General notes on ductility in timber structures
The paper discusses the implications of ductility in design of timber structures under static and dynamic loading including earthquakes. Timber is a material inherently brittle in bending and in tension, unless reinforced adequately. However connections between timber members can exhibit significant...
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| Published in: | Engineering structures Vol. 33; no. 11; pp. 2987 - 2997 |
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| Main Authors: | , |
| Format: | Journal Article |
| Language: | English |
| Published: |
Elsevier Ltd
01.11.2011
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| Subjects: | |
| ISSN: | 0141-0296, 1873-7323 |
| Online Access: | Get full text |
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| Abstract | The paper discusses the implications of ductility in design of timber structures under static and dynamic loading including earthquakes. Timber is a material inherently brittle in bending and in tension, unless reinforced adequately. However connections between timber members can exhibit significant ductility, if designed and detailed properly to avoid splitting. Hence it is possible to construct statically indeterminate systems made of brittle timber members connected with ductile connections that behave in a ductile fashion. The brittle members, however, must be designed for the overstrength related to the strength of the ductile connections to ensure the ductile failure mechanism will take place before the failure of the brittle members. The overstrength ratio, defined as the ratio between the 95th percentile of the connection strength distribution and the analytical prediction of the characteristic connection strength, was calculated for multiple doweled connections loaded parallel to the grain based on the results of an extensive experimental programme carried out on timber splice connections with 10.65 and 11.75 mm diameter steel dowels grade 4.6. In this particular case the overstrength ratio was found to range from 1.2 to 2.1, and a value of 1.6 is recommended for ductile design. The paper illustrates the use of the elastic–perfectly plastic analysis with ductility control for a simple statically indeterminate structure and compares this approach to the fully non-linear analysis and with the more traditional linear elastic analysis. It is highlighted that plastic design should not be used for timber bridges since fatigue may lead to significant damage accumulation in the connections if plastic deformations have developed. The paper also shows that the current relative definitions of ductility, as a ratio between an ultimate deformation/displacement and the corresponding yield quantity, should be replaced by absolute definitions of ductility, for example the ultimate deformation/displacement, as the latter ones better represent the ductile structural behavior.
► Ductility in timber structures can be achieved mainly by designing ductile connections. ► Timber members, however, must be designed for the overstrength of the connections. ► Overstrength is the ratio between the 95th percentile and the analytical design strength. ► An overstrength ratio of 1.6 is recommended for doweled timber splice connections. ► Absolute definitions like the ultimate deformation should be used to measure ductility. |
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| AbstractList | The paper discusses the implications of ductility in design of timber structures under static and dynamic loading including earthquakes. Timber is a material inherently brittle in bending and in tension, unless reinforced adequately. However connections between timber members can exhibit significant ductility, if designed and detailed properly to avoid splitting. Hence it is possible to construct statically indeterminate systems made of brittle timber members connected with ductile connections that behave in a ductile fashion. The brittle members, however, must be designed for the overstrength related to the strength of the ductile connections to ensure the ductile failure mechanism will take place before the failure of the brittle members. The overstrength ratio, defined as the ratio between the 95th percentile of the connection strength distribution and the analytical prediction of the characteristic connection strength, was calculated for multiple doweled connections loaded parallel to the grain based on the results of an extensive experimental programme carried out on timber splice connections with 10.65 and 11.75 mm diameter steel dowels grade 4.6. In this particular case the overstrength ratio was found to range from 1.2 to 2.1, and a value of 1.6 is recommended for ductile design. The paper illustrates the use of the elastic–perfectly plastic analysis with ductility control for a simple statically indeterminate structure and compares this approach to the fully non-linear analysis and with the more traditional linear elastic analysis. It is highlighted that plastic design should not be used for timber bridges since fatigue may lead to significant damage accumulation in the connections if plastic deformations have developed. The paper also shows that the current relative definitions of ductility, as a ratio between an ultimate deformation/displacement and the corresponding yield quantity, should be replaced by absolute definitions of ductility, for example the ultimate deformation/displacement, as the latter ones better represent the ductile structural behavior.
