In-situ stresses - Seepage conditionground levelExample: For the sheet pile which isburied in sandy soil ,shown in thefigure below, find the total andeffective vertical stress at Points 0, 6,sheetpiling.2.0mwater level4.0mand 12?.Note: Assume reasonable values forequipotentialdatumsaturated and dry unit weight of thesoil3.0 m10flow line3.0mSoil Mechanics II: Lecture 28

The given data is: The water level is situated at the depth=2 m Assume, the dry unit weight of the…

Answered: n-situ stresses - Seepage condition…

n-situ stresses - Seepage condition xample: For the sheet pile which uried in sandy soil ,shown in th gure below, ffective vertical stress at Points 0, find the total an

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter12: Pile Foundations

Section: Chapter Questions

Problem 12.14P

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A rock storage pile is being designed for a mine in West Virginia. The pile is linedwith reinforced GCL overlain by a 1.5 mm thick HDPE geomembrane. A heavy nonwoven geotextile is placed on top of the geomembrane. Because the rock is porous(K = 10-2cm/s), it is used as the main LCS stone and no additional leachate collectionstone is being installed. Specify the base slope required to keep the head below 25cm if the design storm is 0.8 cm rain/day and the pipe-to-pipe lateral spacing is 60 mIs this rock a reasonable material to replace the LCS stone?
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
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
In-situ stresses-Seepage condition ground level sheet Example: For the sheet pile which T is buried in sandy soil ,shown in 2.0m the figure below, find the total piling. water level and effective vertical stress at Points 0, 6, and 12?. 4.0m Note: Assume reasonable values for saturated and dry unit weight equipotential datum oollege Of I of the soil 3.0m flow line 3.0m Soil Mechanics : Lecture 2
A concerete pile 15.24m long having cross section 406 mmx406mm...saturated clay layer 19.02kn.. dtermine the allowable laod ...use the a method
Design a pile group consisting of RCC piles for supporting a column of size 750×750 mm carrying a total load of 2000 kN. The site exploration data reveal that the sub-soil consists of a deposit of clay extending to a great depth. The soil deposit has a compression index of 0.10 and an initial void ratio of 0.9. Also, the soil is having a saturated unit weight of 21 kN/m³ and an unconfined compressive strength qu of 80 kN/m?. The water table is at the ground level. The factor of safety 2.5 shall be used against bearing and the value of adhesion factor as 0.7. Proportion the pile group for the permissible settlement of 40 mm also design the pile group by considering both bearing and settlement criteria.
for pile shown in fig. below, Sind Qu дозжазт 3m XX =30 S=0.84 Sang XXX Ks=1+3 = 16 kN m. 꽃 Q=36 Sand G= 0.74 ks = 104 85-4 1711. m clay си=50 кра 207 Xead = 18 KN 3 Q2 * Qu=Ap 4 Qb = AP (CNC + BV₂NH j +0.5XD NY 5m • Q₁ = {(ca + ks Sv tand *As L=1 ۲/۵ 12m BAZAT CHEES
A group of 30 HP 10 x 57 piles are arranged in a 5 x 6 grid at 27 in on center. The soil isa clay with unit side friction resistance fS = 2000 lb/ft2 and a unit toe bearing resistanceqn’ = 15000 lb/ft2. See table 21.1 for the steel H-pile cross-sectional data of the standardH profiles in the Coduto book or elsewhere. Assume that H-piles are plugged. a)Determine the pile length which separates individual and block failure of pile group. b)Determine the nominal capacity of the pile group Png at this critical length.
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The diamter of precast round piles under pile cap is 400mm, the embedded depth of cap bottom is 1.5m, the thickness of the soft clay 1₁=8m and enter the hard plastic clay /₂=2m. Try to calculate the bearing capacity characteristic value of a single pile according to building foundation design code. Asia 5kPa soft clay hard Asia 35kPa Apa 1025kPa clay 8m 2m 1.5m
State the method to determine the N-value of soil and the normal N-value required for supporting friction piles
A frictional pile with a circular cross- section (diameter = D) is pushed into the soil to a distance (L) and then it is %3D subjected to an axial force (P) on its top end. Derive a formula to calculate the normal stress in any section x. f N/mm2 D Cross section Maximum size for new files: 128MB Files