Applied Numerical Analysis. By C.F. Gerald. Pp. xii, 340. £3·60. 1970. (Addison-Wesley.)

In this paper, a numerical model to estimate the dissipative capacity and describe the cyclic response of cross-laminated (X-lam) timber buildings is presented. The connections between panels and to the foundation (metal hold-downs and angle brackets, and screwed connectors) are modelled with nonlinear hysteretic multispring elements taking into account the strength interaction between different degrees of freedom according to a predefined domain. The timber components (solid X-lam floors and wall panels) are modelled using elastic shell elements. By calibration on experimental cyclic tests carried out on each degree of freedom, important features of timber connection behaviour such as post-peak strength, pinching and stiffness degradation can all be considered. In addition, the effect of friction at the interface between panels and with foundation can be taken into account. These springs have been implemented as external subroutines in a widespread software package such as Abaqus. By comparison with the experimental results of cyclic tests carried out on single X-lam walls, coupled X-lam walls and a single-storey X-lam building, the accuracy of the proposed model is demonstrated.

A component approach for the hysteretic behaviour of connections in cross‐laminated wooden structures

A simple numerical model to predict the dynamic characteristics, quasistatic pushover, and seismic response of woodframe buildings is presented. In this model the building structure is composed of two primary components: rigid horizontal diaphragms and nonlinear lateral load resisting shear wall elements. The actual three-dimensional building is degenerated into a two-dimensional planar model using zero-height shear wall spring elements connected between adjacent diaphragms or the foundation. The degrading strength and stiffness hysteretic behavior of each wood shear wall in the building can be characterized using an associated numerical model that predicts the walls load-displacement response under general quasistatic cyclic loading. In turn, in this model, the hysteretic behavior of each shear wall is represented by an equivalent nonlinear shear spring element. With this simple approach the response of the building is defined in terms of only three degrees of freedom per floor. This numerical model has ...

Seismic Analysis of Woodframe Structures. I: Model Formulation

A review on the mechanical properties of aged wood and salvaged timber

Numerical 3D finite element modelling and experimental tests for dowel-type timber joints

Wood structural members are frequently subjected to loads resulting in multiaxial stress. Failure criteria ordinarily used for isotropic materials do not apply to orthotropic and anisotropic materials and their use may result in incorrect stress state interpretation. This paper summarizes the current state of the art in applying phenomenological failure criteria to wood and wood-based materials.

State of the art in multiaxial phenomenological failure criteria for wood members

Considerable attention has been given to the performance and modeling of wood‐frame stud walls in the past two decades, and linear and nonlinear models were presented. Linear models do not truly describe the wall behavior. They either underestimate or overestimate the wall stiffness, depending upon load applied. In this presentation, the writers use load‐deflection characteristics to transform a three‐dimensional detailed model of a wood‐frame stud wall into a simple two‐dimensional model made equivalent to the original substructure by energy concepts. The detailed model is represented in three dimensions by linear and nonlinear finite elements, where each nail joint is included via its translational stiffness. Gaps and discontinuities in the sheathing are also considered. The model is loaded in shear, torsion, X‐, and Y‐bending, simulating simple tests of the real substructure. Results are used to identify properties of an “equivalent” orthotropic continuum. The application of equivalent models in a full...

Nonlinear finite-element model for light-frame stud walls

The effect of wood decay on the single shear strength of nailed oriented strandboard (OSB) sheathing to Douglas-fir framing member connections was investigated. The connections evaluated in this study were representative of those present in lateral force resisting system components of light-framed wood structures, including shear walls and horizontal diaphragms. Strength and stiffness of the nailed connections were characterized using monotonic testing of samples exposed for increasing intervals to the brown rot fungus, Postia placenta . After the destructive tests, portions of the sheathing and framing member from the samples were further evaluated for dowel bearing strength and weight loss. The results indicated that existing yield models used for design of nailed connections can predict nominal design values for nailed connections of OSB sheathing and Douglas-fir framing members with various levels of decay damage, provided that the dowel bearing capacity of the wood materials can be assessed.

/pdf/effects-of-wood-decay-by-postia-placenta-on-the-lateral-28mn094ohw.pdf

Effects of wood decay by Postia placenta on the lateral capacity of nailed oriented strandboard sheathing and douglas-fir framing members

Performance of wood-stud walls depends on the integrity of nailed connections between the sheathing and the framing members. The performance of nailed connections has been studied at room temperature, but the effects of intense thermal loads, such as those from fire, are still poorly understood. This study examines the temperature distribution within nailed joints exposed to fire; this information is essential in modeling strength and stiffness of connections in wall systems. The finite-element method was used to determine the effects of wood density, nail size, and type of gypsum board on temperature distribution within a set of connections. Temperature distributions were verified in nailed joints exposed in fire tests conducted in accordance with ASTM E119-88. The principal path of heat flow through the connection was along the nail, rather than directly through the interface between gypsum board and wood. Wood species, type of gypsum board, and nail length did not change temperature distribution significantly.

Temperature distribution in a nailed gypsum‐stud joint exposed to fire

Environmental, political, and socioeconomic actions over the past several years have resulted in a decreased wood supply at a time when there is an increased demand for forest products. This combination of increased demand and decreased supply has forced more emphasis on engineered wood products, a varied category usually connected with adhesively-bonded end joints, of which the most common type is the finger joint. This paper presents the results of a finite-element analysis of structural finger joints, and focuses primarily on the effect of adhesive stiffness and thickness on stress distribution patterns in finger joints. Results indicate that a flexible adhesive layer concentrates adherend longitudinal and radial stresses at the finger base, whereas a stiff adhesive layer minimizes adherend stresses but increases adhesive stress levels. Results also show that a thin adhesive layer concentrates longitudinal adherend stresses at the juncture of the finger tip and flexible finger base and concent...

/pdf/effect-of-adhesive-stiffness-and-thickness-on-stress-4qd1c4n0rr.pdf

Effect of Adhesive Stiffness and Thickness on Stress Distributions in Structural Finger Joints

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