Modeling of Fracture in the Sill Plate in Partially Anchored Shear Walls

Serrano, Erik; Vessby, Johan; Olsson, Anders

doi:10.1061/(asce)st.1943-541x.0000548

Cited by 4 publications

(6 citation statements)

References 1 publication

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“…The problem of splitting of the bottom rail in partially anchored shear walls due to uplift has, with respect to the focus of this paper, previously been studied by Girhammar and Källsner [16], with an empirical approach, and by Serrano et al [17] and Caprolu et al [18], with an analytical treatment. In Serrano et al [19] and Serrano et al [17], a comparison between a finite element analysis and analytical solutions was made. In Caprolu et al [18], a comparison was made between the analytical models and experimental results.…”

Section: Series Setmentioning

confidence: 98%

“…Experiments show ( Figure 2) that cracks may form either at the bottom side of the rail and propagate vertically (mode 1) or at the side of the rail and propagate horizontally (mode 2). The first type is presented in Serrano et al [17] and both types of cracks are treated in Serrano et al [19] and Caprolu et al [18], and a fracture mechanics solution based on (1) is derived.…”

Section: Theorymentioning

confidence: 99%

“…Model 1. For a crack propagating vertically from the bottom surface of a bottom rail, Serrano et al [19], Serrano et al [17], and Caprolu et al [18] consider a fully clamped beam as shown in Figure 8.…”

Section: Vertical Cracking (Mode 1)mentioning

confidence: 99%

“…The problem is in Serrano et al [17] again, as in the case of a horizontal crack, reduced to determination and differentiation of the compliance of a simple cantilever beam. Here is a cantilever beam with depth (ℎ − ), width , and length .…”

Section: Vertical Cracking (Mode 1)mentioning

confidence: 99%

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Fracture Mechanics Models for Brittle Failure of Bottom Rails due to Uplift in Timber Frame Shear Walls

Jensen

Caprolu

Girhammar

2016

Advances in Civil Engineering

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In partially anchored timber frame shear walls, hold-down devices are not provided; hence the uplift forces are transferred by the fasteners of the sheathing-to-framing joints into the bottom rail and via anchor bolts from the bottom rail into the foundation. Since the force in the anchor bolts and the sheathing-to-framing joints do not act in the same vertical plane, the bottom rail is subjected to tensile stresses perpendicular to the grain and splitting of the bottom rail may occur. This paper presents simple analytical models based on fracture mechanics for the analysis of such bottom rails. An existing model is reviewed and several alternative models are derived and compared qualitatively and with experimental data. It is concluded that several of the fracture mechanics models lead to failure load predictions which seem in sufficiently good agreement with the experimental results to justify their application in practical design.

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Section: Series Setmentioning

confidence: 98%

Section: Theorymentioning

confidence: 99%

Section: Vertical Cracking (Mode 1)mentioning

confidence: 99%

Section: Vertical Cracking (Mode 1)mentioning

confidence: 99%

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Fracture Mechanics Models for Brittle Failure of Bottom Rails due to Uplift in Timber Frame Shear Walls

Jensen

Caprolu

Girhammar

2016

Advances in Civil Engineering

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“…where the crack changes direction, the distance b crack2 , is presented in Table 4. Since there are ongoing theoretical studies based on a fracture mechanic theory approach (see, for instance, Caprolu et al [2012b] and Serrano, Vessby, and Olsson [2012]), it is interesting to give a few details of the crack characteristics. In Tables 3 and 4, the distance between the vertical crack and the edge of the bottom rail, for failure mode 1, and the length of the horizontal crack before it changes direction, for failure mode 2, are given.…”

mentioning

confidence: 99%

Splitting capacity of bottom rails in partially anchored timber frame shear walls with double-sided sheathing

Caprolu¹,

Girhammar²,

Källsner³

2014

The IES Journal Part A: Civil & Structural Engineering

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In partially anchored shear walls, the leading stud is not fully anchored against the uplift; hence the uplifting force is resisted by the sheathing-to-framing joint along the bottom rail. These joint forces will introduce crosswise bending and shear in the bottom rail leading to possible splitting failures. To design partially anchored shear walls, plastic design methods can be used and, therefore, the bottom rails must not fail in a brittle manner. In this paper, results of two experimental programmes with respect to the splitting capacity of bottom rails with double-sided sheathing due to uplift in partially anchored shear walls are presented. This was evaluated varying the distance between the washer edge and the edge of the bottom rail, and the pith orientation of the bottom rail. The experimental results show two brittle failure modes for the bottom rail: (1) a crack opening from the bottom surface of the bottom rail and (2) a crack opening from the edge surface of the bottom rail. The results indicate that the distance from the edge of the washer to the edges of the bottom rail has a decisive influence on the load-carrying capacity and failure modes of the bottom rail.

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Analytical models for splitting capacity of bottom rails in partially anchored timber frame shear walls based on fracture mechanics

Caprolu

Girhammar

Källsner

2015

Wood Material Science & Engineering

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Modeling of Fracture in the Sill Plate in Partially Anchored Shear Walls

Cited by 4 publications

References 1 publication

Fracture Mechanics Models for Brittle Failure of Bottom Rails due to Uplift in Timber Frame Shear Walls

Fracture Mechanics Models for Brittle Failure of Bottom Rails due to Uplift in Timber Frame Shear Walls

Splitting capacity of bottom rails in partially anchored timber frame shear walls with double-sided sheathing

Analytical models for splitting capacity of bottom rails in partially anchored timber frame shear walls based on fracture mechanics

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