Experimental analysis of glued-in steel plates used as shear connectors in Timber-Concrete-Composites

Otero-Chans, Dolores; Estévez-Cimadevila, Javier; Suárez-Riestra, Félix; Gutiérrez, Emilio Martín

doi:10.1016/j.engstruct.2018.05.062

Cited by 58 publications

(19 citation statements)

References 26 publications

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“…According to the data obtained (Table 1) [1] give greatly underestimated values of the coefficient of the reduced width of the plywood siding (kred = 0.16 in the calculation according to and 0.3 -according to [1] taking into account the delay of the shift). These standards can not be applied for plating of other materials.…”

Section: Discussionmentioning

confidence: 93%

“…When calculating panels [1,2], the actual cross section is replaced with the one shown (figure 2). The reduced width of the panel sheathing section is calculated by multiplying the actual width of the bact by the coefficient of reduction the sheathing (reduction ratio) kred:…”

Section: Methodsmentioning

confidence: 99%

“…Reduction coefficient being known, it is possible to calculate such structures with sufficient for practical purposes accuracy. The method of calculating panels on a wooden frame, presented in domestic and foreign design standards [1,2], regulates the procedure for calculating only panels with plywood sheathing, which is connected to the ribs with glue.…”

Section: Introductionmentioning

confidence: 99%

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The wood composite ribbed panels on mechanical joints

Лабудин

Popov

Stolypin³

et al. 2019

E3S Web Conf.

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Structures in the form of ribbed panels with sheathings from sheet materials are used in construction of buildings and structures of various purposes: civil, industrial, agricultural, etc. Panels are universal enclosures and supporting structures, they can be used as coverings, floors, walls. Ribbed coating slabs simultaneously perform the functions of roof purline, floorboards, sheathing, provide heat and sound protection of the building. They are characterized by unification, high level of factory readiness; the ability to control the strength, sound and heat-insulating properties, and low density of materials used, which allows significantly reducing the cost of laying the foundation of the building. The paper presents the results of investigations of the influence of various parameters on the stress-strain state of panels (type of joints, coefficient of stiffness of the bonded joints, the magnitude of the span, the width of the panel, and the material of anisotropic sheathing).To solve this problem, the well-known solution of the plane stress problem is used (Faylon method), in which the constants of integration are determined as the Fourier series expansion coefficient of contour loads. As a result of numerical researches, reduction coefficients for bendable ribbed wood-composite panels with mechanical joints were obtained.

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Section: Discussionmentioning

confidence: 93%

Section: Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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The wood composite ribbed panels on mechanical joints

Лабудин

Popov

Stolypin³

et al. 2019

E3S Web Conf.

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“…Within this spectrum of connections, multiple studies (e.g. [2,6,7,[11][12][13][14][15][16][17][18][19][20][21]) have identified that glued-in steel mesh or plates possess excellent levels of slip modulus, longitudinal shear strength and ductility, while other connection types such as dowels can be even more ductile [2,15].…”

Section: Building On the Status Quomentioning

confidence: 99%

Switch from connection ductility to reinforcement ductility with curvature reversal in timber-concrete composites

Sebastian

2019

Construction and Building Materials

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While multi-span continuity can be used to structurally enhance timber-concrete composites (TCCs), there has been scant research into the associated nonlinear load responses particularly of the resulting TCC zones under negative curvature. Consequently this paper presents tests to failure of TCC specimens using hardwood laminated veneer lumber joists and steel mesh connectors, one specimen (TP) under positive curvature, the other (TN) under negative curvature. It was found that the mesh connectors enabled high levels of slab-joist interaction not only in TP where the slab was almost uncracked, but also in TN where the slab exhibited pronounced cracking. Such distinct interaction enabled TN and TP to develop more than twice and six-times, respectively, the stiffness of the joist acting alone. Both TCC members exhibited encouraging ductility, the source of which switched from connection yield distributed along half the span in TP to steel rebar yield concentrated at midspan in TN. TP displayed deflection (global) and curvature (local) ductility near-plateaux over ranges close to or exceeding the corresponding elastic ranges, while for TN the ductility was manifest as low tangent stiffness regimes over deflection and curvature ranges generously exceeding the corresponding elastic ranges. A conspicuous residual hinge at midspan in TN and significant residual end slip in TP provided visual evidence of the ductility. These observations address the issue of TCC connection effectiveness in cracked concrete that has emerged from updating EC5. Crucially, the ductility of TN is predicated on the hardwood's high strain to fracture in flexure, which ensured that extensive rebar plasticity preceded failure of the timber.

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“…According to JCR (Journal Citation Reports), more than 700 scientific papers on glulam timber were published in the last 20 years. They considered, among other things, the component’s reinforcement methods by using glass or carbon fibers [ 31 , 32 , 33 , 34 ], the effect of different factors on the behavior of steel-timber composites (STC) [ 35 , 36 , 37 ] and glulam-concrete beams [ 38 , 39 , 40 ].…”

Section: Introductionmentioning

confidence: 99%

The Usefulness of Pine Timber (Pinus sylvestris L.) for the Production of Structural Elements. Part II: Strength Properties of Glued Laminated Timber

et al. 2020

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The paper assessed the feasibility of manufacturing glued structural elements made of pine wood after grading it mechanically in a horizontal arrangement. It was assumed that the pine wood was not free of defects and that the outer lamellas would also be visually inspected. This would result in only rejecting items with large, rotten knots. Beams of the assumed grades GL32c, GL28c and GL24c were made of the examined pine wood. Our study indicated that the expected modulus of elasticity in bending was largely maintained by the designed beam models but that their strength was connected with the quality of the respective lamellas, rather than with their modulus of elasticity. On average, the bending strength of the beams was 44.6 MPa. The cause of their destruction was the individual technical quality of a given item of timber, which was loosely related to its modulus of elasticity, assessed in a bending test. Although the modulus of elasticity of the manufactured beam types differed quite significantly (11.45–14.08 kN/mm2), the bending strength for all types was similar. Significant differences occurred only during a more detailed analysis because lower classes were characterized by a greater variation of the bending strength. In this case, beams with a strength of 24 MPa to 50 MPa appeared.

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Experimental analysis of glued-in steel plates used as shear connectors in Timber-Concrete-Composites

Cited by 58 publications

References 26 publications

The wood composite ribbed panels on mechanical joints

The wood composite ribbed panels on mechanical joints

Switch from connection ductility to reinforcement ductility with curvature reversal in timber-concrete composites

The Usefulness of Pine Timber (Pinus sylvestris L.) for the Production of Structural Elements. Part II: Strength Properties of Glued Laminated Timber

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