Development of wooden portal frame structures with improved columns

Journal of Wood Science (Impact Factor: 0.83). 02/2006; 52(1):51-57. DOI: 10.1007/s10086-005-0714-y

ABSTRACT In Japan, the lifetime cycle of most housing lasts around 20–30 years. A governing factor in this respect is poor durability
due to old-fashioned use of the house. As a solution of this problem, houses can be built with a skeleton structure that allows
free partition of spaces by future owners. To develop the skeleton structure effectively, multistory frames with spans of
6 to 10 m are required. For this reason, attention has been focused on the behavior of multistory timber frame structures.
In this article, two types of wooden portal frame structures are proposed. Both structures have improved vertical columns
with short horizontal members glued in. The aim of this study was to investigate structurally effective solutions with these
types of columns. The first type of the new structure changed the location of the moment-transmitting ductile connection with
the improved columns. The second type of structure used an extended panel zone. Nine portal frame specimens were tested. The
stiffness values were improved by around 1.7 and 3.5 times when compared with the control, and the strength was improved by
around 1.25 and 1.45 times.
Key wordsImproved column-Timber-Portal frame-Multi-story-Semirigid

  • Source
    [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents experimental and numerical tests on a recently developed timber column concealed base joint. This joint was designed to replace the wood-wood connection found in the post-and-beam structure of Hanok, the traditional Korean timber house. The use of metallic connectors provides an increased ductility and energy dissipation for a better performance under reversed loading, especially seismic. In this study, we investigate the performance of the joint under pseudo-static reversed cyclic moment loading through the study of its ductility and energy dissipation. We first perform experimental tests. Results show that the failure occurs in the metallic connector itself because of stress concentrations, while no brittle fracture of wood occur. Subsequent numerical simulations using a refined finite element model confirm these conclusions. Then, using a practical modification of the joint configuration with limited visual impact, we improve the ductility and energy dissipation of the joint while retaining a same level of rotational strength as the originally designed configuration. We conclude that the joint has a satisfying behavior under reversed moment loading for use in earthquake resistant timber structure in low to moderate seismicity areas like Korea.
    03/2013; 41(2). DOI:10.5658/WOOD.2013.41.2.123
  • Source
    [Show abstract] [Hide abstract]
    ABSTRACT: In this article semi rigid joints of timber structures are analysed which are applied in beam to beam connections. The main design principles of semi rigid timber joints’ are discussed. New type of joint construction for glued laminated timber elements’ is proposed and laboratory experimentally tested. Beam to beam joint is installed using welded steel details which are anchored into timber elements. Steel detail's back T shape part is used for anchoring into timber element. Beam to beam joint is symmetric along the longitudinal element's axis; it has two steel details in tension and compression zones which enable this joint to take axial, shear forces and bending moment. To avoid initial free rotation of the joint; filler is used to ensure contact between glued laminated timber element and steel detail. Cement based filler with polymer fibres is used for this purpose. Three joints with the same geometrical and physical parameters are experimentally tested in four point bending; analyzed connection is in the middle of simply supported beam. Purpose of laboratory experiments is to determine the rotational bearing capacity of the new type joint and to compare these results with theoretical values calculated according to Eurocode 5.
    Procedia Engineering 01/2013; 57:320–326. DOI:10.1016/j.proeng.2013.04.043
  • 01/2007; 35(3).

Full-text (2 Sources)

Available from
May 11, 2015