# RF-CONCRETE Members Version 5

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# 2.3.2 Reduction of Cross-Section

### Reduction of Cross-Section

Determination of temperature θi in center of zone

After the cross-section's subdivision into zones, the temperature θi in the center of each i zone is determined. This occurs based on the temperature courses according to EN 1992-1-2, Annex A, which are based on the following assumptions:

• The concrete's specific heat corresponds to the specifications according to EN 1992-1-2, clause 3.2.2.
• The moisture is 1.5 % (the specified temperatures are on the safe side for moistures > 1.5 %).
• The concrete's thermal conductivity is the lower limit value mentioned in EN 1992-1-2, clause 3.3.3.
• The emission value for the concrete surface is 0.7.
• The convective heat-transmission coefficient is 25 W/m2K.
Determination of reduction factor kci)

The reduction factor kci) is determined for the temperature found in the i zone's center in order to take the decrease of the characteristic concrete compressive strength fck into account. The reduction factor kci) depends on the concrete's aggregates:

According to EN 1992-1-2, Figure 4.1, graph 1 is to be used for normal concrete with aggregates containing quartz, and graph 2 for normal concrete with aggregates containing limestone.

Determination of damaged zone with thickness az

The cross-section damaged by fire is represented by a reduced cross-section. Consequently, a damaged zone of thickness az on the sides exposed to fire is not taken into account for the ultimate limit state design.

The calculation of the damaged zone thickness az depends on the structural component type:

• Beams, plates

• Columns, walls, and other structural components for which effects due to second-order analysis must be taken into account

where

 w : half the width of equivalent wall kc,m : mean reduction coefficient for a specific cross-section n : number of parallel zones in w The change of temperature in each zone is taken into account with the factor (1 - 0.2/n). kc (θM) : reduction coefficient for concrete at point M (see Figure 2.9)