Figure 6 Typical GA convergence history for two-bay six-story frame
Related Figures (14)
Fig. 2. Column strength interaction diagram Table 1. Minimum Thickness of Beams 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 Table 9. Design Results Considering Column Slendemess for Two-Bay Six-Story Frame
