In addition or in lieu of some of the 1990 code provisions the following apply to the BS5950-1:2000 implementation.

• Loads are not considered "destabilizing" per 4.3.4. However, in RAM Frame and RAM Steel Beam the engineer has the option of supplying the appropriate Le factor per table 13 or 14 in the Criteria-Effective Length dialog box.
• For lateral torsional buckling per 4.3.6.7 the u and x term are calculated per B2.3, not 4.3.6.8.
• The monosymmetry index Ψ is calculated per 4.3.6.7. In the case of highly unsymmetric sections, with values of n outside the range of 0.1 to 0.9, the engineer is responsible for calculating the appropriate buckling capacity.
• For channels, loads are assumed to be pass through the shear center per 4.3.6.7b.
• G.2. is implemented for I-sections where the tension flange is fully braced and the program is calculating the lateral torsional buckling capacity of the unbraced compression flange. When G.2. is implemented for a beam, the program sets mLT = 1.0 and calculates nt based on the shape of the moment diagram. In the calculation of Mb in section G.2. there is a reference to the distance between the axis of restraint and the axis of the beam. In RAM this distance is determined from the distance between top-of-steel and axis-of-restraint, as provided by the engineer in the RAM Manager (see RAM Manager Manual). This calculation will only apply where the engineer indicates that the top-flange is fully braced. Where the bottom flange is fully braced the dimension is assumed to be half the depth of the beam.
• No option is provided to select that double angles are connected to both sides of a gusset plate by two bolts in each line per 4.7.10.3 (d), however, the engineer can select (b) to get the same results.
• For tension members, no reduction is made for connection detailing per 4.6.3.