Figure 1 - uploaded by Bernardino D'Amico
Content may be subject to copyright.
Source publication
A new method to assess the raking performance of Platform timber framed walls, is provided in this study: each component of the unit wall assembly is assumed as rigid, hence allowing to drastically reduce the overall number of DoFs involved within the model. The timber frame in particular, is modeled as a mechanism, having only two DoFs (regardless...
Contexts in source publication
Context 1
... staples or screws. A schematic representation of the unit wall and its components is shown in Figure 1. From a structural point of view, the function of 15 the studs is to provide vertical support for loading coming from the above floor/walls, as well as provide means of connecting adjacent wall panels in each storey to form wall diaphragms. ...
Context 2
... regard to the load-slip behaviour of the stud-to-beam connections, two specimens were tested. The set-up for the pulling-out test and resulting curves 380 are shown in Figure 10. The failure mode for this connection occurred by point-side withdrawal of the screws. ...
Context 3
... numerical and experimental load-displacement curves P h (∆ h ) that have been considered are shown in Figure 11. The numerical curves were derived by using the 'rotating header beam model' with the stabilising moment, M stab. ...
Context 4
... numerical curves were derived by using the 'rotating header beam model' with the stabilising moment, M stab. , calculated as from Eq. (29) in which the tensile reaction forces F ax. st.j , due to the stud-to-beam connections, was computed according to the load-slip curve shown in Figure 10, whilst the vertical 400 load Q was set equal to 25 kN (as for the tested walls) and 20 kN. The experimental curve is the average of three load tests undertaken and each test curve is also shown. ...
Context 5
... of the walls tested failed by strength with displacements less than the 100 mm maximum value referred to in BS EN 594:2011. In Figure 11 is also shown the analytical racking strength value of the walls derived according to the PD 6693-1 procedure [12]. The ...
Context 6
... Figure 11 it can be seen from the tests on the wall panels that they all behave 410 in a relatively ductile manner up to failure. The test result for the strongest wall panel shows a sudden loss of strength at a lateral displacement of 22 mm but recovered with increasing stiffness to fail at a displacement of 90.3 mm and the distorted profile of the average curve in the 20 mm to 30 mm range is primarily a consequence of the behaviour of that test. ...
Context 7
... the numerical analyses, it has been possible to check the gap reduction between adjacent sheathing panels under extreme movement to confirm that no interaction forces 425 between panels has occurred and it has been found that, for both analyses, the largest gap reduction between adjacent panels was less than 0.2 mm at their corresponding maximum racking load (P h ). 1 kN), whilst for the model with Q = 20 kN, a pull-out slip of 1.24 mm is recorded, and for such a value, the corresponding hold down force reduces to 1.9 kN (see Figure 10-b). ...
Context 8
... the numerical analyses, it has been possible to check the gap reduction between adjacent sheathing panels under extreme movement to confirm that no interaction forces 425 between panels has occurred and it has been found that, for both analyses, the largest gap reduction between adjacent panels was less than 0.2 mm at their corresponding maximum racking load (P h ). 1 kN), whilst for the model with Q = 20 kN, a pull-out slip of 1.24 mm is recorded, and for such a value, the corresponding hold down force reduces to 1.9 kN (see Figure 10-b). ...
Similar publications
In this paper, the results of extensive experimental and numerical studies on the bending behaviour of glued laminated timber beams made from European beech wood (Fagus sylvatica L.) are reported and discussed. A total number of 5740 European beech timber boards from four Swiss sawmills were strength graded, systematically examined and documented,...
Citations
... The failure loads were similar to both versions of BS EN 594. D'Amico [9] presented an iterative method to determine the load-displacement curve of timber framed walls using rigid body behaviour for the timber members and sheathing boards. The load-slip behaviour of 3 mm dia. ...
This paper presents the results of shear tests on light steel walls with two types of higher specification OSB/3 board and comparison with elastic theory based on the fixing shear stiffness. The tests were performed to BS EN 594 and showed that the design shear resistance was determined as 5.1 kN/m wall length for a limiting deflection of 0.003H or 4.3 kN/m for a limiting deflection of H/500, where H is the wall height. With plasterboard on the opposite face, the shear stiffness increased by 29%, but these results were more variable. For a single test on a wall with the OSB/3 board on one side and X bracing on the opposite face, the design shear resistance is 5.6 kN/m for a limiting deflection of H/500. For a flame retardant form of OSB/3 board, the stiffness was 21% higher than for the first series of OSB/3 tests. An elastic theory is presented to determine the limiting shear force as a function of the shear stiffness of the fixings between the boards and the C sections, which was provided from small-scale push tests. The results are compared with finite element models and a comparison with the test configurations is presented.
