Modeling of shear walls using finite shear connector elements based on continuum plasticity

doi:10.1007/s11709-016-0377-3

Front. Struct. Civ. Eng.

2017, Vol. 11

Issue (2) : 143-157 https://doi.org/10.1007/s11709-016-0377-3

REVIEW

Modeling of shear walls using finite shear connector elements based on continuum plasticity

Ulf Arne GIRHAMMAR¹(

), Per Johan GUSTAFSSON², Bo KÄLLSNER³

¹. Division of Wood Science and Engineering, Luleå University of Technology, Skellefteå 93187, Sweden
². Division of Structural Mechanics, Department of Building Sciences, Lund University, Lund 22100, Sweden
³. Department of Building Technology, Linnæus University, Växjö 35195, Sweden

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Abstract

Light-frame timber buildings are often stabilized against lateral loads by using diaphragm action of roofs, floors and walls. The mechanical behavior of the sheathing-to-framing joints has a significant impact on the structural performance of shear walls. Most sheathing-to-framing joints show nonlinear load-displacement characteristics with plastic behavior. This paper is focused on the finite element modeling of shear walls. The purpose is to present a new shear connector element based on the theory of continuum plasticity. The incremental load-displacement relationship is derived based on the elastic-plastic stiffness tensor including the elastic stiffness tensor, the plastic modulus, a function representing the yield criterion and a hardening rule, and function representing the plastic potential. The plastic properties are determined from experimental results obtained from testing actual connections. Load-displacement curves for shear walls are calculated using the shear connector model and they are compared with experimental and other computational results. Also, the ultimate horizontal load-carrying capacity is compared to results obtained by an analytical plastic design method. Good agreements are found.

Keywords shear walls wall diaphragms finite element modelling plastic shear connector analytical modelling experimental comparison

Corresponding Author(s): Ulf Arne GIRHAMMAR

Online First Date: 07 April 2017 Issue Date: 19 May 2017

Cite this article:

Ulf Arne GIRHAMMAR,Per Johan GUSTAFSSON,Bo KÄLLSNER. Modeling of shear walls using finite shear connector elements based on continuum plasticity[J]. Front. Struct. Civ. Eng., 2017, 11(2): 143-157.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-016-0377-3
https://academic.hep.com.cn/fsce/EN/Y2017/V11/I2/143

Fig.1 (a) A shear wall unit built up of a timber frame and a sheet. The sheet is connected to the timber frame by means of mechanical fasteners. The center distances of the fasteners can vary in the general case. Here they are assumed to be s_r along the bottom and top rail, s_ps along the perimeter studs, and s_is along the intermediate stud, respectively. (b) Diagonal loading corresponding to a fully anchored shear wall. (c) Horizontal loading corresponding to a partially anchored shear wall. Simplified force distributions. The horizontal displacement is measured at the top rail.

Fig.2 (a) A model for fully anchored shear wall with a hold-down at the leading stud; (b) and (c) two models for partially anchored shear walls with only the bottom rail anchored to the foundation or floor, where the influence of the stud-to-rail joints are taken into account in model (c).

Fig.3 Two dimensional spring connector element.

Fig.4 Experimental load-displacement curves together with average curves (bold line) for sheathing-to-framing joints loaded (a) perpendicular to grain and (b) parallel to grain of the timber members

Fig.5 Six different shear force-displacement curves for a sheathing-to-framing joint denoted (a) ductile, (b) test parallel (from Fig. 4(b)), (c) gradual plastic fracture softening (d) test perpendicular (from Fig. 4(a)), (e) rapid plastic fracture softening, and (f) brittle

Fig.6 Experimental load-displacement curves for stud-to-rail joints loaded in (a) shear, (b) compression and (c) tension. Fitted piecewise-linear relationships used for analysis purposes are shown as bold lines

Fig.7 Horizontal load vs displacement for one segment shear walls subjected to (a) horizontal loading (partially anchored shear walls) and (b) diagonal loading (corresponding to fully anchored shear walls). Four test curves, one computational curve obtained by the shear connector model (bold curve) and the analytical plastic load capacity value (dashed line) for each load application

Fig.8 (a) Evolvement of shear displacement between bottom rail and sheathing during increase of global displacement from 0 to 60 mm. (b) Horizontal (solid lines) and vertical (dashed lines) shear stress components at various locations along the bottom rail at the instance of maximum global load (circles) and at 60 mm global horizontal displacement (squares)

Fig.9 Load-displacement curves for partially anchored single segment shear walls subjected to horizontal loading. The curves are based on the sheathing-to-framing joint characteristics shown in Fig. 5. The thick solid curves refer to the shear connector model and the thin solid curves to the single spring model according to Vessby et al. []

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