Q2,Using the ACI "Direct Design Method" for the interior panel (A) in figure below:(a) Check by ACI code, if slab thickness of 200 mm is satisfactory.(b) Determine the negative moments of short span of the interior panel (A) to beresisted by the column strip.=Given: D.L. 8 kN/m² (including weight of slab), L.L. = 4 kN/m², f'c=21 Mpa,fy=420 Mpa, Ib=3.91 x 10' mm, all columns' dimensions (300x300) mm andall beams dimensions (300 x 500) mm.(Marks)上200300L*3005.4.m5.4m16.4m6.40m+A

Part (a): Check Slab ThicknessAccording to the ACI code, the minimum slab thickness for two-way…

Answered: Q2,Using the ACI "Direct Design Method"…

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter17: Retaining Walls

Section: Chapter Questions

Problem 17.5P

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A planned flexible load area (see Figure P7.2) is to be 3 m × 4.6 m and carries a uniformly distributed load of 180 kN/m2. Estimate the elastic settlement below the center of the loaded area. Assume that Df = 2 m and H = . Use Eq. (7.4).
Repeat Problem 20-12, with the slab containing temperature steel in the form of welded wire mesh consisting of 0.125 in.2 steel/ft width. The modulus of steel, Es, is 30106lb/in.2 , Ec=5106lb/in.2 , and h=6inches .
A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.
Repeat Problem 11.1 based on LRFD using the following factors: load factor for dead load = 1.25 load factor for live load = 1.75 strength reduction factor on the ultimate bearing capacity = 0.50 11.1 A continuous foundation is required in a soil where , , and . The depth of the footing will be 1.0 m. The dead load and the live load are 600 kN/m and 400 kN/m, respectively. Determine the required width for the foundation based on allowable stress design with FS = 3, using Eq. (6.10) and Table 6.1.
A continuous foundation is required in a soil where c=10kN/m2, =26, and =19.0kN/m3. The depth of the footing will be 1.0 m. The dead load and the live load are 600 kN/m and 400 kN/m, respectively. Determine the required width for the foundation based on allowable stress design with FS = 3, using Eq. (6.10) and Table 6.1.
For the data given in this problem, determine the magnitude of the active thrust on the wall retaining a c soil, using the procedure discussed in Section 16.10. Given H = 15.0 ft, c = 100 lb/ft2, = 26, = 115 lb/ft3, kv = 0, and kh = 0.3.
For the mat in Problem 16.15, what will be the depth, Df, of the mat for FS = 3 against bearing capacity failure? 16.15 Consider a mat foundation with dimensions of 18 m 12 m. The combined dead and live load on the mat is 44.5 MN. The mat is to be placed on a clay with cu = 40.7 kN/m2 and = 17.6 kN/m3. Find the depth, Df, of the mat for a fully compensated foundation.
A flexible circular footing of radius R carries a uniform pressure q. Find the depth (in terms of R) at which the vertical stress below the center is 20% of q.
A steel pile (H-section; HP 360 1.491; see Table 18.1) is driven into a layer of sandstone The length of the pile is 18.9 m. Following are the properties of the sandstone: Unconfined compression strength = qu(lab) = 78.7 MN/m2 Angle of friction = 36 Using a factor of safety of 3, estimate the allowable point load that can be carried by the pile. Use Eq. (18.42).
Consider a continuous foundation of width B = 1.4 m on a sand deposit with c = 0, = 38, and = 17.5 kN/m3. The foundation is subjected to an eccentrically inclined load (see Figure 6.33). Given: load eccentricity e = 0.15 m, Df = 1 m, and load inclination = 18. Estimate the failure load Qu(ei) per unit length of the foundation a. for a partially compensated type of loading [Eq. (6.89)] b. for a reinforced type of loading [Eq. (6.90)]
Refer to Problem 16.13. Design the size of the footing using the modified general ultimate bearing capacity Eq. (16.31). 16.13 A square footing (B B) must carry a gross allowable load of 1160 kN. The base of the footing is to be located at a depth of 2 m below the ground surface. If the required factor of safety is 4.5, determine the size of the footing. Use Terzaghis bearing capacity factors and assume general shear failure of soil. Given: = 17 kN/m3, c = 48 kN/m2, = 31.
A 2.0 m wide strip foundation is placed in sand at 1.0 m depth. The properties of the sand are: = 19.5 kN/m3, c = 0 and =34. Determine the maximum wall load that the foundation can carry, with a factor of safety of 3.0, using a. Terzaghis original bearing capacity equation with his bearing capacity factors b. Meyerhofs modified bearing capacity equation with appropriate factors (Tables 16.2 and 16.3).

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