Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Chapter 17, Problem 17.4P
To determine
Find the factor of safety of the retaining wall for overturning and sliding.
Find the soil pressure at the toe and the heel.
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A 300 mm thick, 2.0 m wide footing slab supports a 200 mm thick concrete wall carrying uniform service dead load of 215 kN/m and service live load of 145 kN/m. Using f’c = 21 MPa and fy = 420 MPa. use flexure bar = 16mm.
1. calculate the ultimate shear force per 1-m-strip of footing slab at critical section
2. calculate the design shear strength of 1-m strip concrete footing slab
3. calculate the maximum factored wall wall that can be sustained by the footing slab based on shear strength only
Compute 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 1.5
For the loaded area shown below, determine the increase in vertical stress (4p) at 5 ft below points B and C at the
depth of the pipe, which is z = 5 feet below the footing, and 3 feet a way from its edge. The footing has a UDL , q
= 1800 lb/ft2.
1,800
B.
A
5t
4ft
5t
2 B
10 t
3 ft
10 ft
3 ft
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Chapter 17 Solutions
Principles of Foundation Engineering
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- 4.17. A rectangular beam made using concrete with f c ′ = 6000 psi and steel with f y = 60,000 psi has a width b = 20 in., an effective depth of d = 17.5 in., and a total depth of h = 20 in. The concrete modulus of rupture f r = 530 psi. The elastic moduli of the concrete and steel are, respectively, E c = 4,030,000 psi and E s = 29,000,000 psi. The tensile steel consists of four No. 11 (No. 36) bars. ( a ) Find the maximum service load moment that can be resisted without stressing the concrete above 0 .45 f c′ or the steel above 0.40 f y . ( b ) Determine whether the beam will crack before reaching the service load. ( c ) Compute the nominal flexural strength of the beam. ( d ) Compute the ratio of the nominal flexural strength of the beam to the maximum service load moment, and compare your findings to the ACI load factors and strength reduction factor.arrow_forwardi (all Q4) Use the following log and determine for section 12342-12358ft: needed equations can be found in the textbook). a. UCS (unconfined compressive strength) b. What is the horizontal stress at 12350' in MPa neglecting pore pressure? c. What is the cohesion of the rock? Assume ov = ơi and get the cohesion from the equation from the triaxial strength tests which relates So to UCS. d. Assume =30°. Use the cohesion and ơg and os from above. Is this a safe state of stress? Use an accurate Mohr circle construction (use a compass) to visualize your answer. e. Give the failure angle. CAMMA RAY CALIPER BULK DENSITY INTERVAL TRANSIT TIME Morker Aarrow_forwardQUESTION 1 A 300mm x 600mm prestressed beam has a prestress loss of 15%. Neglecting weight of beam, find P and e 25. When the compressive stress (top and bottom) is 24 MPa. c. P = 4982 kN d. P - 5085 kN 26. When the compressive stress at the bottom is 12 MPa. While that at the top is 2 MPA in tension. a. P - 1059 kN, e - 140 b. P = 1059 kN, e = 100 c. P - 1259 kN, c - 140 d. P = 1159 KN, e = 130 27. When the compressive stress at the bottom is 16 MPa while that at the top is zero. a. P = 1094 kN, e = 140 b. P = 1694 kN, e = 100 c. P = 1294 kN, e = 140 d. P = 1194 kN, c = 130 a. P = 5782 kN b. P - 6082 kN QUESTION 2 A rectangular channel 5.8 m wide by 1.4 m deep was laid to have a hydraulic slope of 0.001. Using n = 0.013. Determine the velocity of the channel. c. 1.29 m/s d. 3.81 m/s . 2.34 m/s .. 4.25 m/s QUESTION 3 A 1.5 mx 4 m tank is shown below. Find h. a. 1.35 m c. 1.75 m b. 1.25 m d. 1.05 m 3.0m Oll C 0.5m water V8 4.0m QUESTION 4 A compound curve has a common tangent equal to…arrow_forward
- R2arrow_forwardReg No= 418arrow_forwardGiven: 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).arrow_forward
- The proposed design of a cantilever retaining wall is shown in Figure 1. The unit weight of concrete is 24kN/m³ and the soil has unit weight 18kN/m³. The soil peak strength parameters are c'-0, 6-32°. The soil behind the wall carries a uniform surcharge of 20kN/m². a) Calculate the safety factor for overturning (minimum required F.S.=2.0). b) Calculate the safety factor for sliding (minimum required F.S.=1.5). 1,35 0,40 Figure 1. 3,50m q-2t/m³ 5,00 m 1,75 m 0,40 marrow_forwardA1-m-wide surface-supported strip footing carries a loading of 100 kN per meter of wall length. Determine the total vertical stress acting at a depth of 1 m below the center of the foundation width (note that the total stress will be the sum of the original vertical stress due to the soil mass plus the increase due to the foundation loading). Assume the Boussinesq conditions apply. Use a soil unit weight equal to 18 kN/m3.arrow_forwardA wall footing supports a 320 mm thick reinforced concrete wall with a dead load 297.17 kN/m and a live load 210.6 kN/m. The weight of the footing and soil is assumed to be 18.79% of the dead load. The soil bearing capacity of the soil is 173 kPa. Concrete strength f'c = 27.3 MPa and fy = 276 MPa. Use the thickness of footing = 489 mm and the centroid of the main bars is 80 mm from the bottom of the footing. Solve the required area of tension reinforcement per meter length (mm2/m) of the wall footing.arrow_forward
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