Calculating Timber Panel Walls | 4. Wall Design

Technical Article

This article describes the design of timber panel walls due to generated horizontal loads.

The wall design refers to the third article of this series.

System

The wall 4 at the bottom right will be designed in this article. The position of the wall is indicated in Figure 01. You can download the corresponding model with the forces at the end of this article.

Figure 01 - Forces per Wall

The system values are already included in Part 2 , the most relevant ones are listed below.

  • Material beam= C24
  • Cross-section of beam = 6/12 cm
  • Material of sheeting = OSB 3
    t = 18 mm one-sided
    ρm, O = 439 kg/m³
    G = 108 kN/cm²
  • kser = 159 N/mm
  • bE = b + t = 12 cm + 1.8 cm = 13.8 cm
  • Staples d = 1.5 mm, t = 45 mm
  • Distance staples av = 60 mm (single row)
  • Grid = 62.5 cm
  • Tie rod with 10 nails
    Diameter = 4.2 mm
    fully nailed
  • Wall length = 1 m (no intermediate rib)
  • Wall height = 2.75 m
  • Force = 5.67 kN

The calculation is performed at the characteristic level without partial safety factors. The design is performed according to clause 9.2.4.2 of Eurocode 5. Design requirements such as the minimum thickness of sheeting, etc. are met.

Ultimate limit state staples:

Formula 1

My,Rk = 150 · d3 = 150 · 1,53 = 506 Nmm

Formula 2

fh,1,k = 65 · d-0,7 · t0,1 = 65 · 1,5-0,7 · 180,1 = 65,3 N/mm2

Formula 3

Ff,Rk = 1,1 · 2 · My,Rk · fh,1,k · d = 1,1 · 2 · 506 · 56,3 · 1,5 = 0,33 kN

Ultimate limit state of timber frame wall:

Formula 4

Fv,Rk = Ff,Rk · b1 · c1av = 0,33 kN · 100 cm · 16 cm = 5,5 kN

Formula 5

5,67 kN5,5 kN = 1,03 > 1

The ultimate limit state of the timber frame wall is exceeded. For the ultimate limit state, it would be sufficient to reduce the distance of the staples by half a centimeter to 5.5 cm. However, the slip mentioned in the previous articles would also have to be recalculated in this case.

Ultimate limit state anchorage:

External forces to be introduced

Figure 02 - Forces Anchor

Formula 6

Fmax = F · hb = 5,67 kN · 275 cm100 cm = 15,6 kN

Fully nailed with 12 ribbed nails, the ultimate limit state is 20.5 kN > 15.6 kN according to the manufacturer's table values.

The design is thus fulfilled.

Timber design:

Buckling design in wall plane not necessary because timber is held by paneling.

For design with RF-TIMBER Pro, see Model 3 and Figure 03.

Compression perpendicular to the grain

Formula 7

fc,90,k = 0,2 kN/cm²

Formula 8

σc,90,k = Fc,90,kAef = 15,6 kN12 cm · (6 cm  3 cm) = 0,14 kN/cm2

Formula 9

σc,90,kkc,90 · fc,90,k = 0,1441,25 · 0,2 = 0,576 < 1

Buckling analysis

Formula 10

bnett = 100 cm - 6 cm1,8 cm = 52,2 < 100

Summary

In this last article of this series, the design of the timber panels is shown. You can calculate the stiffening of the building very well with the program using the analysis per story. Together with simple manual formulas, the design of wood-based panels is quick and easy.

Keywords

Timber panel Compression perpendicular to the grain Stand Buckling resistance OSB

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  • Updated 1 December 2020

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