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1
Vodiannikov, Mikhail, Galina Kashevarova, and Danil Starobogatov. "NUMERICAL MODELING AND FULL-SCALE EXPERIMENTS OF GLUED WOODEN STRUCTURES JOINT DESTRUCTION ON CARBON-FIBER DOWEL PINS." International Journal for Computational Civil and Structural Engineering 16, no. 2 (June 26, 2020): 101–12. http://dx.doi.org/10.22337/2587-9618-2020-16-2-101-112.
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This paper presents the results of numerical modeling and full-scale experiments of the failure process of a glued laminated timber beam with rigid joint in the middle. All the connecting parts are made of carbon fiber. The structural analysis is done with the finite element method (ANSYS software). The nonlinear problem was solved. The contact interaction of the structural elements in the process of deformation and fracture, as well as orthotropy of the wood, the transversely isotropic properties of the plates, and the real diagrams of the deformation of carbon fiber dowel pins were taken into account. The influence of the structural parameters of the joint on the position of the most loaded dowel pin in the joint and the bearing capacity of the general structure are investigated. To verify the structural analysis results, field tests were carried out before destruction by a stepwise increasing load on a personally designed stand. The destruction of the structure occurred according to the forecast of the numerical model as a result of the mutual slip of the glued wood layers and the destruction of the polymer matrix of the glued dowel pins with the beginning of the formation of plastic joints and the formation of cracks in the wood at the junction.
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Guan, Z. W., and P. D. Rodd. "A three-dimensional finite element model for locally reinforced timber joints made with hollow dowel fasteners." Canadian Journal of Civil Engineering 27, no. 4 (August 1, 2000): 785–97. http://dx.doi.org/10.1139/l00-018.
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Brittle premature failure caused by splitting parallel to the timber grain is a common failure mode in glulam joints made with solid dowel type fasteners. It is thought that this problem can be alleviated by using hollow steel dowels as the fasteners and reinforcing the timber locally in the area of the joint. In this way, by varying the wall thickness of the dowels and the thickness of the reinforcing members, a chosen combination of strength and stiffness should be attainable together with a ductile failure mode. In this paper, three-dimensional nonlinear finite element models are developed to simulate (i) the structural performance of a timber joint made with a single hollow steel dowel and (ii) a moment transmitting joint made with a number of the dowels, each type being locally reinforced by densified veneer wood. The models incorporate suitably defined elastoplasticity and orthotropic elasticity and also allow for large deformations of the joints as well as for frictional contact between the timber and the dowel. They are calibrated against physical test data from joints loaded to failure.Key words: glulam, densified veneer wood, resin injected, hollow dowel fastener, moment transmitting, ductile failure, finite element.
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Vodiannikov, Mikhail, and Galina Kashevarova. "Composite Solutions for Glulam Joints." Key Engineering Materials 801 (May 2019): 47–52. http://dx.doi.org/10.4028/www.scientific.net/kem.801.47.
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The current level of the development of composite materials allows producing laminate structures with the desired properties. The application of supercomputer calculation and software systems, numerical modeling methods using finite elements enables the design and analysis of such structures. This article deals with design and calculation methods; the results of the full-scale tests of the joints of glued laminated timber with carbon fiber dowel pins and plates are presented. An overview of the behavior of such structures in corrosive environment and the comparative analysis with traditional steel components are also presented herein. Advantages and disadvantages of glulam joints where composite materials are used are noted. Examples of the joint use of composi\te materials and timber in Russia and internationally are given. Conclusions about the possibilities and ways of using composite materials in the design of wide-spanned glued timber structures are drawn.
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Šimek, Milan, and Petr Koňas. "Bending stress modeling of dismountable furniture joints applied with a use of finite element method." Acta Universitatis Agriculturae et Silviculturae Mendelianae Brunensis 57, no. 1 (2009): 137–46. http://dx.doi.org/10.11118/actaun200957010137.
