Design the anchored sheet pile wall supporting a loose sand fill as shown in thefollowing 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 Kpfor the dense sand are 0.2 and 13.125, respectively. Using the fixed earth supportmethod, do the following:a) For a factor of safety of 2 on the passive resistance, determine the requirea depth ofpenetration 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)DO7.0m.Yt = 16.5 kN/m³$' = 30°ZLoose sand fill:Yt 19.5 kN/m3$' = 30°Dense sand:Yt = 21 kN/m³$' = 40°q=101.5m.0.5m.kN/m² Table 9.1 Properties of Some Sheet Pile Sections Produced by Bethlehem Steel CorporationSection modulusm³/min³/ftof wall of wall326.4 x 10-5 60.7Sectiondesignation Sketch of sectionPZ-40OPZ-35PZ-27PZ-22PSA-31PSA-23409 mm(16.1 in.)O379 mm(14.0 in.)O304.8 mm(12 in.)J228.6 mm(9 in.)12.7 mm (0.5 in.)Driving distance = 500 mm (19.69 in.)15.2 mm (0.6 in.)12.7 mm (in.)12.7 mm (0.5 in.)Driving distance = 575 mm (22.64 in.)15.2 mm (0.6 in.)9.53 mm (in.)9.53 mmDriving distance = 457.2 mm (18 in.)00/0029.53 mm (in.)39.53 mm (in.)i-Driving distance = 500 mm (19.7 in.)9.53 mmDriving distance 558.8 mm (22 in.)Driving distance = 406.4 mm (16 in.)(in.)260.5 x 10-5 48.597 x 10-5162.3 × 10-5 30.2 251.5 x 10-6 184.210.8 x 10-512.8 x 10-5Moment of inertiam²/m in*/ftof wall of wall670.5 x 10-6 490.818.1493.4 x 10-6 361.2115.2 x 10-6 84.42.01 4.41 x 10-6 3.232.4 5.63 x 10-6 4.13

Answered: Image /qna-images/answer/578ff75e-66d2-46dd-ab04-910bffb47802.jpg

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) KI D 7.0m. Yt = 16.5 kN/m³ $' = 30° Z Loose sand fill: Y = 19.5 kN/m3 $' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 1.5m. 0.5m. kN/m²

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) KI D 7.0m. Yt = 16.5 kN/m³ $' = 30° Z Loose sand fill: Y = 19.5 kN/m3 $' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 1.5m. 0.5m. kN/m²

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Try solving the following problem: Practice Problem 1: (Repeat practice problem from Module 2, Unit 1 using Pole Method) A soil element is shown in Figure 2.32. Determine the following: a. Maximum and minimum principal stresses b. Normal and shear stresses on plane AB 85 kN/m2 25 kN/m2 B 45 kN/m2 25 kN/m2 40° A Figure 2.32
The plan of a flexiblerectangular loaded area is shown with a uniformly distributed load q =100 KN/m2. Determine the increasein the vertical stress (A6z) at Z= 2.0 meters bel ow (a) Point A = (b) Point B= (c) Point C= 4 m 1.6 m- 2 m 0.8 m q = 100 kN/m? C 1.2 m-
100 psf Assignment: 30 psf - B 35° Solve the following problem, neatly and orderly. Follow your assignment or task guides. -150 psf Problem: A soil element is shown in Figure 2.33. Determine the following: (Compare the three methods) a. Maximum and minimum principal stresses 30 psf b. Normal and shear stresses on plane AB Figure 2.33
12.37 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. 1335 KN K- 3 m ++ 3 m * 18 m 5 m 3 m ↓ 2.75 m X 2.75 m Group plan FIGURE P12.37 Groundwater table 15 m Rock Sand y = 15.72 kN/m² Sand Ysat = 18.55 kN/m³ Normally consolidated clay Ysat = 19.18 kN/m³ € = 0.8 C = 0.8 Normally consolidated clay Ysat = 18.08 kN/m³ % = 1.0 C = 0.31 Normally consolidated clay Ysat = 19.5 kN/m³ € = 0.7 C₂ = 0.26
Determine the stress increase due to the embankment load at point A as shown in Figure 2. The unit weight of the embankment fill is 115pcf
A 2.5m thick clay is to support a footing as shown below. Assume that the pressure increase Ao' is averaged at the middle of the clay layer. Determine the consolidation settlement using 1. Boussinesq equation 2. 1:2 Method
Question 2: Series of Consolidated Undrained (CU) Triaxial test with pore water pressure (u) measurement are performed on a saturated clay specimen. Obtained results are provided in the table below. Calculate the effective shear strength parameters (c' and p') using Modified Mohr Coulomb plot. Hint: Since effective parameters are asked you should use the effective stresses for your plot. Test No All around pressure, 3 (kPa) Deviator Stress, od (kPa) Pore Pressure at failure, u, (kPa) 1 100 55 75 2 200 260 95 3 300 455 105
The soil profile at a road construction site is as shown in figure (not to scale). A large embankment is to be constructed at the site. The ground water table (GWT) is located at the surface of the clay layers, and the capillary rise in the sandy soil is negligible. The effective stress at the middle of the clay layer after the application of the embankment loading is 180 kN/m². Take unit weight of water, Yw = 9.81 kN/m3. Embankment load boudi Sand GWT 2m y = 18.5 kN° it enit Clay Specific gravity, G̟ = 2.65 Water content, w = 45% Compession index, C. = 0.25 6m %3D %3D Impermeable layer The primary consolidation settlement (in m, round off to two decimal places) of the clay layer resulting from this loading will be
Ql- An embankment is to be constructed over a layer of soft clay 16 m thick as shown in figure 1. Construction the embankment will increase the total vertical stress in the clay layer by 110 kPa. The design requirement is that all but 25 mm of the settlement due to consolidation of the clay layer will have taken place after 6 months. Determine: A. The spacing in best pattern of 500 mm diameter sand drains to achieve the above requirement. B. Which is the best, the use of sand drains or pre-fabricated drains? Why? (25%) Embankment Clay Cy = 4.7 m2/ year Ch = 7.9 m2/ year mv= 0.25 m2/ MN 16 m Sand Figure (1).
For the soil element shown below, calculate: 1- Principle stresses action on the vertical plane. 2- Principle stresses action on the 0 plane, which inclines 20° clockwise from the (horizontal plane). 25 kPa -12.5 kPa -12.5 kPa 50 kPa -20° 50 kPa y -12.5 kPa -12.5 kPa 25 kPa X
Given: 1. Structural Component: Beam 300 mm x 400 mm Column 400 mm x 400 mm Slab thickness 110 mm 2. Dead Load: Super Imposed dead load = 4.5 KPa (including slab weight) CHB = 3.11 KPa 3. Seismic Parameter: Soil Profile - Sb Closest distance to the source - 10 km Ductility Coefficient R = 8.0 Seismic Zone Z=0.40 Ct = 0.0731 A. Compute the DESIGN BASE SHEAR (V = Cv*I*W /R*T). B. Compute the Minimum DESIGN BASE SHEAR (V =0.11Ca*I*W).
Water is flowing at the rate of 0.2 cc/see in an upward direction through a sand sample with k = 1 x 10-3 cm/sec. Thickness of sand sample is 10m and sectional area is 50 cm². Effective stress at middle of sample if y = 2t/m³, is