TIMBER AND BEAM DEFLECTION, according to Eurocode 5TIMBER AND BEAM DEFLECTION, according to Eurocode 5TIMBER AND BEAM DEFLECTION, according to Eurocode 5TIMBER AND BEAM DEFLECTION, according to Eurocode 5
  • Home
  • Software
      • FireRating-C
      • WoodTruss
      • USB Portable
      • WoodJoint 5 10% off
      • WoodPanel
      • Offers
      • WoodBeam
      • PlaneFailure
      • Price List
  • Download
  • Blog
  • Contact us
English
  • Italian
✕
OCTOBER 2018 UPDATE
25 October 2018
UPDATE TO .NET FRAMEWORK 4.7.2
13 September 2019

TIMBER AND BEAM DEFLECTION, according to Eurocode 5

5 April 2019

How the software check for serviceability of the structure according to the technical standards in APF WoodBeam and APF WoodTruss.

Serviceability means the structure must appear safe and comfortable to the people who use it, excessive floor deflection could worry the people in a building. APF WoodTruss and APF WoodBeam perform serviceability checks in accordance with Eurocodice 5 (EN 1995-1-1:2004 + A1:2008 + A2:2014).

The timber deformation factor

In Eurocode 5 the deflection of a member is required at two stages:

Immediately when action are applied.

After time-dependent deformation has taken place.

Instantaneous and creep deformations are related by the deformation factor kdef :

ucreep = kdef uinst

The final deflection ufin may be obtained by superimposing the creep deformations ucreep on the instantaneous deformation uinst

The deformation factor kdef also appears in the relationships between the mean and final mean value of the modulus of elasticity (and shear modulus, and slip modulus) for example:

Emean,fin = Emean / (1 + kdef)

The ULS, first-order, linear elastic analyses

If the distribution of member forces and moments is affected by the stiffness distribution in the structure, for example when the structure is composed by different materials or materials with different time-dependent properties, the internal actions have to be derived using the final mean value dof the modulus of elasticity, for example:

Emean,fin = Emean / (1 + ψ2 kdef)

On the other hand, if this does not happen, when the stiffness distribution within the structure does not affect the distribution of internal stress resultants, for example where all material being used have the same time-dependent properties, the internal actions have to be derived using the mean value of the modulus of elasticity Emean

For second-order linear elastic analyses, design values of the modulus of elasticity (not adjusted for duration of load) must be used, for example:

Ed = Emean / γM

Below are some excerpts from the published technical standard:

From european standards on eurocodes EN 1995-1-1 2.3.2.2
From european standards on eurocodes EN 1995-1-1 2.3.2.2

The SLS analyses for timber structures

At the instantaneousconditions, Eurocode 5 uses the characteristic load combination to derive the deformation of members. In this short-term situation, the creep behaviour of the member is not relevant (it has not yet had any effect on the structure), deformations have to be derived using the mean value of the modulus of elasticity Emean

At the final conditions, Eurocode 5 uses the quasi-permanent load combination to derive the deformation of members. The final deflection ufin should be obtained by superimposing the creep deformations ucreep on the instantaneous deformation uinst

For structures consisting of members, components and connections with the same creep behaviour, the total deflection will be the superimposition of the creep deformation calculated with the quasi-permanent combination on the instanteneouns deformation calculated for the characteristic combination of actions, where the final deformation can then be written as:

ufin = ucreep + uinst = uinst (1 + kdef)

If he structure consists of members having different creep behaviour, the creep deformation should be calculated using the quasi-permanent combination of actions with the final mean value of the modulus of elasticity, and the final deflection is obtained adding the instantaneous deformation due to the difference between the characteristic and the quasi-permanent combination of actions (calculated using the mean value of the modulus of elasticity).

Below are some excerpts from the published technical standard:

From european standards on eurocodes EN 1995-1-1 2.2.3
From european standards on eurocodes EN 1995-1-1 2.2.3
Estratto dal documento ufficiale UNI EN 1995-1-1 2.2.3
From european standards on eurocodes EN 1995-1-1 2.2.3

 WoodBeam & WoodTruss

In APF WoodBeam and APF WoodTruss, the settings dialog window contains the following options : Combine Actions and Same Creep Behaviour

In APF WoodBeam and in APF WoodTruss, the internal actions and deformations are evaluated with two models:

Elements are modelled with
mean values

of the appropriate modulus of elasticity.

