Concrete Column Interaction Diagram Software

the third part is the software which is used to get the axial load-moment interaction diagram of the reinforced concrete column. the data should be given in the form of axial force, axial displacement, and moment. the software uses the boundary conditions and the material properties. the software allows the user to specify the dimensions and geometry of the column. the boundary conditions should be given in the form of displacement boundary conditions. the user should give the force or moment applied to the column. the software uses the material properties and constraint conditions to get the maximum capacity. the constraint conditions are those that should be used to obtain the capacity of the column.

for the last part, the software uses the data of the first part and the capacity of the column which was obtained in the second part. the capacity at the eccentricity which is outside the section was obtained and the displacement was given. the software uses the material properties and constraint conditions to get the maximum capacity. the constraint conditions are those that should be used to obtain the capacity of the column.

• the proposed method is able to calculate the capacity of the reinforced concrete column which is larger than that of the traditional method.• the capacity of the reinforced concrete column is increased due to steel reinforcement and the increase of the slenderness ratio.

from the results of this study, the maximum capacity is obtained when the steel reinforcement ratio is 1. the capacity of the reinforced concrete column is increased by increasing the steel reinforcement ratio. this result is the same as the result obtained by previous researchers [ 4 5 ]. for the same slenderness ratio, increasing the amount of steel reinforcement increases all failure loads in compression, tension, and bending. the capacity of the column also increases with increasing of steel reinforcement ratio.

design methods for concrete-filled steel tube columns using second-order analysis are varied. kim and kwak used the second-order analysis on the concrete-filled steel tube column [ 2 ] and cleason and gylltoft used the second-order analysis on the concrete-filled steel tube column [ 7 ]. however, none of them using the second-order analysis to construct a construction interaction diagram and the design guide.
the fe results from all the three methods was performed using nastran. for all the three methods, the results of the first-order and second-order analysis using the simplified column stiffness method were compared with the results of long column reduction factor method. the reason why the results of the long column reduction factor method were not compared with the results of the simplified method using only the maximum moment method is that this method could not be used to analyze the slender concrete-filled steel tube column with cracks. so, the simple method was used in this research.
figure 1 shows the interaction diagram (a) for the first order analysis and the interaction diagram (b) for the second order analysis based on the simplified column stiffness method for the slender concrete-filled steel tube column with cracks. figure 2 shows the interaction diagram (c) for the first order analysis and the interaction diagram (d) for the second order analysis based on the simplified column stiffness method for the slender concrete-filled steel tube column with cracks. figure 3 shows the interaction diagram (e) for the first order analysis and the interaction diagram (f) for the second order analysis based on the long column reduction factor method for the slender concrete-filled steel tube column with cracks. figure 4 shows the interaction diagram (g) for the first order analysis and the interaction diagram (h) for the second order analysis based on the long column reduction factor method for the slender concrete-filled steel tube column with cracks. in figures 1-4, the interaction diagram (a) shows the undamaged column behavior, and the interaction diagram (b), (c), (e) and (g) shows the cracked behavior. the stress and strain distributions on the cross-section of the column in these interaction diagrams are shown in figure 5. the maximum stress and strain on the column are marked with red (positive) and blue (negative) colors.
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