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2024-03-13

Design of Timber Panel Wall with Beam Panel Thickness Type

In this article, the calculation of a timber panel wall with the beam panel thickness type is compared with a manual calculation.

System

  • Beam material = C24
  • ϱm,s (C24) = 420 kg/m³
  • Beam cross-section = 6/16 cm
  • Sheathing material = OSB 3
  • ϱk,p (OSB) = 550 kg/m³
  • t = 15 mm with one-side sheathing
  • Staples d=1.5 mm, t=50 mm
  • Staple spacing av = 75 mm (single row)
  • Grid = 62.5 cm
  • Wall length = 2.56 m
  • Wall height = 2.75 m
  • Load 8 kN horizontal
  • Load 5 kN/m vertical
  • Service Class 1

Slip Modulus kser

In the beam panel generator, the slip modulus is calculated according to Table 7.1 when performing a calculation according to Eurocode 5. This article explains this for fasteners.

According to EN 1995‑1‑1, the square root of the mean value of the density of the sheathing and the columns is used to calculate the slip. If the mean value of the raw density is not available, the characteristic value of the material library is multiplied by the value 1.15 according to ÖNORM EN 1995‑1‑1 (NA.7.1‑E1). This value can be user-defined in the material parameters.

Since the fastener has two nails, the slip modulus is calculated as follows.

In the attached file, this value is also calculated for the beam panel.

The sheathing of the timber panel wall is connected linearly elastic to the timber posts.

Divided into one meter of length, this results in:

1,000 mm / 75 mm = 13.33 connectors

→ 13 connectors x 404.6 N/mm = 5,260 kN/m²

The tie rod is not taken into account!

Loading

  • LC1 self-weight 5 kN/m (vertical)
  • LC2 Wind 8 kN (horizontal)
  • CO = 1.35 LC1 + 1.5 LC2
  • Calculation according to the linear static analysis

Horizontal deformation behavior of the timber panel wall pure horizontal load (8 kN):

  • Fastener in cladding uk,inst
  • Shear panel cladding uG,inst
  • Ribs (axial force members) uE,inst

The sum of the deformations for the horizontal deflection of 8 kN is 3.2 mm. This corresponds to the calculation in RFEM.

When calculating the load combination (1.35 LC1 + 1.5 LC2), the deflection of 4.8 mm for the force of 12 kN in the manual calculation corresponds well to the calculation in the program of 4.8 mm.

In further design checks, the internal forces and the design should be compared.


Author

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

References
  1. Blass, H. J.; Ehlbeck J.; Kreuzinger H.; Steck G.: Erläuterungen zu DIN 1052: Entwurf, Berechnung und Bemessung von Holzbauwerken, 2nd ed.). Karlsruhe: Bruderverlag, 2005
  2. Eurocode 5: Design of Timber Structures - Part 1-1: General – Common Rules and Rules for Buildings; DIN EN 1995-1-1:2010-12