Fig. 2. Column strength interaction diagram Table 2. Ordered Steel Areas Maximum Reinforcement Ratio Table 3. Feasible Beam Cross Sections Minimum/ Maximum Width Fig. 3. Reinforced concrete beam loading cases Since the deflection of a beam is a function of the loading and the time when the loading is applied, it can be difficult to determine an accurate beam deflection. The ACI Code specifies a minimum thickness for nonprestressed beams for various support condi- tions. Table 1 lists values of the minimum thickness for the dif- ferent support conditions. The ACI Code has a series of spacing limits for the placement of steel reinforcing. The difference in bar sizes within a single row of reinforcement should not exceed two bar sizes. The horizontal bar difference penalty is Table 4. Design Properties for Short-Tied Column Table 5. Design Results for Short-Tied Column Examples Fig. 5. Two-bay six-story frame: (a) geometry and loading; and (b) beam and column groups Table 6. Search Space Parameters for Two-Bay Six-Story Frame Table 7. Ordered Feasible Column Cross Sections Bold- Indicates infeasible design with respect to the ACI Code (not including shear). Table 8. Design Results Without Shear Considerations for Two-Bay Six-Story Frame Fig. 6. Typical GA convergence history for two-bay six-story frame Table 9. Design Results Considering Column Slendemess for Two-Bay Six-Story Frame
