Use the interaction diagrams found in Appendix A of the textbook to determine whether the following rectangular tied column with bars in 2 faces can safely support a load of Pu = 540 kip and Mu = 43.2 kip-ft.b = 18 in.h = 12 in.fc’ = 4 ksify = 60 ksiγ = 0.6ρg = 0.02

A wall footing has the following conditions. Determine the distance to the neutral axis, c, measured from the top of the footing. Assume the footing is 5 ft wide, the pressure that acts on the bottom of the footing is 4,560 psf, and the reinforcement is a #4 bar spaced every 12 inches.The bottom of the footing is at a depth of 5 ft below grade.The service dead load is 11 kips/ft, and the service live load is 6 kips/ft.The wall is 14 in. thick.The footing is 16 in. thick.The allowable soil pressure, qa, is 4,800 psf.The soil has a density of 115 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 4,000 psi and fy = 60,000 psi.

A wall footing has the following conditions. Determine the critical one-way shear, Vu, at a distance of d from the face of the wall. Assume the footing is 5 ft wide, the pressure that acts on the bottom of the footing is 5,920 psf, and the reinforcement is a #6 bar spaced every 12 inches.The bottom of the footing is at a depth of 3 ft below grade.The service dead load is 14 kips/ft, and the service live load is 8 kips/ft.The wall is 16 in. thick.The footing is 12 in. thick.The allowable soil pressure, qa, is 5,200 psf.The soil has a density of 115 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 3,700 psi and fy = 60,000 psi.

A wall footing has the following conditions. Determine the pressure that acts on the soil. Assume the footing is 5 ft wide.The bottom of the footing is at a depth of 3 ft below grade.The service dead load is 14 kips/ft, and the service live load is 7 kips/ft.The wall is 10 in. thick.The footing is 13 in. thick.The allowable soil pressure, qa, is 5,200 psf.The soil has a density of 110 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 3,500 psi and fy = 60,000 psi.

Use the interaction diagrams found in Appendix A of the textbook to determine whether the following rectangular tied column with bars in 4 faces can safely support a load of Pu = 84 kip and Mu = 67.2 kip-ft.b = 14 in.h = 12 in.fc’ = 4 ksify = 60 ksiγ = 0.75ρg = 0.02

A wall footing has the following conditions. Determine the required development length, ld, for the reinforcement. Assume the footing is 4 ft wide, the pressure that acts on the bottom of the footing is 5,300 psf, and the reinforcement is a #5 bar spaced every 12 inches.The bottom of the footing is at a depth of 4 ft below grade.The service dead load is 7 kips/ft, and the service live load is 8 kips/ft.The wall is 16 in. thick.The footing is 10 in. thick.The allowable soil pressure, qa, is 5,300 psf.The soil has a density of 120 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 3,600 psi and fy = 60,000 psi.

A wall footing has the following conditions. Determine how much greater the factored load is than the unfactored load.The bottom of the footing is at a depth of 2 ft below grade.The service dead load is 7.5 kips/ft, and the service live load is 7 kips/ft.The wall is 10 in. thick.The footing is 15 in. thick.The allowable soil pressure, qa, is 4,900 psf.The soil has a density of 120 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 3,100 psi and fy = 60,000 psi.

A wall footing has the following conditions. Determine the minimum cross-sectional area of the reinforcement. Assume the footing is 5 ft wide and the pressure that acts on the bottom of the footing is 5,520 psf.The bottom of the footing is at a depth of 2 ft below grade.The service dead load is 15 kips/ft, and the service live load is 6 kips/ft.The wall is 14 in. thick.The footing is 12 in. thick.The allowable soil pressure, qa, is 4,800 psf.The soil has a density of 125 lb/ft3.The concrete has a density of 150 lb/ft3.The concrete cover has a thickness of 3 in.f’c = 3,500 psi and fy = 60,000 psi.

Determine the required splice length for the epoxy-coated longitudinal bars in the following tied column made of lightweight concrete. Assume that some of the longitudinal bars are in tension and that the connection should be designed as a Class B contact lap splice. Use ACI 318-14 Table 25.4.2.2 to calculate the development length, and assume that the ties satisfy the Code minimum.Column width, b = 28 in.Column thickness, h = 12 in.Clear cover to ties = 1.5 in.Number of longitudinal bars = 4Size of longitudinal bars = No. 7Size of ties = No. 3Concrete strength = 3,500 psiYield strength of longitudinal bars = 60,000 psiYield strength of ties = 40,000 psi

Determine the maximum axial strength φPn,max for the following circular tie column.Column diameter, h = 22 in.Number of longitudinal bars = 15Size of longitudinal bars = No. 8Size of ties = No. 3Concrete strength = 5,000 psiYield strength of longitudinal bars = 60,000 psiYield strength of ties = 60,000 psi