What determines the support spacing for a wall sandwich panel under wind load?

The designer determines the relevant values and zones. Both positive and negative wind pressure matter, as does internal pressure. A change to a large gate or the way openings are used can be significant. The input data should correspond to the target state of the building.

The distribution of wind action on the wall need not be uniform. In edge zones the values may differ from the middle of the façade. This affects both the panel and the fastenings. A single average figure for the whole wall may conceal locally more difficult conditions.

The zone boundaries must be related to the actual layout of the panels. A panel crossing such a boundary requires proper assessment. It is not enough to compare the area of the corner with the number of screws. The load path into the structure needs to be checked.

The table should relate to the exact core, thickness and facings. Also check the profiling, orientation and support conditions. Data for a 0.5/0.5 mm panel need not describe a variant with thinner sheet. The name of the material group is too general.

Note the single-span or multi-span scheme. A continuous panel over a support behaves differently from two separate sections. The criteria for load-bearing capacity and permissible deflection matter. The table may contain different load levels that should not be mixed.

For calculation purposes, assume only a uniform load of 0.6 kN/m² on a 1 × 3 m section. Its total force is 1.8 kN. At 0.9 kN/m² it rises to 2.7 kN. These are not values adopted for a specific location, nor a finished panel selection.

The example shows that a change in load conditions can matter greatly despite the same area. The distribution of reactions at the supports requires further calculation. The permissible span or number of screws cannot be derived directly from the sum of forces.

The support must have adequate width, stiffness and position. The fasteners need a substrate suited to their purpose. Among other things, pull-out from the structure and pull-through the cladding are assessed. A strong panel will not fix a weak fixing point.

The rail and its connection to the column also transfer loads. Reducing the support spacing may improve the panel’s performance, but requires the design of additional structure. Do not treat an added profile as a standalone solution to every load-bearing problem.

The temperature difference of the claddings affects the panel’s performance. A dark outer face may heat up more in the sun. Length, colour and type of support are therefore interrelated. A change of colour should also be checked when the core and thickness remain the same.

Deflections visible on the surface must also be checked. Meeting the load-bearing capacity does not mean arbitrary deformation. In a representative pavilion, appearance and the performance of the seals matter in use. The criterion for permissible deflection should correspond to the design.

An opening in the panel also changes the conditions. A narrow strip above a window or next to a door requires its own assessment of support. A table for a full, uninterrupted panel need not cover such a section. An additional profile at the opening should follow from the design solution.

Assemble the load case, the panel table, the fixing plan and the structural drawing. Check the openings and narrow strips at the corners. Changes made should be agreed before ordering the panels. Moving the rail may affect the support and the lengths of the elements.

On site, measure the actual distances and geometry. Do not assume that the built structure corresponds exactly to the drawing. With a series of pavilions, keep control of each object. Identical documentation does not rule out construction differences and local conditions.