The following data and tables are provided as guidelines for calculating wind load, snow load, and dead load for aluminum façade buildings. This information is developed by specialists and considered for use by engineers as a supplement. So you can not use it as a replacement for EU building codes and standards, national building codes, and specific standards of any country with general conditions and technical reports used in each specific project. Shipping and reinforcement conditions must be specified in accordance with individual calculations. All calculations and specifications must be performed by an authorized architect or engineer or a company that has experience in designing buildings in your area. We do not take any responsibility for the calculations made using the information below. These calculations do not replace the necessary structural engineering tests.

**2- column calculation:**

2-1 inertial torque formulation for columns

In aluminum exterior wall systems, the choice of the profile used in a particular structure is based on the calculation of the required inertia torque (mol) of aluminum profiles.

The column should have enough strength so that it is not deformed too much when exposed to the maximum design load, and the bending of the column should be very small to prevent the glass cracking. The main load of the columns is because of wind pressure.

It is assumed that each column is loaded with forces that the semi-glass panel on one side and the other side transfers to it So that its result is rectangular loading. Columns can be reinforced in a variety of methods, and the corresponding formula must be used for the inertia torque (mol). Here we consider three different configurations of the column.

t = Inertia torque required for column (cm^{4} )

W = wind load (kN / m ^{?} )

L = length (m)

E = elasticity modulus or young modulus (Gpa)

A = distance between columns (m)

F = 0.015m, which is always smaller (glass conditions, see below)

Calculations of curtain wall system profiles with Orgadata software are approved.

2-1-1 one end has fixed support and on the other side, there is roller support.

This is a special case of support column for the perimeter wall, which in multi-story buildings is the distance between one floor and another. The upper end of the column can be attached to the screw that connects it to the base of the support, and the lower end can attach to the bottom of the column.

2-1-2 one end has a support and the roller support is in the middle and at the other end.

In this case, we reinforce the column with a support arm base in the middle, which is located on the middle floor. If the column connects the two floors. Another option is that the middle arm support can be fixed on a steel beam. It is installed horizontally between the two floors. Note that the length of L, in this case, is the distance between the points of the supports and not the length of the full column.

**– The wind pressure (w)**

The wind pressure used in the calculations mainly depends on the height from the floor surface, i.e. where the perimeter wall is located. As a guide, the wind pressure values are given in the table below according to the height of the structure:

In some cases, correctional factors should be used according to specific environmental conditions.

Wind pressure (KN/m^{2}) |
Building height (m) |

0.5 | 0-8 |

0. 8 | 8- 20 |

1.1 | 20- 100 |

**4- allowable bending deformation (F)**

According to E 13830: 2003

The surrounding wall should have enough strength to withstand both positive and negative wind loads in testing in accordance with EN12179. It reliably transfers certain wind loads to the building structure through installed connections. The specific wind load is obtained from the experiment according to EN12179.

Under certain wind loads, the maximum bending deformation of the front components, perimeter wall Framing will be the maximum of 15mm or 200L, which is less when measured between support points to the building structure in accordance with EN1316.

**5- Transverse calculations:**

Transverse loading is mainly due to the weight of the glass along the vertical direction and due to the horizontal wind load.

The surrounding wall bears its weight in addition to any of the accessories included in the original design. It reliably transfers that weight to the building structure through the corresponding connections.

The weight of the wall itself is determined in accordance with EN 1991-1-1.

The maximum bending deformation of each main horizontal frame will be a maximum of 500 / L or 3mm.

In the case where the double-walled glass thickness is minimal, the total thickness of both glass panels will be equal to the minimum thickness of the single-walled glass multiplied by 1.5. For triple glazed glass, the minimum total thickness of both glass panels will be equal to the minimum thickness of single-glazed glass multiplied by 1.7.

**7- glass weight**

After selecting the thickness of the glass, the total weight of the glass can be calculated. For every millimeter, we will have 2.5 kg weight. For example, glass with a thickness of 10 mm (or double-glazed glass with a 5 + 5 glass panel and with 6 + 1 mm) weighs 25 kg per square meter (m^{2}). Always consult a glass manufacturer about the weight of the glass and the maximum size of the glass panel.

**8- Inertia torque formula for Transverse profile section**

The **Transverse profile section** is supported by two fixed supports at both ends.

**– Pre-static procedure for external facade profiles**

1- Determine the required inertia torque of the vertical and horizontal structures based on the wind loads and the installation height.

- Determine the required inertia torque (bending deformation) of the horizontal force based on the part weight, accessories weight, and center-to-center distances.
- Prove whether the measurement of the arm support base and the glass holder is sufficient according to the conditions or not.