The cross-sectional shapes of the columns can be defined in the program as rectangular, circular or polygon in the most general form. The moments of inertia of the columns are calculated in their own main axes by the program. The angle that the major axis belonging to the larger moment of inertia makes with the horizontal is determined by the program. However, for the general frame analysis or for the renovation, restoration and reinforcing projects, the user is enabled to modify arbitrarily the cross-sectional surface area and the moment of inertia of the columns as he wants.

The height of the column is calculated by means of the story coordinates entered in the story settings part. If the coordinates of the upper and/or lower end of the column are different than the story coordinates, this information is given to the program as well. Any inclined columns making any angle with the horizontal can be defined.

The user can intervene to the torsional rigidity of the column. If the torsional rigidity is entered zero, that means that the user omits the torsional rigidity. Moreover, if it is desired to create a node on the column between two complete stories (for substory beams), this is defined by the user.

If it is necessary to make the displacements of a column independent of the story displacements, new joint freedom should be defined.

Columns will be accepted as prismatic bars with constant moment of inertia, having any polygonal cross-section. Columns can be in the most general location in the space. Thereby, in both ends of the columns there are six degrees of freedom composed of three displacements and three rotations. In both ends of the columns there are one axial force, one torque, two shear forces, and two bending moments. Totally there are six force components composed of three linear forces and three moments.

After shear forces and bending moments are calculated for all loading cases, reinforcements are assigned for every column by considering the most critical load combination in the ultimate power method as well as the buckling length of the respective column.

The reinforcements in columns are calculated automatically by biaxial bending since they are concentrated in corners and equally distributed along the edges between corners. The user can select one of the three different reinforcement arrangement modus.

 The diagram of interaction surfaces is represented three-dimensional. For the reinforcement calculation of columns the relevant safety checks are carried out automatically, and any inconsistencies are reported to the user.

Panel is a vertical bearing element or plate one edge of which is 7 times larger than any other edge. An earthquake panel in the vertical plane is firstly considered as a plate finite element, and the rigidity matrix of the finite element is reduced to two points being the section central points in the up and down ends of the panel. Both of these two points have three degrees of freedom composed of the horizontal and the vertical displacements, and a rotation in the plane of the panel. Thereby, it has a 6x6 rigidity matrix. The vertical panels are assumed not rigid in the direction vertical to their plane.

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