with a factor of safety of 3. Then, to the ground c) Comment on any differences for the computed allowable loads. G.S. Ys= 17 kN/m³ Dry soil = 32° 1.25 m +F C=13 kPa 1.0 mx 1.0 m W.T. Saturated soil Ysat. = 18 kN/m³ = 30° C=12 kPa 1.5
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- here are the answer, only need solutions 1.f = 11.46 MPa 2.Mcr= 88.90 kN-m 3.fconc= 17.14 MPa; fsteel= 318.20 MPaFor the section shown in figure, estimate the uniform pressure (4) that the soil can sustain (stable)? R=6m 3.696 m + 3m Cu - 40 kPa I pu -0 1.24 m 3m Cu - 56 kPa pu - 0 Critical slip surface q = 353.2 kPa O 9- 363.2 kPa О 9- 373.2 kPa ОH.W 5 (1+ we' |Yw• For a saturated soil, show that: Ysat Soil Mechanics
- A flownet of a coffer dam foundation has 8 flow channels and 24 equipotential dropsThe head of water lost during seepage is 7m. If the coefficient of permeability of foundation is 5 x 10-5 m/min, then the seepage loss per metre length of dam will beQ2/ Calculate the vertical stress in a soil mass at a depth of 5m vertically below a point load of 5000 KN acting Variation of vertical stress. (up to lom) at adepth Sm. QIP √₂ = 2² 3 [p = 2-11 [11 1+ (글)2. 5/2 near the surface. Plote the with radial distanceQ1 along points A,B,C,D 5m A 5m Soil A 5m Soil B 2m 3m 3m Datum I kA = 10 kg
- Total Height of Given that the initial height is 0,0190 m, mass of dry specimen 95,20 gram, Specific Gravity 2,68, and the area is 0,0032 m2. Effective Pressure specimen at the (kN/m2) end of consolidation (m) 23,94 0,0176 47,88 0,0174 Determine: 95,76 0,0170 1. The e-log o' curve 2. The preconsolidation pressure 3. The compression index (Cc) 191,52 0,0166 383,04 0,0161 766,08 0,0159The soil profile is subjected to a surcharge of 120 kPa on the ground surface. 120 kpa 1.5m Swater table 4.5 m Sand 1.51 Clay 3. 6m 1. How high willl the water rise in the piezometer immediately after the application of the load? a. 10.62 m b. 12.23 m c. 14.57 m.ll 3 LTE 11.29 O 1 75% 4 ( Kembali Tugas Mektan 2.docx TUGAS MANDIRI MEKANIKA TANAH Senin 13 April 2020 *gunakan buku bradja m das (Principles of GEOTEKNICAL ENGINEERING 8th) 1. Refer to Figure 10.40. Determine the vertical stress increase, Aoz, at point A with the following values: q1 = 90 kN/m; q2 = 325 kN/m; x1 = 4 m; x2 = 2.5 m; z= 3 m Line load = 4 Figure 10.40 2. Refer to Figure 10.42. A strip load of q = 43 kN/m is applied over a width, B = 11 m. Determine the increase in vertical stress at point A located z = 4.6 m below the surface. Given: x = 8.2 m 4= load per unit area Figure 10.42 3. An earth embankment is shown in Figure 10.43. Determine the stress increase at point A due to the embankment load Unit weight= 170 kN/m 6.8 m Figure 10.43
- 73 SOIL MECHANIC Example (6-3): For the site shown in Figure below (the same site as in Example 6-2), water table elevation was at -7 m originally, and lowered 6 m to -13 m due to heavy industrial water use. Calculate the change of the effective overburden stress at Point A. What is a consequence of the lowering water table elevation? -- Soil 1, y = 18.2 kN/m3 -4 -7 Soil 2, y, = 19.0 kN/m3 Lowered W.T. -13 Soil 3, y, = 18.5 kN/m3 -17 Soil 4, y, = 19.2 kN/m3 -26 A z (m)4) Refer to Figure 11.41. Given that B =1 m, L = 3 m, and Q = 110 kN, the soil characteristics given in the figure are Cg = 1/5 Cc, O'c= 40 kN/m². Field monitoring indicated that the foundation settlement was 19 mm during the first 12 months. a. Estimate the average stress increase in the clay layer due to the applied load. b. Estimate the primary consolidation settlement. c. What is the degree of consolidation after 12 months? d. Estimate the coefficient of consolidation for the pressure range. e. Estimate the settlement in 24 months.Calculate 6,µand 6' with depth. H1 = 6 ft, H2 = 4 ft. H3= 9.0 feet Degree of Saturation in capillary rise zone ,S= 50% Dry sand Gs = 2.68, e=0.543 Clay Gs = 2.735 , e = 0.765 Bottom clay Gs = 2.752, e= 0.967 H3 Dry sand Clay; zone of capillary rise Clay Rock ーミ