is not to scale 260 x 500 Grade Beam Cutback slope (HV) 1:1 260 x 150 Void Form. 3 Rows 10M Rebar 000 000 www 900 190 3 Rows 15M Rebar Existing Grade 50 mm Rigid Insulation (200 deep) 300 dia. Concrete Piles (see plan)
12.16 Consider a continuous flight auger pile in a sandy soil de- posit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth. Depth (m) 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 17.0 18.5 20.0 N60 6 7 5 8 10 10 13 15 18 20 17 18 21 Estimate the ultimate load-carrying capacity of the pile. Assume unit weight of soil, y = 15.5 kN/m³.
A cantilever wall is to be installed in a granular material which has a unit weight of 122 pcf, a friction angle of 35 degrees. The height of the wall (H) is 29 ft and the ratio between the top of the wall the water to the wall height (a) is 0.25. The ratio of the pile soil friction angle to the soil friction angle (8/q) is -0.7. Using the Caquot and Kerisel lateral earth pressure coefficients and the chart solution in the "Steel Piling Design Manual" (USS, July 1984), what is the required sheetpile section in in^3? Use USS Mariner steel.
Determine the consolidation settlement of piles group shown below. Sand y = 105 lb/ft³ Groundwater table: 2V:1H Clay Clay (not to scale) (30 f Q = 500 Kip Δαίν Aσ(2) ∙3 ft 27 ft 21 ft (3), 40(3) 2V:1H 6 ft Clay = Ysat 48 ft e,, = 0.82 C₁ = 0.3 115 lb/ft³ 7. Rock Pile group: L = 9 ft: B₂ = 6 ft Ysat = 120 lb/ft³ -0.7 ea 12 ft C = 0.2 $6 it e Ysat = 122 lb/ft³ = 0.75 C = 0.25
What are the advantage of the augered-excavation cast-in-place piles?
Determine the consolidation settlement of piles group shown below. Sand y = 105 lb/ft³ Groundwater table 45 ft 2V:1H Clay Clay (not to scale) 30 ft Q₂ = 500 Kip di A A0(2) x 3 ft 27 ft 21 ft (3 40(3) 2V:IH 6 ft Cay Ysat = 115 lb/ft³ 48 ft = 0.82 C₁ = 0.3 Ysat = 120 lb/ft³ € = 0.7 12 ft C = 0.2 Rock Pile group: L = 9 ft: B,= 6 ft Ysat = 122 lb/ft³ 6te = 0.75 C₂ = 0.25
Group pile problem