to ? t Edit & 12. What is the vertical effective stress at point, X in the soil profile given below? 7 12 ft Water, Yw = 62.4 10 ft Loose sand, Ysar=115 pcf Dense sand, Ysat 130 pcf A. 1,878 psf B. 3,750 psf C. 4,499 psf D. None of the above. 20 ft X

The following picture depicts a soil profile that has two sources of above-ground loading: (1) a point load of 650 kN and (2) a rectangular footing that support a loading of 900 kN. Calculate the following: Vertical effective stress (σ’v ) at point A. Assume free field condition (i.e., no effect from the above-ground point load and rectangular footing). Horizontal total stress (σh ) at point A. Assume free field condition. Vertical effective stress (σ’v ) at point B. Assume free field condition. Vertical effective stress (σ’v ) at point C. Consider the effect from the point load only. Vertical effective stress (σ’v ) at point D. Consider the effect from the rectangular footing only. Use the DM 7.01 method. Approximate method is not allowed. Vertical effective stress (σ’v ) at point E. Consider the effect from the rectangular footing only. Use the DM 7.01 method. Approximate method is not allowed. Vertical effective stress (σ’v ) at point E. Consider the effects from the…

7. 4) Determine the increase in vertical stress at a depth (2) m belowpoint A due to surface loads shown in Figure (2). m or n L.O 10.0 9.0 8.0 7.0 6.0 5.0 4.0 E 3.0 2.5 2.0 G.S.L xxxx 1.5 z 1.5 -0.006- -0.007 0.006 0.009 0.15 19 -0.011 0.010 Section b-b 2 160 kPa 0.2 0.012 0.014 m or n 2.5 3 G014 0.016 0.020 & 0.25 0.3 0,024 120 kPa 4 2.000 0.4 5 -0.04 6 0.06 S b + 7 8 9 10 0.13 ats 0.34 0.5 0.6 0.7 0.8 0.9 1.0 m or n (a) 2.5 m 160 kPa 120 kPa ais. 1.5 . 1.5 2 2.5 3 2.5 T 3 1.5 m 2 m 0.5 m 4 4 5 Fig.(2) 6 7 8 9 . 1 10 11.0 0.9 0.8 0.7 0.6 40.5 10.4 0.3 0.25 0.2 m of n E 0.15 0.10 .9 10

Calculate the settlement of the 10-ft-thick clay layer that will result from the load carried by a 5-ft-square footing. The clay is normally consolidated. Use the 2:1 method to calculate the average increase of effective pressure in the clay layer. 10 ft 10 ft 10 ft 5 ft ↓ Dry sand Footing size 5 ft x 5ft Sand Clay Ydry = 100 pcf Groundwater table Ysat = 120 pcf Ysat = 110 pcf % = 1.0 LL=40

H← N M 1m QUESTION 2: Check if the base area of 2m x 2m is adequate for the footing under the loading shown in the figure. Allowable soil pressure is 0.25 MPa. N = 900 KN M = 150 kNm H=75kN

A rectangular footing with dimensions of 8ft x 12ft is constructed at the surface of the ground and supports a column with a load of 192,000 lbs. The load applied to the footing results in a uniform stress distribution at the base of the footing. What is the change in vertical stress 12 feet below the ground, underneath Point A, at the corner, on the diagram?

Answer 4 then use the answer from 4 to answer 5

50. Whle drlling a well a rock layer Is encountered at 10000 ft. depth with an excess preSsure (overpressure) of 150 psl. An overpressure zone has fluld pressures In excess of the hydrostatic gradlent. If the overburden density Is 2400 kg/m* and the flutd column Is water what Is the effective stress at this depth? a. b. 57.68 MPa 4127.6psl d. 5549.0psl

QA 5m deep deposit of silty sand lies above a 4m deep deposit of The Uneler- gravel. gravel is lain by a deep layer of stiff clay. The ground water table is found 2m. below the ground sur lace. The Soil Properties are:- of Bal Sand below GWT = 1.75 Mg 1 m³ Pat Isat of gravel = 2.05 Mg/m³ sat of sand above G.WT = 1.7 Mg/m³ Draw The distribution of vertical total stress, Pore water pressure, and vertical effective stress with depth down to the clay layer. 0 = 8xh 8 = 1.7 Mg/m³ Sat St But = 1.95 Mg/m³ = 2.05 Mg/m³ D GWT silty sand G.L gravel clay H 5⁰m

Determine the flexural stresses using the transformed area method. Show complete solution