{"id":163,"date":"2019-04-05T09:46:34","date_gmt":"2019-04-05T07:46:34","guid":{"rendered":"https:\/\/www.apfstructuralsoftware.com\/calcolo-della-deformata-dimensionamento-secondo-la-normativa\/"},"modified":"2020-11-22T15:44:51","modified_gmt":"2020-11-22T14:44:51","slug":"timber-beam-deflection","status":"publish","type":"post","link":"https:\/\/www.apfstructuralsoftware.com\/en\/timber-beam-deflection\/","title":{"rendered":"TIMBER AND BEAM DEFLECTION, according to Eurocode 5"},"content":{"rendered":"\n

How the software check for serviceability of the structure according to the technical standards in APF WoodBeam<\/strong> and APF WoodTruss<\/strong>.<\/p>\n\n\n\n

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<\/strong> (EN 1995-1-1:2004 + A1:2008 + A2:2014)<\/em>.<\/p>\n\n\n\n

The timber deformation factor<\/h2>\n\n\n\n

In Eurocode 5 the deflection of a member is required at two stages:<\/p>\n\n\n\n

\n
\n
\"\"<\/figure><\/div>\n\n\n\n

Immediately when action are applied<\/em>.<\/p>\n<\/div>\n\n\n\n

\n
\"\"<\/figure><\/div>\n\n\n\n

After time-dependent deformation has taken place<\/em>.<\/p>\n<\/div>\n<\/div>\n\n\n\n

Instantaneous and creep deformations are related by the deformation factor<\/strong> kdef<\/sub> :<\/p>\n\n\n\n