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Presented work focuses on bending moment stress modeling of dismountable furniture joints with a use of Finite Element Method. The joints are created from Minifix and Rondorfix cams combined with non-glued wooden dowels. Laminated particleboard 18 mm of thickness is used as a connected material. The connectors were chosen such as the most applied kind in furniture industry for the case furniture. All gained results were reciprocally compared to each other and also in comparison to experimental testing by the mean of stiffness. The non-linear numerical model of chosen joints was successfully created using the software Ansys Workbench. The detailed analysis of stress distribution in the joint was achieved with non-linear numerical simulation. A relationship between numerical simulation and experimental testing was showed by comparison stiffness tangents. A numerical simulation of RTA joint loads also demonstrated the important role of non-glued dowels in the tested joints. The low strength of particleboard in the tension parallel to surface (internal bond) is the most likely the cause of the joint failure. Results are applicable for strength designing of furniture with the aid of Computer Aided Engineering.
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Grosek, Jiri, Andrea Zuzulova, and Ilja Brezina. "Effectiveness of Dowels in Concrete Pavement." Materials 12, no. 10 (May 22, 2019): 1669. http://dx.doi.org/10.3390/ma12101669.
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Dowels are located in transverse joints of Jointed Plain Concrete Pavements (JPCP) and they are used to provide load transfer between individual slabs, reduce faulting and improve performance. Dowels and the concrete itself are under the highest stress in the vicinity of joints; thus, in terms of pavement design, the joints are the weakest points of the whole structure. This study dealt with the drawbacks of JPCP with dowels. The evaluation was based on direct measurements on real airport and motorway pavements and highlights insufficient efficiency of load transfer and its possible causes. The authors present a successful outcome with validation by using the finite element method where high tensile stress values of the surrounding concrete were found.
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Sii, How Bing, Gary W. Chai, Rudi van Staden, and Hong Guan. "Three-Dimensional Finite Element Analysis of Doweled Joints in Concrete Pavements." Advanced Materials Research 723 (August 2013): 245–57. http://dx.doi.org/10.4028/www.scientific.net/amr.723.245.
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Concrete pavements are usually selected by pavement engineers for roads subjected to heavy traffic loading and feature high maintenance and construction costs. As such, the structural behaviour of concrete pavements with doweled joints is evaluated herein using Finite Element Method. The pavement system is modelled using three-dimensional brick elements and five loading cases are applied to replicate realistic vehicular loadings approaching and leaving the joint. The structural behaviour of the pavement at the doweled joint is investigated for: (1) pavement with and without voids, and (2) different dowel bar spacing. The amount of load transfer was obtained from the shear force in the beam elements that simulate dowels. Results show that the voids underneath the joint causes an increase in the vertical displacement of the concrete slab and vertical stress at concrete/dowel bar interface which may result in crushing of the concrete and dowel loosening. Wider dowel spacings result in increased shear forces and the size of the region containing engaged dowels does not change significantly with dowel spacing, only effecting the distribution of shear forces. The study shows that the dowel bars perform effectively as a load transfer device in the concrete pavement system even under severe conditions.
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Li, Luo Ke, Yi Qiu Tan, Xiang Bing Gong, and Yun Liang Li. "Load Transfer Characteristics and Durability Study of GFRP Dowels in Jointed Concrete Pavement." Advanced Engineering Forum 5 (July 2012): 277–82. http://dx.doi.org/10.4028/www.scientific.net/aef.5.277.
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The corrosion of steel dowels in concrete pavement can compromise the load transfer capability of joints and lead to premature damage. To solve this problem, the non-corrosive glass fibre reinforced polymers (GFRP) bar has been used as dowels in concrete pavement instead of the steel dowels.This thesis demonstrates the Load Transfer Characteristics of a GFRP dowels with the help of a 3D finite-element model, and various evaluation method and index are studied as well, including: (1)efficiency of load transfer , (2)coefficient of shear transfer , (3) distribution ratio of shear transfer. An accelerated test is applied to examine the long-term performance of the GFRP dowel bars by using self-designed equipment.This study shows that GFRP dowels is a feasible alternative to steel dowels which can entirely meet the needs of road performance, and the research results will be useful in the design and application of GFRP dowels in jointed concrete pavements.
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Meghlat, E.-M., M. Oudjene, H. Ait-Aider, and J.-L. Batoz. "A new approach to model nailed and screwed timber joints using the finite element method." Construction and Building Materials 41 (April 2013): 263–69. http://dx.doi.org/10.1016/j.conbuildmat.2012.11.068.
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Holzer, S. M., C. H. Wu, and J. Tissaoui. "Finite Element Stability Analysis of a Glulam Dome." International Journal of Space Structures 7, no. 4 (December 1992): 353–61. http://dx.doi.org/10.1177/026635119200700411.
