Check of an unreinforced single-leaf masonry wall subjected mainly to vertical loading to ČSN EN 1996-1-1:2024 incl. the Czech National Annex: effective height and slenderness, the reduction factor Φ at the top, mid-height and bottom of the wall and the design resistance NRd. Material data come from the manufacturer or from the general equations of the standard — the source of every value is shown in the calculation.
Unreinforced wall in compression
ČSN EN 1996-1-1:2024 incl. the Czech National Annex · single-leaf masonry wall subjected mainly to vertical loading · Φ at the top, mid-height and bottom
Masonry and material
Manufacturer data apply only to that product and system and take precedence — a product with manufacturer data does not offer the generic calculation to the standard. The generic calculation is an explicit choice for a custom unit or a product without manufacturer data.
MPa
Custom unit: clay, calcium silicate, concrete and autoclaved aerated concrete units to EN 771. Stone is outside the scope of the calculator.
Select category I / II from the manufacturer's declaration of performance / documentation. It sets γM (NA.2.1), so it is never assumed.
MPa
For thin layer mortar fm does not affect the compressive strength. It is needed only for Tables 5.5/5.6 (fm ≥ 5 MPa) — enter it from the mortar documentation; without it fxk cannot be taken from the tables.
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Adhesive foam is not a mortar to EN 998-2 and Table NA.2.1 gives no γM for it. Enter γM from the system documentation.
Advanced: manual values and creep
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MPa
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A manual value overrides both manufacturer data and the standard and is marked as manual in the calculation. Enter verified values only.
Wall and restraint
mm
m
m
b = length of the section considered: the whole length of a pier or short wall, 1 m for a long wall. Forces are entered for this length. A = b·t is the net area — chases and recesses are not deducted. b ≥ t is required: a narrower section (b < t) is outside the scope, buckling in the other direction is not checked.
ρ2 = 0.75 only for restraint to 7.5.1.3(10)(ii) and a top eccentricity < t/6; between t/6 and t/3 it is interpolated (11). Otherwise ρ2 = 1.0.
m
Stiffening wall to 7.5.1.3(3) and (4): bonded or tied, length ≥ h/5, thickness ≥ 0.3 tef. Openings to (8) mean a free edge.
Design actions (ULS)
kN
kNm
kNm
kN/m²
Signs: an eccentricity is positive when the resultant lies towards face A. Enter M1d and M2d in this convention — equal signs = single curvature, opposite signs = double curvature. wEd > 0 = pressure on face A.
Lateral load: simply supported wall, Mhm = wEd·b·h²/8 at mid-height, ehe = 0 at top and bottom.
kN/m²
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Self-weight increases the vertical force at mid-height and at the bottom: Nmd = N1d + γG·gk·b·h/2, N2d = N1d + γG·gk·b·h. Default γG = 1.35 (ČSN EN 1990, Eq. 6.10).
Advanced: manual values and creep
kNm
Empty field = linear distribution between top and bottom: Mmd = (M1d + M2d)/2 (Fig. 8.1). A manual value must include eccentric loads (e.g. corbels).
Assumptions and scope
Unreinforced single-leaf wall (tef = t) restrained at top and bottom, optionally stiffened along vertical edges — 7.5.1.3. Buckling is checked across the thickness t only; a section with b < t is outside the scope.
Forces and moments are design values (ULS); load combinations are not part of the calculator.
Φm to Annex F with the long-term modulus Elgterm = E/(1 + φ∞). The Czech text of F.1 prints “λ < 1.14 A1” for both branches — the second branch applies for λ ≥ 1.14 A1 as in EN 1996-1-1:2022.
Outside the scope: free top (ρ1), partially supported floors (tb), cavity, double-leaf and collar-jointed walls, walls with piers, chases and recesses (A and t are net values), courses of two unit types.
·Forces and moments are entered as design values; an eccentricity is positive when the resultant lies towards face A.
·The masonry unit category I / II must be selected from the manufacturer's declaration of performance — the calculator does not assume it.
·The calculator does not check cavity, double-leaf or collar-jointed walls, walls with piers, a free top edge, partially supported floors or chases and recesses; it is not a substitute for a complete structural design.