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- Redo Problem 7.6 using Vesic’s (1975) solution [Eq. (7.12)]. 7.6 A 2.0 m wide continuous foundation is placed at 1.5 m depth in a saturated clay where cu = 40 kN/m2 and γ = 18.5 kN/m3. At 2.0 m below the ground level, this clay layer is underlain by a stiffer clay where cu = 60 kN/m2 and γ = 19.0 kN/m3. What would be the maximum wall load allowed with FS = 3? Use Eq. (7.11).A column foundation (Figure P6.9) is 3 m × 2 m in plan. Given: Df = 1.5 m, ф′ = 25°, c′ = 70 kN/m2. Using Eq. (6.28) and FS = 3, determine the net allowable load [see Eq. (6.24)] the foundation could carry. Figure P6.9For the retaining wall below calculate the foundation dimension (W)so that safety is satisfied. Unit weigth of soil 18kN/m³ and unit weigth of concrete 25 kN/m³ Q'=30 degrees (Factor of Safety:3) UDL Surcharge 0.2m H (m) UDL (kN/m2) H 1--
- For the retaining wall below calculate the foundation dimension (W)so that safety is satisfied. Unit weigth of soil 18kN/m³ and unit weigth of concrete 25 kN/m³ d'=30 degrees (Factor of Safety:3) UDL Surcharge 0.2m H (m) UDL 7 (kN/m2)Based on the given information, it is desirable to determine the final load-bearing capacity under vertical loading, assuming a reliability coefficient of 4 and creating a total shear rupture and Terzaghi equation. Part B D, Foundation type 28.75 kN/m 17.29 kN/m Continuous 17 kN/m 16.5 kN/m' Square a. 1.22 m 0.91 m 25 b. 2m 30 0 30 0 Im Continuous c. 3m 2 m q.=c'N, + qN, + lyBN, (continuous or strip foundation) 4=1.3c'N, + qN, + 0.4 BN, (square foundation) E EQ4: Use the rectangular loaded area to calculate the increase in vertical stresses at points (A) and (B) due to the loaded area of footing. Choose figure (1) or (2). Top view Top view B 10 m X 10 m 9-150 KNM² 10 m X 10 m 9-150 KN ² B wwwwww.atm INCOMPRESSIBLE Figure (2) CLAY 1 CLAY 1 CLAY 2 A 1-2m-² 777777777 INCOMPRESSIBLE Figure (1) WAR B B *20 G.W.T 77777 777 CLAY 1 CLAY 1 CLAY 2 S G.W.T
- A wall footing is to be constructed on a clay soil 0.70m below the ground. The footing is to support a wall that imposes a load of 135 kN per meter of wall length. Considering general shear failure. 1. What footing width should be provided to have a factor of safety of 3 2. Compute the ultimate bearing capacity if the width is 0.95m 3. Find the new factor of safety. 0.70m Y = 17.3 kN/m3 c = 14 kPa Nc-35 Nq=22 Ny=19(-- r Find the stress beneath Point B of the 40 ft by 80 ft. L-Shaped flexible *ノ mat foundation at depth (Z) = 20 ft. deep. Mat load is 200 psf. %3D B 20 200 psf 401 20 60PROBLEM Calculate the design moments of two-way slab as shown with a dimension of 4 m x 6 m if it is to support a dead load of 10 KPa and live load of 3.2 KPa. Continuous in one short and long direction. ANSWER KEY 6 m J 4 m Ma,neg = 22.55274667 kN-m Mb,neg = 5.54688 kN-m Ma,pos= 10.77845333 kN-m Mb,neg= 4.08576 kN-m
- The foundation design for the constmction of a telecommunication mast is to support a concentric load of 800kN and to be inclined at 80° to the horizontal, a I .5mxl .5m footing is to be placed at 2.0m below ground level as shown in Figure 2. The soil properties are; C=70kN/m², Y=18KN/m³ , 4–30° Assume the ground water table to be deep a). Determine the expected foundation pressure at the base of the footing due to the application of the load. b). Using the Meyerhof's bearing capacity equation, determine the ultimate bearing capacity of the underlying soil. c). Determine the factor of safety of the design, and comment on the adequacy of the design in terms of shear failure, give recommendations should the design is not safe against shear failure Q=800kN 80 2.0m 1.5m Figure 2A 300 mm x 400 mm column is to be supported by 530 m thick square footing @ its center. Service DL = 597 kN, service LL = 676 kN, CC to bar centroid is 90 mm, fc' = 24.7 MPa and fy = 414 MPa. Consider the weight of the footing and soil to be 16.04% of the dead load. SBC = 160 kPa %3D 300 400 300 Determine the required number of 20 mm bars parallel to the critical side. Note: Present the width (B) in multiples of 100 mm.Answer the following problem and show your solution 1. A 400 mm concrete wall supports a DL= 200 kN and LL =146 kN. The allowable bearing pressure is 216 kPa at the level bottom of the footing which is H=1.2m below the grade. Weight of concrete is 24 kN/m^3 and that of soil is 16kN/m^3. Thickness of footing is 300mm with an effective depth of 225mm. use load combination of U=1.4DL+1.7LL f'c-28 MPa, fy=248MPa. Use 28 mm diameter reinforcing bars. Normal weight concrete λ=1.0 a. Determine the effective soil pressure b. Find the width of the wall footing c. Compute the spacing of 28mm diameter steel reinforcement