... With a foundation of the conducted research it has been possible to study the issues of gluing in reinforcement into solid wood, to investigate the behavior of the glue joints under loads, to solve the problems of the stress concentrators occurrence on the support zones of wooden floor beams and floorings. Based on the achievements of the school of wooden reinforced constructions that was founded on the results of the [16][17][18][19][20], in 2017 a post-graduate student of the department proposed to up-level the known methods of reinforcing wood with hot-rolled steel ribbed bar by replacing it with a zink coated regular or double regular steel lay of LC-O type. Rational proposals have been based on the higher strength indexes of steel cables over the reinforcement with the comparable cross section along with the lower material consumption. ...
The increasing demand for the low-height housing construction frame technology keeps current the issue of saving timber in building construction. The method of reinforcing beams with reinforcing steel is a promising direction of research in the field of ensuring the gain in strength and the cost indexes reduction of structures. In 2017 as a graduate student of the Department of building structures of VlSU Koscheev A.A. proposed for the investigation a new type of reinforcing wooden beams by the steel cable reinforcement in solid wood along the original curvilinear trajectory. As of today, a number of numerical investigations in this area was carried out and the process of the full-scale experimental investigations was launched. This research article is devoted to the first cycle of the experimental analysis in this area: investigation of the influence of the steel wire rope strength characteristics on the behaviour of the adhesive interlayer of the epoxy composition when conducting tensile tests – pulling out a straight bar from the solid wood. On the basis of the data obtained, conclusions on the applicability of the rope reinforcement in solid wood constructions were drawn and the main directions for further research were determined.
This paper analyses the analytical formulations for the lateral elastic deformation of Light Timber Framed (LTF) and Cross-Laminated Timber (CLT) shear walls according to the new Eurocode 5 (EC5) proposal. Finite Element (FE) models and the Standard predictions are compared by emphasizing the role of each deformation contribution. A total of 1830 comparisons between analytical and numerical estimations are carried out by exploiting the Application Programming Interface of SAP2000 to modify the FE model parameters automatically. The parametric analyses proved that the numerical and analytical predictions are pretty consistent. Furthermore, in both LTF and CLT shear walls, the estimates for in-plane shear and rigid body sliding are in excellent agreement. Conversely, the analytical formulas for kinematic rocking are generally conservative for LTF and monolithic CLT shear walls, with an approximate 18%-19% discrepancy. The analytical expressions of the upcoming EC5 perfectly match the numerical model for segmented CLT shear walls under lateral forces and no vertical load. However, the presence of the vertical load determines a significant bias. Additionally, the predictions for bending deformations are not in good agreement. Therefore, the paper discusses possible enhancements for the equations proposed in the next generation of Eurocodes for the rocking deformation of segmented CLT walls to better conform with FE predictions.
For the composite structures based on wood, that include reinforced wooden structures, allowance for the influence of wood specific features as a building material allows us to evaluate its structural design as accurately as possible and ensure the required reliability and durability. Creep that causes wood deformations evolving in time can be referred to the specific properties of wood to a greater extent affecting the operation of the reinforced wooden structures. Taking into account the state of the issue to determine the effect of the long-acting loads on the stress-strain state of the reinforced glued wooden structures, the article considers the application of the theory of elastic heredity as the most applicable to assess the deformability of wooden structures in time. The conducted experimental and theoretical investigations and the reinforced glued wooden structures observations during the operational process have shown that their stress-strain state changes significantly under the load over time. Glue compositions used to connect reinforcement with wood ensure their reliable joint operation, however, as the result of the wood creep where wood is the basic material, the redistribution of forces between the reinforcement and wood occurs there on and off. At the same time normal stresses in the reinforcement and the glue joint “reinforcement - wood” increase in the calculated cross sections while they decrease in the wood, which is caused by a change (decrease) in the wood elastic modulus. Allowance for the wood creep in the design of the reinforced wooden structures will allow to determine the stress - strain state of the structure in the design more precisely. Therefore, when developing the reinforced wooden structures design standards, this factor must be taken into account.