► Ductility in timber structures can be achieved mainly by designing ductile connections. ► Timber members, however, must be designed for the overstrength of the connections. ► Overstrength is the ratio between the 95th percentile and the analytical design strength. ► An overstrength ratio of 1.6 is recommended for doweled timber splice connections. ► Absolute definitions like the ultimate deformation should be used to measure ductility. The paper discusses the implications of ductility in design of timber structures under static and dynamic loading including earthquakes. Timber is a material inherently brittle in bending and in tension, unless reinforced adequately. However connections between timber members can exhibit significant ductility, if designed and detailed properly to avoid splitting. Hence it is possible to construct statically indeterminate systems made of brittle timber members connected with ductile connections that behave in a ductile fashion. The brittle members, however, must be designed for the overstrength related to the strength of the ductile connections to ensure the ductile failure mechanism will take place before the failure of the brittle members. The overstrength ratio, defined as the ratio between the 95th percentile of the connection strength distribution and the analytical prediction of the characteristic connection strength, was calculated for multiple doweled connections loaded parallel to the grain based on the results of an extensive experimental programme carried out on timber splice connections with 10.65 and 11.75 mm diameter steel dowels grade 4.6. In this particular case the overstrength ratio was found to range from 1.2 to 2.1, and a value of 1.6 is recommended for ductile design. The paper illustrates the use of the elastic-perfectly plastic analysis with ductility control for a simple statically indeterminate structure and compares this approach to the fully non-linear analysis and with the more traditional linear elastic analysis. It is highlighted that plastic design should not be used for timber bridges since fatigue may lead to significant damage accumulation in the connections if plastic deformations have developed. The paper also shows that the current relative definitions of ductility, as a ratio between an ultimate deformation/displacement and the corresponding yield quantity, should be replaced by absolute definitions of ductility, for example the ultimate deformation/displacement, as the latter ones better represent the ductile structural behavior. |
| Author | Jorissen, André Fragiacomo, Massimo |
| Author_xml | – sequence: 1 givenname: André surname: Jorissen fullname: Jorissen, André email: A.J.M.Jorissen@bwk.tue.nl organization: University of Technology, Eindhoven and SHR, Wageningen, The Netherlands – sequence: 2 givenname: Massimo surname: Fragiacomo fullname: Fragiacomo, Massimo email: fragiacomo@uniss.it organization: Department of Architecture, Design and Urban Planning, University of Sassari, Palazzo del Pou Salit, Piazza Duomo 6, 07041 Alghero, Italy |
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| Cites_doi | 10.1016/j.engstruct.2011.03.011 10.1007/BF02609174 10.1007/BF02479541 10.1002/(SICI)1096-9845(199909)28:9<979::AID-EQE850>3.0.CO;2-1 10.1061/(ASCE)0733-9445(1986)112:12(2592) 10.1016/j.engstruct.2011.05.020 10.1002/eqe.4290230504 |
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| Keywords | Connections Wood Yielding Ductility Non-linear analysis Timber Plasticity |
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| References_xml | – reference: EN 338. Structural timber—strength classes, rue de Stassart, 36 B-1050. Brussels (Belgium): Published by Comité Européen de Normalisation, CEN; 2008. – reference: Muñoz W, Mohammad M, Salenikovich A, Quenneville P. Need for a harmonized approach for calculations of ductility of timber assemblies. In: Proceedings of the meeting 41 of the working commission W18-timber structures. CIB. 2008. – reference: Ceccotti A, Sandhaas C. A proposal for a standard procedure to establish the seismic behaviour factor – reference: Yasumura M, Kawai N. Estimating seismic performance of wood-framed structures. In: Proceedings of 1998 IWEC Switzerland. vol. 2. p. 564–71. – volume: 9 start-page: 118 year: 1977 end-page: 123 ident: br000070 article-title: Load-slip characteristics for connections with common nails publication-title: Wood Sci Technol – volume: 28 start-page: 979 year: 1999 end-page: 993 ident: br000160 article-title: Capacity spectrum method based on inelastic demand spectra publication-title: Earthq Eng Struct Dyn – reference: Smith I, Asiz A. Transition from design of timber components to design of systems. In: IABSE-fib conference. 2010. – reference: Jorissen A. Double shear timber connections with dowel-type fasteners. Ph.D. thesis. The Netherlands: Delft University of Technology, 1998. – reference: Foliente GC. Issues in seismic performance testing and evaluation of timber structural systems. In: Proceedings of the 1996 international timber engineering conference. vol. 1. p. 1.29–.36. – reference: EN 1993-1-8. 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