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Literatura académica sobre el tema "Timber beams"

Autor: Grafiati

Publicado: 4 de junio de 2021

Última modificación: 6 de febrero de 2022

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Artículos de revistas sobre el tema "Timber beams"

Wan Mohamad, Wan Hazira, Zakiah Ahmad y Ashari Abd. Jalil. "Bending Strength of Glulam from Selected Malaysian Hardwood Timber". Advanced Materials Research 879 (enero de 2014): 237–44. http://dx.doi.org/10.4028/www.scientific.net/amr.879.237.

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Malaysian government has already built the first glulam structure in Malaysia with the aim of demonstrating the potentialities of using indigenous hardwood timber for glulam. Since Malaysia possesses a vast variety of timber species, hence there is a need to identify suitable species for glulam manufacturing. This paper presents the bending performance of Malaysian hardwood glulam beams, manufactured from different categories namely heavy, medium and light hardwood timbers. A series of tests were carried out on the glulam beam that includes bending test, delamination test and shear test of glue line. Results in this study will be useful to manufacturers interested in using Malaysian hardwood for glulam beams.

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Szumigała, Maciej, Ewa Szumigała y Łukasz Polus. "An Analysis of the Load-Bearing Capacity of Timber-Concrete Composite Beams with Profiled Sheeting". Civil and Environmental Engineering Reports 27, n.º 4 (20 de diciembre de 2017): 143–56. http://dx.doi.org/10.1515/ceer-2017-0057.

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Abstract This paper presents an analysis of timber-concrete composite beams. Said composite beams consist of rectangular timber beams and concrete slabs poured into the steel sheeting. The concrete slab is connected with the timber beam using special shear connectors. The authors of this article are trying to patent these connectors. The article contains results from a numerical analysis. It is demonstrated that the type of steel sheeting used as a lost formwork has an influence on the load-bearing capacity and stiffness of the timber-concrete composite beams.

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Hassan, Osama A. B. y Christopher Johansson. "Glued laminated timber and steel beams". Journal of Engineering, Design and Technology 16, n.º 3 (4 de junio de 2018): 398–417. http://dx.doi.org/10.1108/jedt-12-2017-0130.

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Purpose This paper aims to compare glued laminated timber and steel beams with respect to structural design, manufacturing and assembly costs and the amount of greenhouse gas emissions. Design/methodology/approach This paper presents structural design requirements in conformance with EN 1993: Eurocode 5 and Eurocode 3. With the help of these standards, expressions are derived to evaluate the design criteria of the beams. Based on the results of life-cycle analysis, the economic properties and environmental impact of the two types of beam are investigated. In this paper, the effect of beam span on the design values, costs and carbon dioxide emissions is analysed when investigating aspects of the structural design, economy and environmental impact. Different cross-sections are chosen for this purpose. Findings The study shows that the glued laminated (abbreviated as “glulam”) beams have a smaller tendency to lateral torsional buckling than the steel beams, and that they can be cheaper. From an environmental point of view, glulam beams are the more environmentally friendly option of the two beam materials. Furthermore, glulam beams may have a direct positive effect on the environment, considering the carbon storage capacity of the wood. The disadvantage of glued wood is that larger dimensions are sometimes required. Research limitations/implications Wind load and the effect of second-order effects have not been considered when analysing the static design. Only straight beams have been studied. Furthermore, the dynamic design of the beams has not been investigated, and the bearing pressure capacity of the supports has not been analyzed. We have investigated timber beams with a rectangular cross-section, and steel beams of rolled I-sections, known as “HEA profiles”. The cost analysis is based mainly on the manufacturing and assembly costs prevalent on the Swedish market. The only environmental impact investigated has been the emission of greenhouse gases. The design calculations are based on the European standards Eurocode 5 and Eurocode 3. Practical implications To achieve sustainability in construction engineering, it is important to study the environmental and economic consequences of the building elements. By combining these two effects with the technical design of buildings made of steel and/or timber, the concept of sustainable development can be achieved in the long run. Social implications The study concerns sustainability of building structures, which is an important of the sustainable development of the society. Originality/value The paper contains new information and will be useful to researchers and civil engineers.

