Design against brittle failure of bottom rails in shear walls

Girhammar, Ulf Arne; Källsner, Bo

doi:10.1680/jstbu.15.00015

Cited by 4 publications

(4 citation statements)

References 8 publications

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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.…”

Section: Series Setmentioning

confidence: 99%

“…The so-called compliance method of fracture mechanics, which follows from simple energy considerations, leads to [25][26][27][28][29][30] = √ 2G where is the failure load, G is the fracture energy, is the crack area, and is the compliance, that is, the deflection at the loading point for a unit force. Bottom rails in partially anchored shears wall are subjected to uplift forces from the sheathing (see, e.g., Ni and Karacabeyli [5,31], Girhammar and Källsner [16], and Caprolu et al [18]) which may result in splitting of the bottom rail. 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).…”

Section: Theorymentioning

confidence: 99%

“…Equation (29) is the same as (15) and (24), and (30) is the same as (16) and (25). Figure 2(c) shows a failure mode (mode 3) where the nails and/or the wood yield and the nails are pulled out of the bottom rail.…”

Section: Modelmentioning

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: 99%

Section: Theorymentioning

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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“…The final paper (Girhammar and Källsner, 2016) developed a new plastic design method for light-framed timber shear walls to ensure ductile behaviour of the sheathing-to-framing joints and to avoid brittle failure of the bottom rail. This paper also presented experimental results for sheathed bottom rails in light-framed timber shear walls of different geometrical configurations with respect to the anchor bolts.…”

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confidence: 99%

Editorial

Yang¹

2016

Proceedings of the Institution of Civil Engineers - Structures

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This present issue of Structures and Buildings presents five papers investigating the failure mode, strength and ductility of various structural elements from their research activity originating in Turkey, India, USA, UK and Sweden. The first paper considers numerical and analytical modelling to examine the lateral stability of reinforced-concrete (RC) beams with initial geometric imperfections. The second paper discusses the experimental observations on the axial behaviour of concrete-filled steel tubular (CFST) columns with different cross-sections and two different concrete infills. The third and fourth papers present analytical approaches to examine the structural performance of uncommon steel elements, such as corrugated web steel coupling beams and cast-iron beams exposed to fire. The final paper provides experimental data and empirical expression for the proper design of anchor bolts and washers to avoid brittle failure by splitting of the bottom rail in timber shear walls.The first paper (Kalkan et al., 2016) extended the previous analytical and experimental studies that examined the lateral stability of RC beams according to initial geometric imperfections, different amount of longitudinal and transverse reinforcements, and elastic-inelastic stress-strain properties of materials. On the basis of the previous analytical models and existing test results, this study developed general buckling moment and lateral deflection equations of RC beams with initial geometric imperfections. The proposed buckling moment equation showed that a sweep equal to the girder sweep tolerance of the Precast/Prestressed Concrete Institute manual corresponds to a reduction of about 35% in the buckling moment compared to the perfect configuration of the beam. Overall, the present study provides reasonable approaches for estimating the buckling moments of RC beams, in particular, with geometrical imperfections and concrete cracking.The next paper (Sankar Jegadesh and Jayalekshmi, 2016) tested the axial behaviour of CFST columns with different cross-sections (circular, square, and rectangular types) and two different concrete infills produced using fly ash as partial replacement (25%) of cement and 0·5-1·5% polypropylene fibres. A comparative study was also made between the experimental strength and theoretical values obtained from various international design codes. Test results showed that the failure mode of CFST columns depended on their aspect ratio (L/D), indicating the compression failure for L/D ≤ 4, compression and buckling failure for 4 < L/D ≤ 8, and buckling failure for L/D > 8. Furthermore, the axial load-displacement curve revealed that 25% partial replacement of cement by fly ash and 1% addition of fibre in the concrete is advantageous as infill material in CFST columns. Most code equations specified in EC 4, ACI/AS, and BSI provisions conservatively predicted the axial strength of CFST columns, whereas CECS code equation tended to overestimate the strength.The third paper (Zirakian et al., 2016) examined the applic...

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Horizontal Stabilisation of Sheathed Timber Frame Structures Using Plastic Design Methods – Introducing a Handbook Part 2: Design of Joints and Anchoring Devices

Girhammar

Källsner

2016

Procedia Engineering

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Design against brittle failure of bottom rails in shear walls

Cited by 4 publications

References 8 publications

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

Editorial

Horizontal Stabilisation of Sheathed Timber Frame Structures Using Plastic Design Methods – Introducing a Handbook Part 2: Design of Joints and Anchoring Devices

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