1. Composite slabs are anisotropic in nature. To determine whether it is a unidirectional or bidirectional slab, the anisotropy coefficient must be considered. Effective (converted) edge lengths are calculated based on the anisotropy coefficient, and the ratio of these lengths is used to judge whether the slab is unidirectional or bidirectional.

2. The panel is determined to be a two-way type, with reinforcement placed on the crest of the wave in the vertical rib direction and at the trough in the rib direction. However, it is important to note that there should be a protective layer of at least 20mm, which primarily ensures the bonding strength of the steel bars. The resistance calculation is that the vertical rib direction uses the concrete thickness above the rib as the panel thickness, while the rib direction starts from the trough, meaning the composite floor thickness is the panel thickness.

3. In the direction of the web, if the corrugated steel plate (converted to rebar) can meet the requirements for the positive section bearing capacity and the shear bond strength, it is not necessary to add rebar in the same direction. Special attention should be paid to the calculation of the shear bond strength, as composite slabs are generally controlled by shear bond. The "High Steel Code" lacks a calculation for shear bond strength, which is an oversight.

4. When calculating by double-sided boards, reinforcement must be provided at the crest; the corrugated steel plate has no function in the direction of the vertical ribs.

5. The majority of composite floors are unidirectional, with the exception of some particularly designed areas, such as corners, which may be bidirectional. This is because the diagonal beams usually have a small span, and the basic configuration of other sections can generally meet the requirements without calculation.

The distribution ribs on the roof are required to meet the requirements of GB50010.

7. The continuity or hinge connection at the beam support in the direction of the web is not determined by the corrugated steel plate but by the negative bending moment reinforcement, as the compression of the corrugated steel plate is negligible. The vertical rib direction is generally considered to be hinged, but anti-cracking reinforcing bars should be provided.

8. Composite slabs do not require dowels to be designed according to the composite beam, but they must have certain structural dowels to ensure the integrity of the slab and beam assembly.

9. When designing a composite beam, the secondary beams are typically calculated as part of the composite beam. However, the main beam (frame beam) should not be calculated for its load-bearing capacity as a composite beam, as frame beams bear repeated loads, and composite beams lack seismic test reports – a point that is overlooked by the specifications. GB50017 differs from GB50010, as GB50017 does not contain seismic content. The deflection of the main beam under service loads can be checked using the composite beam method (if it meets the requirements of the composite beam).

10. The SPA2000 can directly select composite panels made of pressed steel sheets.