When carrying out code checks, Steel Designer uses the following clauses of the applicable codes to check your structure. No other checks are performed unless they are specifically listed below.

Checks are not carried out on hybrid members, composite members or tapered members. Checks on mono-symmetric I sections are not considered as are checks using actions computed using plastic analysis.

The alternative design provisions provided by the code for combined actions checks are automatically used if the member meets the required criteria.

"Australian Standard AS4100-1990: Steel Structures", Standards Australia, October 26, 1990 including Amendment No.1 (August 3, 1992), Amendment No.2 (June 14, 1993) and Amendment No.3 (December 5, 1995).

Clauses used are 4.4, 4.6, 5.1, 5.2, 5.3, 5.6, 5.11, 6.1, 6.2, 6.3, 7.1, 7.2, 7.3, 8.3 and 8.4

The design checking procedure is as follows;

For first order analyses, the design bending moments are amplified using the factors determined using clause 4.4.2 and 4.6.2. Amplification factors for sway frames are not considered and a second order analysis should be used for sway frames requiring moment amplification.

The section is classified as compact, non-compact or slender about its major and minor axes using clause 5.2. The effective area and form factors are determined using clause 6.2.

For major and minor bending section checks, the design bending moment is checked to be less than the nominal section moment design capacity as found using clause 5.2.

For bending member checks, the design bending moment about the major principle axis is checked to be less than the nominal member moment design capacity as found using clauses 5.3 and 5.6. Clause 5.6.3 and clause 5.6.4 are NOT considered.

For major and minor shear checks, the design shear force is checked to be less than the nominal shear capacity found from section 5.11. The flange restraint factor (a_f) of clause 5.11.5.2 is always set to 1.0.

For tension checks, the design axial tension force is checked to be less than the nominal section design capacity in tension as computed using clause 7.2.

For compression section checks, the design axial compressive force is checked to be less than the nominal section design capacity in compression as computed using clause 6.2.

For major and minor compression member checks, the design axial compressive force is checked to be less than the nominal member design capacity in compression as computed using clause 6.3. Clause 6.3.4 is NOT considered.

For all combined action section checks, the design axial force (N*) is the maximum axial force in the member, and the design bending moments (M_x*, and M_y*) are the maximum bending moments in the member.

For major and minor combined section checks, the design bending moment is checked to be less than the nominal section moment design capacity reduced by axial force (compression or tension) as computed using clause 8.3.2 and 8.3.3.

For combined biaxial section checks, the design bending moments are checked to satisfy clause 8.3.4.

For major and minor combined in-plane member checks, the design bending moment is checked to be less than the nominal in-plane member moment design capacity as computed using clause 8.4.2. Clause 8.4.3 is NOT considered.

For combined out-of-plane member checks, the design bending moment about the major axis is checked to be less than the nominal in-plane member moment design capacity as computed using clause 8.4.4.

For combined biaxial member checks, the design bending moments are checked to satisfy clause 8.4.5.

Clause 8.4.6 is NOT considered.

"New Zealand Standard NZS3404-1997: Steel Structures", Standards New Zealand, 26^th June 1997, including Draft Amendment No.1 (August, 2000).

Clauses used are 4.4, 4.8, 5.1, 5.2, 5.3, 5.6, 5.11, 6.1, 6.2, 6.3, 7.1, 7.2, 7.3, 8.1, 8.3, 8.3, 12.4, 12.5,12.7 and 12.8.

The design checking procedure is as follows;

For first order analyses, the design bending moments are amplified using the factors determined using clause 4.4.2 and 4.8.2. Amplification factors for sway frames are not considered and a second order analysis should be used for sway frames requiring moment amplification.

The section is classified as compact, non-compact or slender about its major and minor axes using clause 5.2. The effective area and form factors are determined using clause 6.2.

The member is checked for compliance to clauses 12.4.1.1, 12.5.1.1 and 12.7.2.1.  Compliance of clause 12.4.1.1 only considers the maximum yield stress and the maximum ratio of (f_y/f_u).

For major and minor bending section checks, the design bending moment is checked to be less than the nominal section moment design capacity as found using clause 5.2.

For bending member checks, the design bending moment about the major principle axis is checked to be less than the nominal member moment design capacity as found using clauses 5.3 and 5.6. Clause 5.6.3 and clause 5.6.4 are NOT considered.

For major and minor shear checks, the design shear force is checked to be less than the nominal shear capacity found from section 5.11. The flange restraint factor (a_f) of clause 5.11.5.2 is always set to 1.0.

For tension checks, the design axial tension force is checked to be less than the nominal section design capacity in tension as computed using clause 7.2.

For compression section checks, the design axial compressive force is checked to be less than the nominal section design capacity in compression as computed using clause 6.2.

For major and minor compression member checks, the design axial compressive force is checked to be less than the nominal member design capacity in compression as computed using clause 6.3. Clause 6.3.4 is NOT considered.

For all combined action section checks, the design axial force (N*) is the maximum axial force in the member, and the design bending moments (M_x*, and M_y*) are the maximum bending moments in the member.

If any combined action checks are to be considered, the member is first checked to determine if it has a significant axial force in accordance with clause 8.1.4. For members without a significant axial force all combined action checks are skipped.

The member is checked to see if the use of alternative design criteria is acceptable. This check is conducted to clause 8.1.5 but does not consider the plate slenderness limits of clause 8.1.5 (b)(i). Hence, alternative design provisions will only be used if the cross section is compact.

For major and minor combined section checks, the design bending moment is checked to be less than the nominal section moment design capacity reduced by axial force (compression or tension) as computed using clause 8.3.2 and 8.3.3.

For combined biaxial section checks, the design bending moments are checked to satisfy clause 8.3.4.

For major and minor combined in-plane member checks, the design bending moment is checked to be less than the nominal in-plane member moment design capacity as computed using clause 8.4.2. Clause 8.4.3 is NOT considered.

For combined out-of-plane member checks, the design bending moment about the major axis is checked to be less than the nominal in-plane member moment design capacity as computed using clause 8.4.4.

For combined biaxial member checks, the design bending moments are checked to satisfy clause 8.4.5.

Clause 8.4.6 is NOT considered.

For seismic member checks, the design axial force is checked to satisfy clauses 12.8.3.1(a), (b) and (c). Note that clause 12.8.3.1(c) is checked using N*_g=N*.