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The paper centres on stability investigations of a glued-laminated timber (glulam) dome under several snow load conditions. The dome consists of a triangulated network of curved glulam beams, a decking supported by curved purlins, and a steel tension ring. The dome is represented by two different models. The first model is a rigid-jointed space frame composed of curved beam elements. The second model consists of straight beam elements, with rigid or flexible joints, and a bracing to simulate the lateral support of the beams provided by the decking. Two finite element methods are presented and used in the analyses: A nonlinear method that computes the buckling load and a combined nonlinear/linear eigenvalue method that provides estimates of the buckling load. The results presented include buckling pressures, buckling modes, effects of joint stiffness and bracing on the stability of the dome, and the status of the material prior to buckling.
10
GEČYS, Tomas, and Alfonsas DANIŪNAS. "ROTATIONAL STIFFNESS DETERMINATION OF THE SEMI-RIGID TIMBER-STEEL CONNECTION." Journal of Civil Engineering and Management 23, no. 8 (November 20, 2017): 1021–28. http://dx.doi.org/10.3846/13923730.2017.1374305.
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In this research, the component method implementation for determination of the rotational stiffness of timber-steel connection is shown. Component method is one of the most commonly used methods for determination of the bending moment-rotation relation which later may be used in the practical analysis of the connection. The component method is not widely used for the analysis of the semi-rigid timber connections. There are only several investigations previously done on the component method implementation for the timber connections and most of them are based on only one basic component, i.e. timber compression or glued-in steel rod in tension. This article presents a new investigation of rotational stiffness determination algorithm of the semi-rigid timber-steel connection, which is based on the component method. The component method’s mechanical model of the connection combines all components which have influence on the rotational stiffness of the connection. The analysed timber-steel connection is subjected to pure bending. Stiffness coefficients of the steel part components are determined according to the Eurocode 3: design of steel structures Part 1-8: Design of joints. The timber part components are derived from the full-scale laboratory experiments and finite element modelling results, presented in the previous publications of the authors. The presented rotational stiffness determination results are well in line with the experimental and finite element modelling results, published in the previous publications.
11
Nishizawa, Tatsuo, Yuya Wakabayashi, Masataka Uchida, and Masayuki Yabu. "Structural Evaluation of the Transverse Joint of a Concrete Pavement Considering the Degradation Process." Transportation Research Record: Journal of the Transportation Research Board 2673, no. 7 (May 8, 2019): 319–28. http://dx.doi.org/10.1177/0361198119848406.
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Effective maintenance of a concrete pavement requires precise evaluation of the load transfer efficiency (LTE) at the transverse joint, which is simply calculated from the falling weight deflectometer (FWD) deflections at the loaded and unloaded slabs. In this study, the FWD deflections were simulated with the randomly generated elastic moduli of the pavement layers using the three dimensional finite element method considering the degradation process at a joint, which was categorized into five stages, from completely sound, to having broken dowels and a void underneath the joint. A database of FWD deflections, layer elastic moduli and the associated stage was created from the simulation results. The layer moduli were identified from the measured FWD deflections at a joint by searching the closest calculated FWD deflections to those measured from the database. The results of the analysis not only provide the layer moduli, but also the degradation stage of the joint to help engineers determine the appropriate rehabilitation measures. The method was validated on a 16 year old concrete pavement, on which the FWD measurements were performed three times: just before opening to traffic, after 9 years and 16 years of service. The identified layer moduli were not changed after 16 years of service, and some joints degraded owing to dowel corrosion, broken dowels and the existence of voids underneath the joints. The developed method is able to show the entire picture of the state of the joints in a section and also provide information on which parts of a particular joint have deteriorated.
12
Ferreira, Carina Fonseca, Dina D’Ayala, Jose L. Fernandez Cabo, and Rafael Díez. "Numerical Modelling of Historic Vaulted Timber Structures." Advanced Materials Research 778 (September 2013): 517–25. http://dx.doi.org/10.4028/www.scientific.net/amr.778.517.
