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Analysis of shear wallsfor multi-storey timber buildings
Linnaeus University, Faculty of Science and Engineering, School of Engineering. (Byggteknik)
2011 (English)Doctoral thesis, comprehensive summary (Other academic)
Abstract [en]

This doctoral thesis addresses questions of how wind loads acting on multistoreytimber buildings can be dealt with by structural design of such buildings.The conventional use of sheathing either nailed or screwed to a timberframework is considered, together with other stabilizing structures such ascross-laminated timber panels.The finite element method was employed in simulating the structuralbehaviour of stabilizing wall units. A series of studies was carried out of walls inwhich the sheathing was nailed to a timber frame. Different structural levelswere studied starting with modelling the performance of single sheathing-toframingconnections, to the use of models for studying the overall structuralbehaviour of walls. The results of calculations using models for simulation ofwalls subjected to different loading agree reasonably well with experimentalresults. The structural properties of the connections between the sheathing andthe frame, as well as of the connections between the members of the frame,were shown to have a substantial effect on the simulated behaviour of shearwall units. Both these types of connections were studied and described inappended papers.Regarding cross-laminated timber wall panels, it was concluded that walls witha high level of both stiffness and strength can be produced by the use of suchpanels, and also that the connections between the solid wall panels can bedesigned in such a way that the shear forces involved are transmitted from onepanel to the next in an efficient manner.Other topics in the thesis include the properties of connections between shearwalls and the rest of the building. Typically high tension forces occur at specificpoints in a timber structure. These forces need to be transmitted downwards inthe structure, ultimately connecting them to the substrate. A lap-joint that maybe used for this purpose has been studied using generalized Volkersen theory.Finally the maximum capacity of a conventional rail to substrate connection hasbeen examined using linear and nonlinear fracture mechanics.

Place, publisher, year, edition, pages
Växjö, Kalmar: Linnaeus University Press , 2011.
Series
Linnaeus University Dissertations, 45/2011
Keyword [en]
multi-storey structures, timber engineering, wind stabilization, shear walls, cross-laminated timber wall panels, fasteners, sheathing-to-framing connections
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
URN: urn:nbn:se:lnu:diva-11489ISBN: 978-91-86491-73-4OAI: oai:DiVA.org:lnu-11489DiVA: diva2:413298
Public defence
2011-05-06, M1083, Hus M, Lückligs Plats 1, Växjö, 10:00 (English)
Opponent
Supervisors
Available from: 2011-05-02 Created: 2011-04-28 Last updated: 2011-05-02Bibliographically approved
List of papers
1. Experimental study of cross-laminated timber wall panels
Open this publication in new window or tab >>Experimental study of cross-laminated timber wall panels
2009 (English)In: European Journal of Wood and Wood Products, ISSN 0018-3768, E-ISSN 1436-736X, Vol. 67, no 2, 211-218 p.Article in journal (Refereed) Published
Abstract [en]

The use of cross-laminated structural timber elementsis becoming increasingly popular. The number of layersvaries normally from three upwards. The structural performanceof five-layer cross-laminated timber elements was investigated.The five layers consisted of 19mm thick boards,laid successively at right angles to each other and gluedtogether with PU-adhesive, layers 1, 3 and 5 lying in onedirection and layers 2 and 4 in the other. The stiffness andstrength of four cross-laminated timber elements (4955mmlong, 1250mm wide and 96mm thick) were studied duringin-plane bending. Two of the elements were first partitionedinto two parts that were reconnected in two different waysprior to testing. The influence of the way in which the crosslaminatedtimber elements were reconnected was studied,the behaviour observed being compared with the test resultsfor the unpartitioned specimens with respect to both strengthand stiffness. The experimental tests performed showed thecross-laminated timber elements to possess a high degree ofstiffness and strength. There was also found to be a markeddifference in behaviour between the two different ways inwhich the elements were connected to each other. One of thetwo connecting methods studied, being of less good designbut earlier frequently used in Sweden, showed as expectedpoor structural performance, whereas the other one appliedas a safer alternative performed well.

