Principles of Foundation Engineering (MindTap Course List)
8th Edition
ISBN: 9781305081550
Author: Braja M. Das
Publisher: Cengage Learning
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A reinforced concrete retaining wall is proportioned as shown below. There is a water table located H1m beneath the ground surface. Use ultimate bearing capacity of 450 kPa.
Based on the figure, the dimensions are given below. Use γc = 23.48 kN/m3
wall thickness = 0.47m
footing thickness = 0.53m
toe slab length = 2.33m
heel slab length = 4.38m
ground water table depth = 2.99
H2 = 3.84
The following values were calculated for this particular retaining wall:
Righting moment: 3,868 kN-m/m
Overturning moment: 908 kN-m/m
Total vertical load: 999 kN/m
What is the factor of safety for bearing pressure?
Please answer this asap for upvote. Thanks in advance
Refer to Figure 12.3a. Given: H = 12 ft, q = 0, γ = 108 lb/ft3, c' = 0, and Φ' = 30º. Determine the at-rest lateral earth force per foot length of the wall. Also, find the location of the resultant. Use Eq. (12.4) and OCR = 2.
Refer to the braced cut shown below. Given: unit weight = 17 kN/m3, Friction angle = 35degrees, and c = 0. The struts are located at 3 m center-to-center in the plan. a. Draw the earth-pressure envelope and determine the strut loads at levels A, B, and C. b. Determine the sheet-pile section modulus c. Determine the section modulus of the wales at level B Assume that = 170 MN/m2.
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- If FA = 40 kN and FB = 35 kN, determine the magnitude of the resultant force and specify the location of its point of application (x, y) on the slab.arrow_forwardWhen excavating the stratum, calculating the support axial force for multiple times will produce different values because of? Calculating the retaining wall bending moment multiple times also produces different values because?arrow_forwardThe water table at a site is at 5 m below the ground level, and it is required to excavate to this level. The soil profile consists of a thick bed of sand where the unit weight is m = 17.0 kN/m3 above the water table and sat = 20.0 kN/m3 below the water table. The friction angle of the sand is 37. The wall of the excavation will be supported by cantilever sheet piles. How deep would you drive the sheet piles? Use the simplified analysis (Figure 15.37) with a factor of safety of 1.5 on the passive resistance. Determine the maximum bending moment in the sheet pile and the required section modulus for the sheet pile section (given an allowable stress of 190 MN/m2).arrow_forward
- In the given masonry dam, calculate the minimum width "b" so that no tension will occur at the base. The hydrostatic uplift varies from 20% hydrostatic pressure at the heel to zero at the toe. The specific gravity of masonry is 2.4,arrow_forwardCalculate the passive earth pressure coefficient for the foundation soil to the right of thetoe of the wall using the Rankine Earth Pressure theory. On Figure 1, sketch the passivepressure distribution and calculate the resultant force(s). Show the resultant, and itslocation, on your sketch.AND Sketch the wall and the distribution of lateral earth pressures resulting from the backfillfor the Coulomb case, assuming good drainage. Call this “Figure 2: Coulomb Active EarthPressures from Backfill.” Calculate the resultant horizontal and vertical forces and addthem to your sketch. Indicate clearly the location of the resultant forces.arrow_forwardb. Lateral pressure due to soil (in kN/m2 per meter length of wall): @ point R = @ just above point S = @ just below point S = @ point T = Thank youarrow_forward
- Find the change in vertical stress at level 3m below the base of footing at Point A. It is to be assumed the thickness of both footings are the same. L1 = 2.5m L2 = 1.5m L3 = 4m L4 = 6m L5 = 7marrow_forwardDefine the Vertical Stress Due to Embankment Loading ?arrow_forwardDONT COPY OTHER ANSWERS PLS ANSWER WITH CONCISE A 4.5 m high retaining wall is restrained from yielding. The wall supporting a horizontal over consolidated soil having a unit weight of 17.4 KN/m3 with an angle of friction of 30°. Groundwater table is located 3 meters below the ground surface. Saturated unit weight of soil is 18.2 KN/m3. The soil has an over consolidation ratio of 2. Compute the coefficient of earth pressure at rest. there is over consolidation ayos sagot! Compute the lateral force per unit length of wall Determine the location of the resultant force from the bottom of the wall.arrow_forward
- A reinforced earth retaining wall will have a height of 10.5 m. (35 ft) In this case: Calculate: tie rods, check safety by turning and displacement stuffed ϒ Ф´ FS (1) 16.5 kn/m3 34° 3 (2) 105 lb/ft3 35° Foundation (2) 18 kn/m3 115 lb/ft3 28° REINFORCEMENT Sv Sh FY tw tf Фk Fs (1) 1.0 m 1.0 m 250 mpa 0.12 m >0.005 25° 3 (2) 4 ft 4.5 ft 36 ksi 4 in > ¼ “ 22°arrow_forward1. A RETAINING WALL HAS A HEIGHT OF 6M. AND IS SUPPORTED A HORIZONTAL BACKFILL WHICH IS LEVEL WITH THE TOP OF THE WALL. THE BACKFILL HAS A UNIT WEIGHT OF 16 KN/m3 A. COMPUTE THE LATERAL FORCE PER UNIT LENGTH OF THE WALL IF THE WALL IS PREVENTED FROM MOVING. USE POISSONS RATIO OF SOIL TABLE TO BE 0.36B. IF THE ANGLE OF FRICTION OF THE SOIL IS 32 DEGREES, FIND THE LATERAL ACTIVE FORCE ACTING ON THE WALL. 2. LL = 65%PL = 25%WATER CONTENT = 35%SPECIFIC GRAVITY OF SOLIDS= 2.70DEGREE OF SATURATION = 100 % A. DETERMINE THE VOID RATIO OF THE SOIL SAMPLEB. DETERMINE THE BULK DENSITY OF THE SOIL SAMPLEarrow_forwardCompute for the width of the base for the given masonry dam, the hydrostatic uplift varies from 20% hydrostatic pressure at the heel to zero at the toe. The specific gravity of masonry is 2.4. If μ = 0.60 and Factor of Safety against sliding is 1.5arrow_forward
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