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Historic timber structures forming vaulted roofs of public and ecclesiastical buildings are present worldwide. The structural response of these constructions is usually governed by the structural performance of the joints, the interaction between the timber structure and the masonry parts, and the current condition of both joints and timber members. At present, numerical approaches, such as finite element method-based approaches are well-established tools for investigating the global response of complex historic structures. Using a FE-based software package, the authors developed a numerical model of a portion of an existing historic vaulted timber structure, which is part of the roof of the Cathedral of Ica in Peru, considering the in-plane semi-rigid response of the planked arches in the elastic range. For this purpose, the rotational and shear stiffness of the joints and the properties of the materials, which are assumed in good conditions, are calibrated by comparing the numerical outputs with experimental results available in literature. The aim of the work presented here is to compare the response of the same vault assuming either continuous (planks continuously connected) or discontinuous arches (modelling of the semi-rigid response of the joints which connect the planks together).
13
Sha, Ben, Hao Wang, and Aiqun Li. "The Influence of the Damage of Mortise-Tenon Joint on the Cyclic Performance of the Traditional Chinese Timber Frame." Applied Sciences 9, no. 16 (August 20, 2019): 3429. http://dx.doi.org/10.3390/app9163429.
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In this article, the finite element method is used to build the analytical model of a traditional Chinese timber frame with straight mortise-tenon joints. The analytical model is then subjected to the lateral cyclic loading and verified based on the results of an experiment. Three types of damage in the straight mortise-tenon joint, including the gap between the mortise and tenon, damage in the top and the end of tenon, are proposed and idealized so that the analytical model can be modified accordingly. The hysteresis curve, stiffness and energy dissipation capacity derived from these damaged models with different damage extents are analyzed. The results indicate that the proposed damages of the joints have adverse influences on the lateral behavior of the timber frame. Both stiffness and energy dissipation capacity of the timber frame are weakened by these damages.
14
PRADENA, Mauricio, and Lambert HOUBEN. "LOAD TRANSFER-CRACK WIDTH RELATION OF NON-DOWELLED JOINTED PLAIN CONCRETE SHORT SLABS." Baltic Journal of Road and Bridge Engineering 13, no. 1 (March 27, 2018): 40–45. http://dx.doi.org/10.3846/bjrbe.2018.388.
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Non-dowelled short slabs are a cost-effective innovation of jointed plain concrete pavements. The development of this innovation has been concentrated in their structural performance. Still there is a lack of specific studies of the relation load transfer – crack width, being the crack width at joint the direct cause of the aggregate interlock. Considering that their provision of load transfer relies on aggregate interlock, the objective of the present article is to develop the relationship between the load transfer by aggregate interlock and its direct cause (the crack width) specifically for innovative non-dowelled short concrete slabs pavements. For that, the analysis includes a validated nonlinear aggregate interlock model incorporated in a 3D Finite Element program, laboratory results, and field measurements performed as part of the present investigation. The results show that due to the small crack widths, the short slabs are able to provide adequate load transfer (not less than 70%) even without dowels bars. Indeed, in this case, the load transfer relies on aggregate interlock and the results of the Faultimeter (residual value more than 0) have confirmed this interlocking for crack widths at joints not more than 1.2 mm, which are typical values in short slabs when the joints are activated. For that, the Early Entry saw cutting method needs to be modified or applied as a complementary method to perform the joints. Although in short concrete slabs pavements the provision of load transfer is already guaranteed by the small crack widths at joints, the application of high-quality coarse aggregates provides even higher load transfer.
15
Chen, Jiawei, Honghong Wang, Yabin Yu, Ying Liu, and Dong Jiang. "Loosening of Bolted Connections under Transverse Loading in Timber Structures." Forests 11, no. 8 (July 28, 2020): 816. http://dx.doi.org/10.3390/f11080816.
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Bolted joints are widely used in timber structures, and the loosening of bolt connections will reduce the structural performance. In this paper, a mechanical model of bolt connection for timber structures is established, and the process of bolt loosening under a transverse load is investigated. By using the finite element method to construct an accurate thread model with a helix angle, the thread contact state during the bolt loosening procedure was analyzed in detail, and the factors such as load amplitude, load frequency, load location, and different timber materials on bolt loosening are also studied. In the timber structure, the load amplitude is the main factor affecting the bolt loosening, the decay rate of the preload in the bolted joint is positively correlated with the amplitude of the cyclic transverse load. The frequency of the loading has a smaller effect on the looseness, the preload decreases as the frequency increases. When the load is applied to the smooth rod part of the bolt, the preload force will decrease rapidly, and the distance between the load position and the bolt has no effect on the change in looseness. The decreasing range of the preload is different with different timber material, but the decreasing law is the same. The model can be applied to analyze the loosening rule of bolted connections in timber structures.
