Actions, Design Situations
The actions according to EN 1991-2 are
simply mapped to the load cases by the user. The program
then automatically creates the decisive design values for
the ultimate limit state and serviceability limit state
while considering the safety factors and combination
coefficients. For each combination different design
situations can be defined for the construction and end
states. When conducting the check, the extreme value
deriving from all combinations and situations applies.
Checks at the ultimate limit state
- Minimum reinforcement against failure
without warning
- Bending with or without normal force or
normal force only
- Lateral force under consideration of the
minimum level of reinforcement
- Pure torsion and torsion with lateral
force
- Checks against fatigue for concrete,
bending, lateral force and torsion
reinforcement as well as for tendons
Checks at the serviceability
limit state
- Limiting the concrete compressive
stresses
- Limiting the reinforcing steel stresses
- Limiting the prestressing steel stresses
- Minimum reinforcement for the crack
width limitation
- Limiting the crack width via direct
calculation
- Decompression check
- Limiting deformations
|
Ultimate limit state
The dimensioning of the reinforcement is
performed separately on a per checks basis for the modeled
design situations. This is determined individually for each
combination of internal forces. The final result is derived
from the extreme value of all calculated reinforcements.
Serviceability
If required, the checks are carried out in
state II under consideration of the calculated maximum
reinforcement. In order to attain the required crack width,
the minimum reinforcement is increased, if necessary.
Check situations
The following table demonstrates how the situations are
used in the various checks. The numbers refer to the
chapters of the standards.
|
Situation |
Load-bearing capacity |
EN 1992-1-1 |
EN 1992-2 |
|
Permanent & temp.
Accidental
Earthquake |
Longitudinal
reinforcement
Lateral reinforcement
Torsional reinforcement |
6.1
6.2
6.3 |
3.1.6 |
|
Characteristic
(rare) |
Robustness reinforcement |
|
6.1(110) |
|
Frequent |
Fatigue, simpified |
6.8.6(2) |
|
|
Fatigue |
Concrete
Reinforcing steel
Prestressed steel |
6.8.6(1)
6.8.4
6.8.4 |
NN.3.2
NN.2.1
NN.3.1 |
|
Situation |
Serviceability |
EN 1992-1-1 |
EN 1992-2 |
|
Characteristic
(rare) |
Concrete compressive
stresses
Concrete compressive stresses
Prestressing steel stresses |
7.2(5)
7.2(5)
|
7.2(102) |
|
Frequent |
Decompression, class XC2-XS3
Crack width, prestressing with bond |
|
7.3.1
7.3.1 |
|
Quasi-permanent |
Concrete compressive
stresses
Crack width, reinforced concrete & prestr. without
bond
Deformations |
7.2(2)
7.4 |
7.3.1 |
Results
The calculated reinforcement can be output
graphically (contours, color gradient, section or
numerically) or in table form. This can be selected either
for individual checks or for the entire reinforcement. The
checks are documented in a detailed log. |
Load Model 1 (LM1)
Actions and design situations
Permanent and temporary combination
Check selection
|
