For all valid joints (refer to the above section on limitations for the definition of a valid joint) the program will calculate the capacity of the column web and flanges to resist the applied forces. For all codes the panel zone shear checks are performed before any of the other required joint checks. RAM Frame calculates the shear in the panel zone as the net sum of the shear from the column above, the shear applied to the joint from the story (through the diaphragm), the axial load in the beams (divided between the beam flanges) and the shear due to beam moments. As illustrated in the following figure, the story shear applied to the joint is assumed to be the net difference of the shear in the column above the joint, the axial load in the beams framing into the joint, and the column shear directly below the joint. Note that the angle of the column above the joint, and the beams framing into the joint, is considered when calculating V_{col above}, P_A and P_B.

With the Criteria – Column Moments command in Steel – Standard Provisions mode in RAM Frame, the user can specify the portion of the calculated Gravity moments to be included in the design of the columns. This feature is described in the Column Moments Section of this manual. The Joint Checks also account for these specified reductions; the Gravity beam moments at the joint are reduced as specified.

When calculating the design panel zone shear the program assumes that this story shear is applied above the joint. In the case where a valid joint is not connected to the diaphragm there should be no story shear applied to the joint. An exception to this is the case where a brace frames into the joint from above. The engineer should use the joint checks with caution whenever a brace member frames into the joint.

The panel zone forces are calculated as shown in the following figure.

In this figure, the applied beam moments (M_A and M_B) are resolved into a couple by dividing by the beam depth (V_MTA = V_MBA = M_A/Beam depth [between mid heights of flanges]). The story shear is assumed applied above the panel zone. The axial load in the beams is applied to the joint through the beam flanges based on their areas. V_PTA is therefore calculated as P_A x Area of Top flange of Beam A / Total flange area for beam on side A. The panel zone shear for the forces shown in the previous figure (all forces shown are positive in magnitude) is calculated as:

Panel zone shear = V_{col above} + V_story – V_PTB – V_PTA – V_MTB – V_MTA

The beam flange-to-column-flange force used for the other joint checks is taken as:

Concentrated top flange force side B of joint = V_PTB + V_MTB

The other beam flange-to-column-flange forces are calculated in the same manner.

With a sloped beam the calculation of design forces for consideration in the joint design (design of stiffeners and web plates) are modified as illustrated in the following figure. The figure illustrates the forces a beam exerts on a column at the joint. In this example the beam is considered to be in compression.

When the beam frames into a sloping column which makes an angle λ with the vertical, φ is substituted with (φ + λ) in the equations above. The beam flange forces on the column are resolved horizontally for the design of the column stiffeners and web plates. However, local flange column flange checks are performed using beam flange forces acting orthogonally to the column flange.