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Lisowski, Filip, and Edward Lisowski. "Testing and Fatigue Life Assessment of Timber Truck Stanchions." Applied Sciences 10, no. 17 (September 3, 2020): 6134. http://dx.doi.org/10.3390/app10176134.
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Components of transport trucks are subjected to dynamic cyclic loads. The magnitude of these loads depends on road conditions and cargo mass. Cyclic loads can cause fatigue failure at stress levels significantly below the yield strength of the material. When calculating fatigue, it is necessary to determine the actual loads acting on the structure under working conditions. In this study, stanchion displacements of overloaded timber trucks were measured under both static and dynamic loads. For the specified mass of timber, a history of dynamic loads acting on the stanchion was obtained. Then, based on the finite element analysis, stress concentration points were determined within the base material and welded joints of the stanchion. The history of maximum stresses at concentration points was determined. Stress ranges and mean stresses for the load history were calculated using the rainflow fatigue cycle counting method. Repeats to failure were determined on the basis of the Palmgren–Miner cumulative damage rule and the modified Goodman correction for the points with the highest stress level. Experimental investigation of the actual load history of the stanchion of significantly overloaded timber truck allowed to determine the mileage to potential failure.
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Stitic, Andrea, Anh Nguyen, Aryan Rezaei Rad, and Yves Weinand. "Numerical Simulation of the Semi-Rigid Behaviour of Integrally Attached Timber Folded Surface Structures." Buildings 9, no. 2 (February 25, 2019): 55. http://dx.doi.org/10.3390/buildings9020055.
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Timber folded surface structures assembled using semi-rigid multiple tab and slot joints (MTSJ) have been shown to form feasible structural systems with high load bearing potential. However, for their further development and use on large building scales, a pertinent model for prediction of their structural behaviour has yet to be developed. This paper focuses on simplified numerical methods for accurately modelling the semi-rigid structural behaviour of bidirectional timber folded surface structures with multiple tab and slot connections. Within this scope, the structure behaviour is considered to be in the elastic stage. Three practical methods of analysis for such structural systems are presented. The first two approaches use the Finite Element Method (FEM), where the theory of plates and shells are applied. In the first method, the MTSJs are modeled using strip element models, while, in the second strategy, spring models are used. The third modeling strategy elaborates on the new macroscopic mechanical models, referred to as macro models. Sets of one-dimensional (1D) elements are used to represent the mechanical behaviour of the entire system. Both linear and geometric nonlinear analysis are performed for all three modeling strategies. The numerical results are then validated against the large scale experiments. Comparison of the strip and spring element model results have shown that the strips represent more accurately the experimentally obtained values. Concerning the macro modelling approach, very good agreement with both detailed FE modelling approaches, as well as experimental results, were obtained. The results indicate that both linear and nonlinear analysis can be used for modelling the displacements within the elastic range. However, it is essential to include geometric nonlinearities in the analysis for accurate modelling of occurring strains as well as for displacements when considering higher load levels. Finally, it is demonstrated that including semi-rigidity in the numerical models is of high importance for analysing the behaviour of timber folded surface structures with MTSJ.
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Quinn, Natalie, and Dina D’Ayala. "Assessment of the Realistic Stiffness and Capacity of the Connections in Quincha Frames to Develop Numerical Models." Advanced Materials Research 778 (September 2013): 526–33. http://dx.doi.org/10.4028/www.scientific.net/amr.778.526.