ucreep = kdef uinst<\/code><\/pre>\n\n\n\n
The final deflection ufin<\/sub> may be obtained by superimposing the creep deformations ucreep<\/sub> on the instantaneous deformation uinst<\/sub><\/p>\n\n\n\n
The deformation factor kdef<\/sub> also appears in the relationships between the mean<\/strong> and final mean<\/strong> value of the modulus of elasticity (and shear modulus, and slip modulus<\/em>)<\/em> for example:<\/p>\n\n\n\n
Emean,fin = Emean \/ (1 + kdef)<\/code><\/pre>\n\n\n\n
The ULS, first-order, linear elastic analyses<\/h2>\n\n\n\n
If the distribution of member forces and moments is affected by the stiffness distribution in the structure<\/strong>, 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<\/strong><\/strong> dof the modulus of elasticity, for example:<\/p>\n\n\n\n
Emean,fin = Emean \/ (1 + \u03c82 kdef)<\/code><\/pre>\n\n\n\n
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<\/strong><\/strong> of the modulus of elasticity Emean<\/sub><\/p>\n\n\n\n
For second-order linear elastic analyses, design values of the modulus of elasticity (not adjusted for duration of load) must be used, for example:<\/p>\n\n\n\n
Ed = Emean \/ \u03b3M<\/code><\/pre>\n\n\n\n
Below are some excerpts from the published technical standard:<\/h3>\n\n\n\n
\"\"
From european standards on eurocodes EN 1995-1-1 2.3.2.2<\/figcaption><\/figure><\/div>\n\n\n\n
\"\"
From european standards on eurocodes EN 1995-1-1 2.3.2.2<\/figcaption><\/figure>\n\n\n\n
The SLS analyses for timber structures<\/h2>\n\n\n\n
At the instantaneous<\/strong>conditions, 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)<\/em>, deformations have to be derived using the mean value<\/strong> of the modulus of elasticity Emean<\/sub><\/p>\n\n\n\n
At the final<\/strong> conditions, Eurocode 5 uses the quasi-permanent load combination to derive the deformation of members. The final deflection ufin<\/sub> should be obtained by superimposing the creep deformations ucreep<\/sub> on the instantaneous deformation uinst<\/sub><\/strong><\/p>\n\n\n\n
For structures consisting of members, components and connections with the same creep behaviour<\/strong>, 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:<\/p>\n\n\n\n
ufin = ucreep + uinst = uinst (1 + kdef)<\/code><\/pre>\n\n\n\n
If he structure consists of members having different creep behaviour<\/strong>, the creep deformation should be calculated using the quasi-permanent combination of actions with the final mean value<\/strong> 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)<\/em>.<\/p>\n\n\n\n
Below are some excerpts from the published technical standard:<\/h3>\n\n\n\n
\"\"
From european standards on eurocodes EN 1995-1-1 2.2.3<\/figcaption><\/figure>\n\n\n\n
\"\"
From european standards on eurocodes EN 1995-1-1 2.2.3<\/figcaption><\/figure>\n\n\n\n
\"\"
Estratto dal documento ufficiale UNI EN 1995-1-1 2.2.3<\/figcaption><\/figure>\n\n\n\n
\"\"
From european standards on eurocodes EN 1995-1-1 2.2.3<\/figcaption><\/figure>\n\n\n\n
 WoodBeam & WoodTruss<\/h2>\n\n\n\n
In APF WoodBeam<\/strong> and APF WoodTruss<\/strong>, the settings dialog window contains the following options : Combine Actions<\/em><\/mark> and Same Creep Behaviour<\/em><\/mark><\/p>\n\n\n\n
\"\"<\/figure>\n\n\n\n
In APF WoodBeam and in APF WoodTruss, the internal actions and deformations are evaluated with two models:<\/p>\n\n\n\n
\n
\n
\"\"<\/figure><\/div>\n\n\n\n
Elements are modelled with<\/em>
mean values<\/strong><\/em>
of the appropriate modulus of elasticity<\/em>.<\/em><\/p>\n<\/div>\n\n\n\n
\n
\"\"<\/figure><\/div>\n\n\n\n
Elements are modelled with<\/em>
final mean values<\/strong>
of the appropriate modulus of elasticity<\/em>.<\/em><\/p>\n<\/div>\n<\/div>\n\n\n\n
At the same time, the effects of actions are stored for both:<\/p>\n\n\n\n
  • Each load group (set of independent actions: self-weight, variable actions, accidental actions<\/em>)<\/em>.<\/li>
  • Each design situation (combination of actions<\/em>)<\/em>.<\/li><\/ul>\n\n\n\n
    Combining actions or effects of actions<\/h2>\n\n\n\n
    If Combine Actions<\/em><\/mark> 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.<\/p>\n\n\n\n
    In the first case the actions are combined, in the second their effects.<\/p>\n\n\n\n
    Choice of deformability parameters<\/h2>\n\n\n\n
    Using the mean or using the final mean values of the modulus of elasticity, shear modulus and slip modulus.<\/p>\n\n\n\n
    The Same Creep Behaviour<\/em><\/em><\/mark> option discriminates between the use of the effects calculated with the mean<\/strong> values or the final mean<\/strong> values of the elastic material properties.<\/p>\n\n\n\n
    At ULS<\/strong> 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.<\/p>\n\n\n\n
    The effects of actions used for the verification are those calculated with the mean<\/strong> or final mean<\/strong> elastic modulus depending on the value of the Same Creep Behaviour<\/em><\/em><\/mark> option.<\/p>\n\n\n\n
    At SLS<\/strong>, for instantaneous<\/strong><\/strong> conditions, deflection is always evaluated using the mean value<\/strong> of the modulus of elasticity.<\/p>\n\n\n\n
    At SLS<\/strong>, for final<\/strong> conditions:<\/p>\n\n\n\n
    • If Same Creep Behaviour<\/em><\/em><\/mark> is checked (true), the instantaneous deflection is evaluated for each independent load group, using the mean<\/strong> values of the modulus of elasticity, then the overall final deflection is obtained by combining these values using the kdef<\/sub>  deformation factor:
      ufin,G<\/sub> = uinst,G<\/sub> (1 + kdef<\/sub>)
      and
      ufin,Q,1<\/sub> = uinst,Q,1<\/sub> (1 + \u03c82<\/sub> kdef<\/sub>)
      and
      ufin,Q,i<\/sub> = uinst,Q,i<\/sub> (\u03c80<\/sub> + \u03c82<\/sub> kdef<\/sub>)<\/code><\/li>
    • If Same Creep Behaviour<\/em><\/em><\/mark> 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<\/strong> values of the modulus of elasticity, on the difference between the deflections obtained with the mean<\/strong> values of the modulus of elasticity for the characteristic load combination less the quasi-permanent combination. If uqp,fm<\/sub> =  final deflection for the quasi-permanent combination with final mean<\/strong> elastic modulus, uqp,m<\/sub> = instantaneous deflection for the quasi-permanent combination with mean<\/strong> elastic modulus and uch,m<\/sub> = instantaneous deflection for the characteristic combination with mean<\/strong> elastic modulus, then ufin<\/sub> = uqp,fm<\/sub> + (uch,m<\/sub> – uqp,m<\/sub>)<\/li><\/ul>\n\n\n\n
      The deflection check of timber beams<\/h2>\n\n\n\n
      In APF WoodBeam and in APF WoodTruss, the verification is carried out for:<\/p>\n\n\n\n
      • instantaneous deflection  \u2014  due to the total loads (permanent and variable)<\/em><\/li>
      • instantaneous deflection  \u2014  due to the variable loads only<\/li>
      • final deflection  \u2014  due to the combination of all actions<\/li><\/ul>\n\n\n\n
        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.<\/p>\n\n\n\n
        \"\"
        structural calculation verification of deformation at SLS<\/figcaption><\/figure>\n","protected":false},"excerpt":{"rendered":"
        How the software check for serviceability of the structure according to the technical standards in APF WoodBeam and APF WoodTruss.<\/p>\n","protected":false},"author":1,"featured_media":164,"comment_status":"closed","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"pmpro_default_level":"","footnotes":""},"categories":[17],"tags":[28,42,41,29,43,44,46,39,45,30,31],"_links":{"self":[{"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/posts\/163"}],"collection":[{"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/users\/1"}],"replies":[{"embeddable":true,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/comments?post=163"}],"version-history":[{"count":22,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/posts\/163\/revisions"}],"predecessor-version":[{"id":837,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/posts\/163\/revisions\/837"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/media\/164"}],"wp:attachment":[{"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/media?parent=163"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/categories?post=163"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/www.apfstructuralsoftware.com\/en\/wp-json\/wp\/v2\/tags?post=163"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}