Values for the main parameters of the stress-strain relationship
Last modified by Fredrik Lagerström on 2020/05/28 17:02
Contents
Compression strength of concrete according to EN 1992-1-2 3.2.2.1 Table 3.1 is
fcd(θM) = kc(θM) fcd
fck ≤ 50 MPa
For concrete with Siliceous aggregate:
For concrete with Calcareous aggregate:
For concrete according to DS 2426 (Danish Siliceous and Danish Calcareous)
50 MPa < fck ≤ 60 MPa
60 MPa < fck ≤ 80 MPa
80 MPa < fck ≤ 90 MPa
Concrete modulus of elasticity
Ecd(θM) = kc(θM)2 Ecd(θM)
For cross-sections with flanges fcd and Ecd are determined for both the body and the flange(s). We use θM respectively for body and flange(s).
Norwegian annex
50 MPa < fck ≤ 60 MPa
60 MPa < fck ≤ 80 MPa
80 MPa < fck ≤ 90 MPa
Finnish annex
50 MPa < fck ≤ 90 MPa
Strain parameters εc1 and εcu1 for concrete exposed to fire, according to EN 1992-1-2, Table 3.1, are
Temperature [ºC] | εc1 | εcu1 |
20 | 0,0025 | 0,0200 |
100 | 0,0040 | 0,0225 |
200 | 0,0055 | 0,0250 |
300 | 0,0070 | 0,0275 |
400 | 0,0100 | 0,0300 |
500 | 0,0150 | 0,0325 |
600 | 0,0250 | 0,0350 |
700 | 0,0250 | 0,0375 |
800 | 0,0250 | 0,0400 |
900 | 0,0250 | 0,0425 |
1000 | 0,0250 | 0,0450 |
1100 | 0,0250 | 0,0475 |
1200 | 0,0250 | 0,0500 |
Danish annex
εcu3(θM) = εcu3 / kc(θM)