Timber shear wall: racking resistance to EN 1995-1-1
Checks a timber-frame wall sheathed with a wood-based board for racking at the ultimate limit state, to EN 1995-1-1 or DIN 1052, with the fastener capacity from SIA 265/1. Every step shows its formula and the clause it comes from.
Expert EN 1995-1-1
Part of the Expert plan
This module is included in the Expert plan and above, with its calculation note.
About this check
clauses, worked example and questions
Checks a timber-frame wall sheathed with a wood-based board for racking at the ultimate limit state, to EN 1995-1-1 or DIN 1052, with the fastener capacity from SIA 265/1. Every step shows its formula and the clause it comes from.
What it checks
- Capacity of one fastener, SIA 265/1: Rd = 1.5 · 110 · d^1.7 (§8.3.4.1), fh,k = 65 · d^−0.7 · t^0.1 (§8.3.4.2), Rd,2 = (2/3) · (ηmod / γM) · fh,k · d · (t − 2 mm), and Ff,Rd = min(ηt · ηw · Rd, Rd,2). The penetration l − t must reach 14 · d (§8.3.1.2).
- Racking resistance, method A, EN 1995-1-1 §9.2.4.2: Fd ≤ Fi,v,Rd = n · kedge · Ff,Rd · b · ci / s (9.21), with ci = 1 for b ≥ b₀ = h/2, otherwise b / b₀ (9.22).
- Smallest sheet width counted: h/4 (§9.2.4.2(2), §9.2.4.3.1(2)).
- Shear buckling of the sheet: disregarded while bnet / t ≤ 100 (§9.2.4.2(11)).
- End forces: Fi,c,Ed = Fi,t,Ed = Fi,v,Ed · h / b (9.23).
What you enter and what you get
You choose the design code (EN 1995-1-1 or DIN 1052) and, under EN 1995-1-1, method A (§9.2.4.2) or B (§9.2.4.3). You enter the panel length b and height h, the clear distance bnet between studs, sheathing on one or both sides, the racking load Fv,Ed, the fastener (capacity entered directly, or d and l of a staple or nail), the spacing s, the edge factor kedge of §9.2.4.2(5) if wanted, the board thickness t, ηmod (SIA 265, table 9), γM (SIA 265, table 6), the load duration and the service class.
You get the fastener and racking capacities, both checks with their utilisations and the end forces, each with its clause. With the Expert plan, it prints as an A4 calculation note.
Assumptions and limits
- SIA 265 §5.4.2 covers shear walls only in principle, with no procedure; EN 1995-1-1 and DIN 1052 give one, so the module is offered under each.
- No norm table is reproduced: ηmod and γM are pre-filled with a common value and carry the clause to look up.
- kedge is off by default, because the capacity comes from SIA 265/1 rather than Section 8 of EN 1995-1-1.
- Method A applies to a wall with a tie-down at its end, fastened all round at a constant spacing. A panel with a door or window opening does not count.
- Fasteners inside a sheet may be spaced at no more than twice the perimeter spacing (§9.2.4.2(12)).
- Post buckling (6.3.2) and bearing on the sole plate (6.1.5) have their own modules, compression and bearing. Where tension is taken down to the construction below, anchor the panel with stiff fasteners.
Worked example
A wall panel 9,000 mm long and 3,000 mm high, sheathed on one side with a 16 mm board, bnet = 565 mm, fasteners 1.53 mm × 45 mm at 50 mm, ηmod = 0.85, γM = 1.3, service class 1, a racking load of 60.4 kN, by method A of EN 1995-1-1. These are the module's own results for its worked example, computed when this page was built.