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Peru is one of the most seismically active countries in the world, this fact highlighted by several destructive earthquakes in recent years. The centre of Lima has a large number of historic structures with a ground floor in adobe, and their upper storeys in quincha, a traditional technique consisting of a timber frame with an infill of canes and mud. Despite the existence of a large number of buildings containing this technique, very little is known about its seismic performance. In order to investigate this, a series of experimental tests on quincha frames, with and without the infill, have been carried out previously, with the aim of quantifying the lateral behaviour and identifying vulnerable areas. The present paper details work carried out to develop a finite element model of the test frames without infill. This model of the timber frame will enable an accurate representation of the frame behaviour to be developed before adding the infill of canes and mud to the model. As the behaviour of the infill material and its connection to the frame is difficult to determine, characterising the timber frame with a high degree of accuracy ensures that the contribution of the infill can be globally quantified from the overall experimental results. The beams and posts are connected by cylindrical mortice and tenon joints, with a diagonal bracing member providing some lateral restraint. The connections have been modelled semi-rigid springs, with the stiffness calculated using variations of the component method. This was found to give very similar results to those obtained experimentally.
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Naichuk, А. Ya. "KNEE JOINT OF THREE-HINGED GLUED TIMBER PORTAL FRAME EXECUTED AS JOINT ON GLUED-IN RODS." Modern structures of metal and wood, no. 25 (August 2021): 82–102. http://dx.doi.org/10.31650/2707-3068-2021-25-92-102.
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In the modern construction of buildings and structures there are many constructive solutions for connecting the rafter with the column of wooden three-hinged portal frames. One of these constructive solutions is the use of knee joints executed as joint on glued-in rods. Despite the accumulated experience in the construction of buildings using timber structures with joints on glued-in rods, there are still urgent tasks to improve the technology of their manufacture and calculation models. The purpose of this work was to conduct experimental and theoretical studies of the knee joint executed as joint on glued-in rods to determine the stress-strain state of the timber in the connection region. To develop of proposals for improving knee joint executed as joint on glued-in rods. The study of the stress-strain state of the knee joint was carried out by solving a plane problem of the theory of elasticity using a software package based on the finite element method. In the software package used, procedures are implemented to take into account the anisotropy of the mechanical properties of wood, the violation of contact between the surfaces of the elements connected in the knee joint. Experimental studies were carried out by the method of static loading of a prototype of a knee joint made in full size, which in its geometric parameters and material properties corresponded to the CE model. As a result of the conducted studies, it was found that in the stretched zone of the knee joint, the glued rods of the rafter and the column are characterized by a significant uneven distribution of forces, in addition, the rods are subjected to compression, tension and bending. The most loaded are the rods located at the maximum distance from the joint of the rafter and the column. The distribution of forces in the rods of the compressed zone is close to uniform. The stress distribution along the length of the inclined rods of the embedded parts is characterized by a large unevenness. Based on the analysis of the stress-strain state of the knee joint of the frame, a new design solution is proposed in terms of the number of glued-in rods and their spacing.
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Brzyski, Grudzińska, and Majerek. "Analysis of the Occurrence of Thermal Bridges in Several Variants of Connections of the Wall and the Ground Floor in Construction Technology with the Use of a Hemp–lime Composite." Materials 12, no. 15 (July 26, 2019): 2392. http://dx.doi.org/10.3390/ma12152392.
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This article analyses the connection of the two types of floors on the ground (floors on joists and self-supporting floors), with the external wall made of a hemp–lime composite for the occurrence of thermal bridges. Several factors that may affect the heat transfer in the junction were taken into account: the level of the floor on the ground, the wall thickness, the thermal conductivity of the composite, and the location of the timber frame construction. The technology of using hemp and lime is relatively new, and there is a lack of such analyses in the literature. The two-dimensional (2D) heat-transfer in the described construction joints was analyzed based on the finite-element method with the use of the THERM 7.4 software. The results were presented as averaged and linear thermal transmittance coefficients dependent on the above mentioned factors. The possibility of surface condensation was also checked. The differences in the values of the thermal transmittance of the junction between the two variants of ground floors reached around 0.13%–1.67% and the values of linear thermal transmittance factor reached approximately 2.43%–10.13%. The junctions with the highest floor level showed a decrease in the thermal transmittance value by about 3.00%–5.77% and in the linear thermal transmittance, by about 21.98%–53.83%, compared to the junctions with the lowest floor level. Calculations showed that almost all analyzed junctions are free from surface condensation causing mould growth, because the minimum temperature factors f0.25 were higher than 0.78 (except for junctions with the lowered floor levels). The junction with a floor on the timber joists showed better thermal parameters than the junction with a self-supporting floor in each of the analyzed variants. By increasing the level of floor insulation, it is possible to limit the thermal bridges and improve the thermal properties of the junction.