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KB 000787 | Considering Elastic Slip Modulus of Timber Connection
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Description
If a timber connection is designed as shown in Figure 01, the torsional spring stiffness resulting from the connection can be considered. This can be determined by using the modulus of displacement of the fastener and the polar moment of inertia of the connection, neglecting the area of the fastener.
Keywords
Dlubal Knowledge Base flexibility Rotational spring stiffness Slip Modulus Dlubal KB Knowledge Base Technical Contribution
Reference
[1] | Eurocode 5: Design of timber structures - Part 1-1: General - Common rules and rules for buildings; EN 1995-1-1:2010-12 |
[2] | 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 |
[3] | Eurocode 5: Bemessung und Konstruktion von Holzbauten - Teil 1‑1: Allgemeines - Allgemeine Regeln und Regeln für den Hochbau - Nationale Festlegungen zur Umsetzung der OENORM EN 1995‑1‑1, nationale Erläuterungen und nationale Ergänzungen; ÖNORM B 1995‑1‑1:2015‑06‑15 |
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Considering Elastic Slip Modulus of Timber Connection
If a timber connection is designed as shown in Figure 01, the torsional spring stiffness resulting from the connection can be considered. This can be determined by using the modulus of displacement of the fastener and the polar moment of inertia of the connection, neglecting the area of the fastener.
Screenshots
RFEM/RSTAB add-on module RF-/TIMBER AWC | Design of members made of timber according to ANSI/AWC NDS-2015 (US standard)
RFEM/RSTAB add-on module RF-/JOINTS Timber-Timber to Timber | Design of direct timber connections according to Eurocode 5
RFEM/RSTAB add-on module RF-/TIMBER SANS | Design of members made of timber according to SANS 10163 (South African standard)
Product Features Articles

The cross-section resistance design analyzes tension and compression along the grain, bending, bending and tension/compression as well as the strength in shear due to shear force.
The design of structural components at risk of buckling or lateral-torsional buckling is performed according to the Equivalent Member Method and considers the systematic axial compression, bending with and without compressive force as well as bending and tension. Deflection of inner spans and cantilevers is compared to the maximal allowable deflection.
Separate design cases allow for a flexible and stability analysis of members, sets of members, and loads.
Design-relevant parameters such as the stability analysis type, member slendernesses, and limit deflections can be freely adjusted.
Frequently Asked Questions (FAQ)
- In RF-/TIMBER AWC and RF-/TIMBER CSA, I receive the error that says torsion limit exceeded. How do I bypass this error message?
- Can I consider a reduction of the stiffness according to the German regulation NCI NA.5.9 in TIMBER Pro?
- Why is the strength always reduced by the kmod value of 0.6 during the calculation in the RF‑LAMINATE add‑on module, although I have load combinations with variable loads?
- I have selected all available members for design in RF-/TIMBER Pro. Why are tapered members not designed?
- When performing the fire resistance design with TIMBER Pro, I get the error 10001. How can I fix the error?
- Is it possible to set user-defined values when viewing solid stress results?
- How are the signs for the release results of a line release and line hinges interpreted?
- How can I create a curved or arched section?
- Is it possible to design the support pressure or the compression perpendicular to the grain in RX‑TIMBER?
- After the design with RF‑/TIMBER Pro, I optimized a cross-section. Why is the utilization of the optimized cross-section exceeded now?
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