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Dipl.-Ing. (FH) Bastian Kuhn, M.Sc.

2025-02-12

Design of Timber Panel Wall with Beam Panel Thickness Type

In this article, the design of a timber panel wall with the beam panel thickness type is performed.

The design rules according to EC5 are explained for the timber panel wall already presented in the article Design of Timber Panel Wall with Beam Panel Thickness Type. Material and geometry properties are taken from this article and are therefore not determined here again.

KB | Design of Timber Panel Wall with Beam Panel Thickness Type

The timber panel wall has one-side sheathing. The design is carried out for the horizontal deflection of 12 kN in Load Combination 1.

The plate width is applied with a length of 2.56 m. Usually, no large-format plates are used. For normal plates, the width would have to be set to 1.25 m!

The vertical loads are introduced by the 3D model at the upper frame. Due to the continuity effect, the resulting axial force of 6.75 kN/m × 0.625 m = 4.22 kN determined in the manual calculation does not result.

Timber panel wall model in RFEM 6 without continuity effect and bending moments on ribs

Timber Panel Wall: Load Distribution in RFEM 6

In the calculation with the Beam Panel thickness type, the maximum axial force of -4.72 kN results from a purely vertical load of 6.75 kN/m. The image shows axial forces with the continuity effects and without them.

Together with the horizontal force, the load combination results in a compressive force of -12.66 kN.

Simulation of the governing axial force distribution in the ribs of a timber panel wall in RFEM 6

Axial Force in Timber Panel Wall Ribs in RFEM 6

Ribs are considered as laterally restrained against rotation and buckling. The design according to 6.3.2 of [1] is therefore performed about the major axis.

Design of Supports

Stability analysis of a beam panel as a timber panel wall according to Eurocode 5, Case KB 001923

Stability Analysis of Beam Panel for Timber Panel Wall

Inclinations (imperfections) and wind loads will be discussed in a future article on spatial calculation.

Design of Sheathing

In the sheathing design, there are three failure modes to be analyzed.

Design of Fasteners
Shear resistance of the OSB/3 board
Buckling of the sheathing

Design of Fasteners

Buckling resistance (according to 8.30 [1])

The tensile strength is assumed to be f_u,k = 900 N/mm².

M_{y, Rk} = 0.3 \cdot f_{u, k} d^{2.6} = 0.3 \cdot 900 N / {mm}^{2} \cdot 1 . 5^{2.6} = 774.8 Nmm

Characteristic Yield Moment

Hole bearing strength of the OSB board (8.22 [1])

f_{h, k} = 65 d^{- 0, 7} t^{0, 1} = 65 \cdot 1, 5^{- 0, 7} \cdot 15^{0, 1} = 64, 16 N / m m^{2}

Hole Bearing Strength of OSB

Buckling resistance (NA.116 [1])

Factor A = 0.8 from Table NA.13[1]

F_{v, Rk} = A \sqrt{2 M_{y, Rk} \cdot f_{h, 1, k} \cdot d} = 0.8 \sqrt{2 \cdot 774.8 \cdot 64.16 \cdot 1.5} = 308.9 N \approx 0.31 kN

Staple Resistance

Load capacity of the plate (9.21 [1])

Shear wall width b_i = 256 cm
Factor c_i = 1 (9.21 [1])
Fastener distance s = 7.5 cm

F_{i, v, Rd} = \frac{F_{v, Rk} \cdot b_{i} \cdot c_{i}}{s} = \frac{0.31 kN \cdot 256 cm \cdot 1}{7.5 cm} = 12.65 kN

Plate Capacity of Fasteners

Shear Flow

s_{v, 0, Rd} = \frac{F_{i, v, Rd}}{L} = \frac{12.65 kN}{2.56 m} = 4.94 kN / m

Shear Flow in Ultimate Limit State

s_{v, 0, d} = \frac{F}{L} = \frac{12 kN}{2.56 m} = 4.69 kN / m

Shear Flow Loading

This value is calculated the same way in the result diagrams using the correct smoothing.

Display of a shear stress distribution in a timber wall panel using numerical parameters

Result Diagram of Shear Flow in Timber Panel Wall

As an alternative to the result diagrams, the forces are also displayed graphically in the forces of the line hinges. For this example, the stiffnesses are only calculated in the longitudinal direction of the line hinge. Therefore, it is sufficient to analyze the forces, as shown in the following image for n. If the stiffness in C_u,z is also taken into account, it is also necessary to analyze the force v_z here.

Visualization of the shear flow result diagram and acting forces on a timber panel wall

Shear Flow in Timber Panel Wall

Design of fasteners:

η = \frac{s_{v, 0, d}}{s_{v, 0, Rd}} = \frac{4.69 kN / m}{4.94 kN / m} = 0.95 \leq 1

Design of Connection

Shear Buckling of Plate (According to 9.2.4.2[1])

b_net = 565 mm (clear distance of ribs)
b_net/t = 565 mm/15 mm = 37.7 less than 100

--> The buckling design is fulfilled.

Since the distance is larger than 35, the factor k_sb is considered in the plate design according to German NA.

Plate Check

s_{v, 0, Rd, P} = \frac{f_{v, k} \cdot k_{\mod} \cdot t \cdot k_{sb} \cdot k_{da}}{γ_{M}} = \frac{6.8 N / mm ² \cdot 1 \cdot 15 mm \cdot 0.84 \cdot 1}{1.2} = 71.4 kN / m

Shear Flow of Sheathing in Ultimate Limit State

Shear strength OSB f_v,k = 6.8 N/mm²
Partial safety factor y_M = 1.2
Modification factor k_mod = 1.0
Shear for the slab k_sb = 35 * t/b_r = 0.84
Factor according to NCI 9.2.4.2 k_da = 1.0 (due to the sheathing on one side)
Distance of ribs b_r = 62.5 cm

η = \frac{s_{v, 0, d}}{s_{v, 0, R d, P}} = \frac{4, 69 k N / m}{71, 4 k N / m} = 0, 07 < 1

Plate Check

Author

Mr. Kuhn is responsible for developing products for timber structures, and provides technical support for our customers.

Links

KB | Design of Timber Panel Wall with Beam Panel Thickness Type

References

DIN. (2013). National Annex – Eurocode 5: Design of Timber Structures – Part 1-1: General – Common Rules and Rules for Buildings, DIN EN 1995-1-1/NA:2013-08. Berlin: Beuth Verlag GmbH.

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