Link to publication Citation for published version (APA):Leijten, A. J. M. (2016). The bearing strength capacity perpendicular to grain of Norway spruce: Evaluation of three structural timber design models. Construction and Building Materials, 105, 528-535. DOI: 10.1016/j.conbuildmat.2015.12.170 General rights Copyright and moral rights for the publications made accessible in the public portal are retained by the authors and/or other copyright owners and it is a condition of accessing publications that users recognise and abide by the legal requirements associated with these rights.• Users may download and print one copy of any publication from the public portal for the purpose of private study or research.• You may not further distribute the material or use it for any profit-making activity or commercial gain • You may freely distribute the URL identifying the publication in the public portal ? Take down policyIf you believe that this document breaches copyright please contact us providing details, and we will remove access to the work immediately and investigate your claim. t r a c tThe perpendicular to grain compressive strength of timber is known to be much lower than the strength parallel to grain. Many timber structures, however, rely on this property especially in bearings that occur frequently in building practice. The linear elastic-plastic behaviour of structural timber loaded perpendicular to grain has been a problematic issue for decades which is reflected in the differences between the prediction models in structural design codes over the world. This article concentrates on the evaluation of the strength predictive ability of three of the latest bearing models having an empirical, semiempirical or physical background. On the bases of a large database of over 1000 test results covering eight practical load cases, it is shown that the accuracy and consistency of the physical model is the best, which makes it a potential candidate for the new generation timber design codes.

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In the last few decades, structural timber for residential buildings has lost popularity because of problems related to floor vibrations, acoustics and fire resistance. In recent years, however, solutions to these problems have been developed and timber-framed housing is becoming increasingly popular. The best-known platform method of building allows construction up to four storeys due to the anisotropy behaviour of the material. Case studies have shown that other methods of construction allow higher structures but deformations caused by wind and vibration usually set the limit. In this paper, details are given of a five-storey mixed residential and office building called the house "De Wiers" currently the highest multiple-storey timber building in the Netherlands.The common timber-frame building method in the Netherlands is the wellknown platform method. This method, however, is limited to about four storeys due to limited capacity of the perpendicular to the grain strength of timber, 3 the effects of shrinkage and stability.One of the largest structural challenges of (multi-storey) timber frame houses is maintaining the overall stability and robustness of the building. Since the ratio of strength and stiffness related to the specific gravity of timber is high, a timber-frame building is relatively light and consequently the weight does not help much to prevent the building being pushed over when exposed to wind forces. Two case studies have been carried out, 3,4 to find ways to improve the effectiveness of the weight. The studies address two situations, A and B (Fig. 1). A possible and very effective situation is shown in situation A, where the inter-component connections between the shear and transverse wall are especially designed to distribute the uplifting forces among the shear wall and transverse wall. The self-weight of the structure, is transmitted to the transverse wall, which reduces the hold-down forces.Assuming sufficient stiffness of the transverse wall, it is obvious that in B the hold-down forces are higher than in A. The length L, representative for the weight activated depends on the stiffness of the transversal wall.

This research is focused on evaluating the effi ciency and failure mechanism of joints using a komisen Japanese traditional square key of compressed sugi Japanese ceder ; Cryptomeria japonica D. Don , and to evaluate to what extend hozo-komisen Japanese traditional mortise and tenon joint strength is being infl uenced by the recovery of compressed sugi komisen when exposed to long term humidity cycling.Compressed sugi komisen showed a change of yield and rupture mode compared to shirakashi Quercus myrsinaefolia Blume komisen, as did the komisen inserting direction into the joint because it has characteristic and anisotropic properties. The compressed sugi komisen joint C1R , when inserted according to the R type, yielded by shear of the komisen and reached its maximum strength P max : 12.5 kN just before rupture at 10 mm displacement at the tenon. The failure mode showed a different pattern, compared to the shirakashi komisen joint S1R where the central komisen yielded in bending. The strength of the compressed sugi komisen joint C1RH exposed to cyclic changes of humidity 40 80%RH during two years increased in maximum strength, yield strength, and energy absorption. This is in contrast to the shirakashi komisen joint C1RH that showed a dramatic and remarkable strength decrease when exposed to the climatic environment.