Development of wooden portal frame structures with improved columns

Kyoto University, Kioto, Kyōto, Japan
Journal of Wood Science (Impact Factor: 0.94). 02/2006; 52(1):51-57. DOI: 10.1007/s10086-005-0714-y


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

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Available from: Masahiro Noguchi, May 11, 2015
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    • "The need of new type mounting joints is evident because of large scale elements. There is possibility to achieve necessary stiffness of whole structure using required stiffness semi rigid joints which redistribute internal effects [2]. The behaviour of semi rigid joint is described by moment–rotation curve [3] [4], [5], [6], [7], [8]. "
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    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.
    Full-text · Article · Jan 2013 · Procedia Engineering

  • No preview · Article · Jan 2007 · Journal of the Korean Wood Science and Technology
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    ABSTRACT: In this study, evaluation of the structural behaviour on Korean traditional wall frame was performed. For the purpose, effect factors on the structural behaviour of the wall were estimated and actual test of wall frame was carried out. Compression, friction and shear strength were considered as effect factors. Compression in the wall was different from the pure compression because of the effect of the cutting a fiber near the compressive zone. The compressive strength in the wall was about 3.3 times than the pure compressive strength. The coefficient of the friction was 0.46 - 0.68 for the static friction and 0.3-0.56 for the kinetic friction. The perpendicular shear strength to wood grain was smaller the parallel to grain because of the cleavage of the fiber. The performance of the wall in Korean traditional structural was predicted with the summation of effect factors and actual test was performed. In the test, cyclic loading was applied and the wood frame was loaded by the vertical distribution load.
    No preview · Conference Paper · Jan 2010
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