Place, publisher, year, edition, pages
Springer, 2009
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
urn:nbn:se:vxu:diva-6876 (URN)10.1007/s00107-009-0313-5 (DOI)
Available from: 2010-01-21 Created: 2010-01-21 Last updated: 2014-05-12Bibliographically approved
2. Coupled and uncoupled nonlinear elastic finite element models formonotonically loaded sheathing-to-framing joints in timber based shear walls
Open this publication in new window or tab >>Coupled and uncoupled nonlinear elastic finite element models formonotonically loaded sheathing-to-framing joints in timber based shear walls
2010 (English)In: Engineering structures, ISSN 0141-0296, E-ISSN 1873-7323, Vol. 32, no 11, 3433-3442 p.Article in journal (Refereed) Published
Abstract [en]

Four different elastic models for sheathing-to-framing connections are presented and evaluated on asingle connection level and on a shear wall level. Since the models are elastic in their nature they aresuitable mainly for cases where the sheathing-to-framing connections are subjected to monotonicallyincreasing displacements. Of the four models one is uncoupled and the others are coupled with respect tothe two perpendicular displacement directions in a two-dimensional model. Two of the coupled modelsare non-conservative, while the third is conservative, indicating a path independency with respect to thework done to reach a defined state of deformation. When the different models are compared it is obviousthat the uncoupled model gives strength and stiffness values higher than the others; however it is notobvious which of the models to use in a shear wall analysis, each of the models having its advantages anddisadvantages. For the experimental data used as input in the analyses of this study however, a couplednon-conservative model seems the most appropriate.

Place, publisher, year, edition, pages
Elsevier, 2010
Keyword
Shear walls, Coupled model, Sheathing-to-framing joint, Finite element method
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
urn:nbn:se:lnu:diva-9202 (URN)10.1016/j.engstruct.2010.05.018 (DOI)
Available from: 2010-10-29 Created: 2010-10-29 Last updated: 2015-09-28Bibliographically approved
3. Some design aspects on anchoring of timber frame shear walls by transverse walls
Open this publication in new window or tab >>Some design aspects on anchoring of timber frame shear walls by transverse walls
2010 (English)In: Proceedings of the 11th World Conference on Timber Engineering / [ed] Ario Ceccotti, 2010Conference paper (Refereed)
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
urn:nbn:se:lnu:diva-7428 (URN)
Conference
WCTE 2010
Available from: 2011-01-26 Created: 2010-08-17 Last updated: 2011-05-02Bibliographically approved
4. Influence of contact stress between sheets on strength and stiffness of timber frame shear walls
Open this publication in new window or tab >>Influence of contact stress between sheets on strength and stiffness of timber frame shear walls
2010 (English)In: Proceedings of the 11th World Conference on Timber Engineering / [ed] Ario Ceccotti, 2010Conference paper (Refereed)
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
urn:nbn:se:lnu:diva-7425 (URN)
Conference
WCTE 2010
Available from: 2010-09-03 Created: 2010-08-17 Last updated: 2011-05-02Bibliographically approved
5. Contact-free measurement and numerical and analytical evaluation of the strain distribution in a wood-FRP lap-joint
Open this publication in new window or tab >>Contact-free measurement and numerical and analytical evaluation of the strain distribution in a wood-FRP lap-joint
2010 (English)In: Materials and Structures, ISSN 1359-5997, E-ISSN 1871-6873, Vol. 43, no 8, 1085-1095 p.Article in journal (Refereed) Published
Abstract [en]

Wood specimens to each of which alaminate of carbon fibre reinforcement polymers(FRP) was glued (creating a lap joint in each case)were loaded to failure. A total of 15 specimens ofthree types differing in the glued length (anchoragelength) of the FRP laminate (50, 150 and 250 mmrespectively) were tested, their strength, stiffness andstrain distribution being evaluated. Synchronizeddigital cameras (charge-coupled devices) used intesting enabled strain fields on surfaces they weredirected at during the loading procedure to bemeasured. These results were also evaluated bothanalytically on the basis of generalized Volkersentheory and numerically by use of the finite elementmethod. The lap joints showed a high level ofstiffness as compared with mechanical joints. A highdegree of accuracy in the evaluation of stiffness wasachieved through the use of the contact-free evaluationsystem. The load-bearing capacity of joints ofthis type was found to be dependent upon theanchorage length in a non-linear fashion. The experimental,analytical and numerical results were shownto be in close agreement with respect to the strengthand the strain distribution obtained.

Place, publisher, year, edition, pages
Springer, 2010
Keyword
FRP Lap-joint Volkersen Wood
National Category
Building Technologies
Research subject
Technology (byts ev till Engineering), Civil engineering
Identifiers
urn:nbn:se:vxu:diva-6877 (URN)10.1617/s11527-009-9568-x (DOI)
Available from: 2010-01-21 Created: 2010-01-21 Last updated: 2015-09-28Bibliographically approved

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