Elements are modelled with
final mean values
of the appropriate modulus of elasticity.

At the same time, the effects of actions are stored for both:

  • Each load group (set of independent actions: self-weight, variable actions, accidental actions).
  • Each design situation (combination of actions).

Combining actions or effects of actions

If Combine Actions is enabled, the effects of actions for each design situation are obtained by first combining forces on members and then computing their overall effect, otherwise the effects are calculated for each load group first and then they are combined to give the design situation value.

In the first case the actions are combined, in the second their effects.

Choice of deformability parameters

Using the mean or using the final mean values of the modulus of elasticity, shear modulus and slip modulus.

The Same Creep Behaviour option discriminates between the use of the effects calculated with the mean values or the final mean values of the elastic material properties.

At ULS the effects of actions are multiplied by partial factors to obtain the design value, and verification is undertaken to demonstrate that they are less than or equal to the design resistances.

The effects of actions used for the verification are those calculated with the mean or final mean elastic modulus depending on the value of the Same Creep Behaviour option.

At SLS, for instantaneous conditions, deflection is always evaluated using the mean value of the modulus of elasticity.

At SLS, for final conditions:

  • If Same Creep Behaviour is checked (true), the instantaneous deflection is evaluated for each independent load group, using the mean values of the modulus of elasticity, then the overall final deflection is obtained by combining these values using the kdef  deformation factor:
    ufin,G = uinst,G (1 + kdef)
    and
    ufin,Q,1 = uinst,Q,1 (1 + ψ2 kdef)
    and
    ufin,Q,i = uinst,Q,i (ψ0 + ψ2 kdef)
  • If Same Creep Behaviour is not checked (false), the final deflection is evaluated by superimposing the deflection obtained for the quasi-permanent combination of actions with the final mean values of the modulus of elasticity, on the difference between the deflections obtained with the mean values of the modulus of elasticity for the characteristic load combination less the quasi-permanent combination. If uqp,fm =  final deflection for the quasi-permanent combination with final mean elastic modulus, uqp,m = instantaneous deflection for the quasi-permanent combination with mean elastic modulus and uch,m = instantaneous deflection for the characteristic combination with mean elastic modulus, then ufin = uqp,fm + (uch,m – uqp,m)

The deflection check of timber beams

In APF WoodBeam and in APF WoodTruss, the verification is carried out for:

  • instantaneous deflection  —  due to the total loads (permanent and variable)
  • instantaneous deflection  —  due to the variable loads only
  • final deflection  —  due to the combination of all actions

The programs normally perform all these verifications, but it is possible to leave only one of them active, or to specify different limits for each one.

structural calculation verification of deformation at SLS
Share

Related posts

Nextfem plugin
8 February 2022

WoodJoint and NextFEM. The new timber joints plugin


Read more
13 January 2022

Designing the supports of a timber beam – WoodBeam to WoodJoint


Read more
13 December 2021

What’s new in APF WoodBeam 5.2


Read more

Cerca

✕

Articoli Recenti

  • WoodJoint and NextFEM. The new timber joints plugin
  • Designing the supports of a timber beam – WoodBeam to WoodJoint
  • What’s new in APF WoodBeam 5.2
  • Champoluc cableway and WoodJoint design
  • UPDATE TO .NET 5

Tags

aggiornamenti aggiornamento analisi circular section decreto deflection deformation deformazione design of support dimensioning eurocode 5 eurocodes expired license expiring license framework normativa old license progettazione SLS software structural design technical standards timber timber beam timber connections timber cross section timber cross section analysis ULS update Update license updates woodbeam woodjoint woodtruss

Software

  • FireRating-C
  • WoodJoint 5
  • WoodBeam
  • WoodTruss
  • WoodPanel
  • PlaneFailure
  • USB Portable
  • Offers
  • Price List

Support

  • About us
  • Contact us
  • FAQ
  • Licence Activation
  • Licence Plans
  • Compare Licences
  • Licence Terms
  • Cookie Policy
  • GDPR Policy

Download

  • Download
  • User Manuals
  • Tools
APF Nexus di Andrea Orlandi - Fraz. Villaret 48, 11016 – La Thuile, AO - P.IVA 01105940074 – C.F. RLN NDR 81S01 A326C
    English
    • Italian
    • English