| Panel Zone |
Refer to the design approach for information regarding the calculation of the design panel zone shear. The moments and shears that controlled the panel zone design are shown. Where a column exists above the joint, the shear in that column for the controlling load combination is reported. Where a web plate is required the thickness of web plate required to resist the applied load is provided. The capacity of the column web with the actual thickness of the web plate as reported in the final design section is reported. If the plastic capacities of the beams at a joint are used to determine panel zone forces, then no load combinations are reported. |
| Equation K1-9 [AISC ASD 9th Only], Required Stiffener Area [LRFD, CAN, AS4100] |
For ASD 9th, the force, associated load combination and the required area of stiffeners is reported per AISC specification K1.9. For AISC 360 and LRFD 3rd the required area is calculated per equation 4.3-1 of the AISC Design Guide 13. For AS4100/CAN/CSA it represents the tension or compression force on a column flange, less the column capacity at that point. The Ast shown in the report represents the total area required at that location, i.e. it represents the sum of the areas of two individual stiffeners. |
| Compression (Tension similar) |
The flanges of a framing beam apply a compression force on the flange of the column, depending on the loads applied on the member, and the load combination under consideration. The type of joint check performed is listed in the left most column. Note that some checks such as Web Buckling, are only reported where concurrent-compression forces are calculated (refer to joint-criteria, geometry section). |
| Flange |
The beam flange under consideration. Top refers to the top flange of the beam framing into the column flange. |
| Force |
The maximum compressive force, from all the load combinations, for each flange. |
| LCo |
The load combination number that resulted in the maximum compressive force reported in the previous column. Where the beam capacities are used for forces (refer to joint-criteria, design-forces section), then no load combination is reported and the maximum flange force is assumed to apply for all checks. |
| Allow, Cap, Cap w/t |
The allowable (or capacity) of the column for the check currently being performed. This may vary for each side of a column depending on the column and beam flange dimensions. If a web plate is provided then the allowable load (or capacity) includes the contribution of the web plate (hence the w/t designation). Note that for ASD if both a web plate and stiffeners are provided, then the Allow always includes the web plate contribution even though the column header only shows "Allow" and not "Allow w/t". |
| Stiffen |
If stiffeners are provided and the column capacity is exceeded on either side of the column then the need to provide a stiffener is indicated. Note that in some circumstances there is a need to only stiffen on one flange of the column, but if either side requires stiffening, then a Yes is displayed in this column. |
| tReqd |
If a web plate (doubler) is provided without any stiffeners then this column is displayed. This column represents the thickness of the web plate required for the column to obtain adequate capacity to resist the applied load for this check. It represents the largest required thickness from side A and Side B (which may differ). |
| All. W/t, Cap w/t |
If a web plate (doubler) is provided without any stiffeners then this column is displayed. This column represents the joint capacity considering both the column and web plate. It should exceed the applied force for both side A and B for this check. It represents the smallest capacity calculated from side A and side B (which may differ). |