| Input | Value | Ref. |
|---|---|---|
| Simplified method | Method A — §9.2.4.2 | EN 1995-1-1 §9.2.4.1(7) |
| Length of the wall panel b | 9000 mm | |
| Height of the wall panel h | 3000 mm | |
| Clear distance between studs bnet | 565 mm | EN 1995-1-1 §9.2.4.2(11) |
| Sheathing | One side of the wall | EN 1995-1-1 §9.2.4.2(7) |
| Design racking load at the top of the wall Fv,Ed | 60.4 kN | |
| Capacity of one fastener | Staple or nail, computed per SIA 265/1 | |
| Fastener diameter d | 1.53 mm | SIA 265/1 §8.3.4 |
| Fastener length l | 45 mm | SIA 265/1 §8.3.1.2 |
| Spacing of the fasteners s | 50 mm | |
| Edge fastener factor of §9.2.4.2(5) kedge | Not applied | EN 1995-1-1 §9.2.4.2(5) |
| Thickness of the sheathing t | 16 mm | |
| Modification factor of the panel ηmod | 0.85 | SIA 265 t.9 |
| Resistance factor of the panel γM | 1.3 | SIA 265 t.6 |
| Load duration ηt | Short to permanent | SIA 265 §2.2.6 |
| Service class ηw | 1 | SIA 265 §3.2.1.3 t.4 |
| Step | Value | Ref. |
|---|---|---|
| Load duration factorFrom the load duration chosen for the wall. It multiplies the capacity of the fastener below and the strength of the edge post. | ηt = 1.00 | SIA 265 §2.2.6 |
| Moisture factorFrom the service class chosen for the wall. It multiplies the capacity of the fastener below and the strength of the edge post. | ηw = 1.00 | SIA 265 §3.2.1.3 t.4 |
| Capacity from the embedmentRd = 1.5 · 110 · d^1.7 | Rd = 340.0 N | SIA 265/1 §8.3.4.1 |
| Embedment strengthfh,k = 65 · d^−0.7 · t^0.1 | fh,k = 63.69 N/mm² | SIA 265/1 §8.3.4.2 |
| Capacity from the panelRd,2 = (2/3) · (ηmod/γM) · fh,k · d · (t − 2 mm), with the ηmod and γM entered for the sheathing | Rd,2 = 594.6 N | SIA 265/1 |
| Capacity of one fastenerFf,Rd = min(ηt · ηw · Rd, Rd,2), the smaller of the two above | Ff,Rd = 0.3400 kN | SIA 265/1 |
| Penetration into the framingmust reach 14 · d = 21.4 mm | l − t = 29.0 mm | SIA 265/1 §8.3.1.2 |
| Smallest sheet width that may be countedA panel narrower than a quarter of the wall height does not count towards the racking capacity at all. | h/4 = 750 mm | EN 1995-1-1 §9.2.4.2(2) · §9.2.4.3.1(2) |
| Step | Value | Ref. |
|---|---|---|
| Reference widthb₀ = h/2 | b₀ = 1,500 mm | EN 1995-1-1 §9.2.4.2 (9.22) |
| Width factorci = 1 for b ≥ b₀, otherwise b / b₀. A panel narrower than half its height is credited with less than its full length. | ci = 1.0000 | EN 1995-1-1 §9.2.4.2 (9.22) |
| Sheathed sidesa board on one side only | n = 1.00 | EN 1995-1-1 §9.2.4.2(7) |
| Racking capacity of the panelFi,v,Rd = n · kedge · Ff,Rd · b · ci / s | Fi,v,Rd = 61.197 kN | EN 1995-1-1 §9.2.4.2 (9.21) |
| Racking resistance of the wallFd ≤ Fi,v,Rd | η = 0.987 · Pass99 % of the capacity used | EN 1995-1-1 §9.2.4.2 |
| Step | Value | Ref. |
|---|---|---|
| Shear buckling of the sheet may be disregardedbnet / t ≤ 100 | η = 0.353 · Pass35 % of the capacity used | EN 1995-1-1 §9.2.4.2(11) |
| Step | Value | Ref. |
|---|---|---|
| Vertical force at each end of the wallFi,c,Ed = Fi,t,Ed = Fi,v,Ed · h / b. The racking load turns into a couple: the leeward end is compressed and the windward end is pulled up. | Ft,d = Fc,d = 20.133 kN | EN 1995-1-1 §9.2.4.2 (9.23) |
| Step | Value | Ref. |
|---|---|---|
| Verified hereSIA 265 §5.4.2 covers shear walls but stops at principles: it requires the capacity to be established by a safe model or by testing, asks for the stiffness differences between panels of unequal width to be allowed for, and for deformations to account for fastener slip. It gives no procedure, which is why this module offers the Eurocode and DIN routes instead. | – = the fastening and the end posts | SIA 265 §5.4.2 |
How this module is verified
Verified clause by clause against EN 1995-1-1 and against independent calculations used on real projects, before release.
Questions
Why not SIA 265?
SIA 265 §5.4.2 asks for the capacity to be established by a safe model or by testing, but gives no procedure.
What happens to a narrow panel?
Below h/4 it is not counted. Between h/4 and h/2 it is credited with less than its length, through ci = b / b₀.
Which plan includes this module?
The Expert plan, with its calculation note.
Related
- Bar in compression, ultimate limit state
- Bearing at a support, ultimate limit state
- Timber design to SIA 265: all timber modules
- EN 1995: modules and checks
Norm: EN 1995-1-1 · Page updated: 21 October 2026