Compute the axial compressive strength Pn and moment capacity Mn of the following tied column when the largest strain in the concrete is 0.003 and the strain in the tension reinforcement is 0.003. Note that you should not include φ in the answer and that you should not consider Pn,max.b = 16 in.h = 22 in.Clear cover to ties = 1.5 in.Number of longitudinal bars = 6Size of longitudinal bars = No. 9Size of ties = No. 3Concrete strength = 3,000 psiYield strength of longitudinal bars = 60,000 psiYield strength of ties = 60,000 psi

Because the designer has little control over the arrangement of the bars in a circular column, the interaction diagram should be computed for the most favorable bar orientation.

A load that has been misaligned on a concrete column is called a/an _______ load.

In tall buildings, concrete strength in the columns is often lower than that in the floors.

A rectangular beam has a cross section of b = 18 in., h = 22 in., and d = 19.5 in. It is reinforced with three No. 7 Grade 60 bars. The concrete strength is 8,800 psi (normal weight). The beam has Grade 60 No. 3 stirrups. Determine the modulus of rupture of the concrete, fr.

Determine the maximum pitch, s, for the spirals in the following circular column.Column diameter, h = 20 in.Clear cover to spirals = 1.5 in.Number of longitudinal bars = 6Size of longitudinal bars = No. 8Size of spiral = No. 3Concrete strength = 2,500 psiYield strength of longitudinal bars = 60,000 psiYield strength of spiral = 60,000 psi

To reduce the chance of field errors, all of the bars in a column should have splices of the same length, regardless of whether they are on the tension or compression face.

Tied columns are less ductile than spiral columns, giving tied columns a higher strength-reduction factor.

Due to how tedious interaction diagrams can be for reinforced concrete columns, it is generally preferred to use strength calculations to design them.

Compute the maximum bar spacing, s, to control for cracks in a one-way slab with 2.4 in. of clear cover and f​y​ = 68 ksi.