EN 1996-1-1 - Masonry Wall
The reinforced masonry is verified for the load caused by the combination of the compressive normal force and the bending moment and for the load due to the shear force.
Verification for pressure and bending
Analysis assumptions (Chapter 6.6):
- plane cross-sections remain plane
- the strain of steel is the same as the strain of the attached masonry
- the tensile strength of masonry is assumed to equal to zero
- the limit strain of masonry in compression is 0.0035
- the limit strain of steel in tension is 0.01
- variation of stress as a function of the strain of masonry is assumed parabolic-rectangular
- variation of stress as a function of the strain of steel is assumed bounded by a horizontal upper branch
- the properties of filling concrete are considered the same as the properties of masonry (it is necessary to use the worse of the two materials)
- design strength of masonry (concrete) is provided by:
where: | fk | - | characteristic strength of masonry (concrete) |
γM | - | 1.8 |
- If the slenderness ratio given by the ratio of the height and the width of the wall is greater than 12, the effect of the II-nd order theory is considered by including an additional design bending moment given by:
where: | NEd | - | design value of the normal force |
hef | - | buckling height of the wall | |
t | - | wall thickness |
- If the slenderness ratio is greater than 27, then it is not possible to perform the analysis and it is necessary by changing geometry to obtain a more favorable slenderness ratio.
Verification for shear
Chapter 6.7, Appendix J
where: | VEd | - | design value of the shear force |
fvd | - | design value of the shear strength of masonry (concrete) | |
ρ | - | longitudinal reinforcement ratio | |
t | - | wall thickness | |
l | - | wall length - 1 running meter |