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Fajman, Petr y Jiri Maca. "Historical Timber Structures with Selected Joints". Applied Mechanics and Materials 769 (junio de 2015): 25–28. http://dx.doi.org/10.4028/www.scientific.net/amm.769.25.

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Repairs of historical timber structures lead to connecting existing and new beams. The requirements for beam authenticity make use of older ways of connecting. The first type is the splice of beams in bending with the scarf joint, rafters and tie-beams are joined with the dovetail and, finally, the connection of the main joist with the strut is by the mortise carve.

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Pupsys, Tomas, Marco Corradi, Antonio Borri y Leon Amess. "Bending Reinforcement of Full-Scale Timber Beams with Mechanically Attached GFRP Composite Plates". Key Engineering Materials 747 (julio de 2017): 212–19. http://dx.doi.org/10.4028/www.scientific.net/kem.747.212.

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This paper presents the results of an experimental campaign aimed to evaluate the performance of timber beams strengthened in bending using GFRP (Glass Fiber Reinforced Polymer) plates mechanically attached with high-strength metal screws. Modest ratios of GFRP composite reinforcement can increase beam load-carrying capacity and manipulate failure mode from the brittle tensile in the unreinforced beams to a more extensible failure in the strengthened timber beams. Application of mechanical reinforcement presents a solution of reversibility, compatibility and durability for reinforced timber. The experimental campaign focused on load-deflection relationship and failure modes in order to increase the bending capacity and stiffness of the timber beam. Oak beams with dimensions 145 x 145 x 2450 mm were reinforced with un-bonded pultruded GFRP plates. Hexagon head coach screws 16 mm diameter, 130 mm length, grade 8.8, were used to mechanically attach the reinforcement along with 34 mm outer diameter fender washers, distributing the fastening load away from the screw’s position. All beams were tested until failure under the four-point bending configuration. Experimental results demonstrate the effectiveness of the reinforcement method and ability to reversibly repair the timber, representing a capability to be utilised in the new constructions or restoration of timber structures.

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Abdulla, Aziz, Reem Mahmoud y Ammar Khazaal. "Toughness of Timber Beams Strengthened with Jute Fibers". Tikrit Journal of Engineering Sciences 27, n.º 3 (25 de diciembre de 2020): 94–112. http://dx.doi.org/10.25130/tjes.27.3.11.

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This research involves investigating the toughness behavior of timber beams strengthened by jute fibers with various forms of strengthening. Ten timber specimens with dimensions (70×100×1000) mm are divided into four groups and loaded under a third point loading. The experimental program was carried out to investigate shear and flexural strengthening effects on toughness, toughness indices, ultimate loads, and the mid-span deflection of the tested beams. One beam as a control beam (un-strengthened beam), four specimens are wrapped in U technique in single and double layers along the whole length of the beam in full and strips wrapping technique, three specimens are wrapped in full technique along the whole length of the beam in full and strips wrapping technique, three timber specimens wrapped in flexural strengthening technique with two, four, and six layers of jute fibers. The results show that jute fibers strengthening increases the toughness ratios of timber beams by about (175%-320%), (190%-401%), and (106%-240%) for U, full, and flexural strengthening techniques, respectively, at the ultimate loads compared with the control beam. Furthermore, it is found that the highest toughness ratio is when the beam is wrapped in full strengthening technique.

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Zhang, Xiaofeng, Youfu Sun, Mingbin Liu y Ruyuan Yang. "Research Progress on Repair and Reinforcement of Beams in Timber Building". MATEC Web of Conferences 275 (2019): 01019. http://dx.doi.org/10.1051/matecconf/201927501019.

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Timber building has been widely used for its renewable, excellent structural performance and aesthetic value. The “beam” is one of the most important components in the upper structure of a timber structure; beam as the main force component is under long-term loading may cause it to crack and resulting in a reduced safety factor. In this paper, the predecessors' research results are analyzed and summarized from the perspectives of the damage reinforcement methods of timber beams in ancient building and modern building, as well as the research hot-pots of modern timber beams, in order to lay the foundation for subsequent related research..

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Hu, Yafeng, Yang Wei, Si Chen, Yadong Yan y Weiyao Zhang. "Experimental Study on Timber−Lightweight Concrete Composite Beams with Ductile Bolt Connectors". Materials 14, n.º 10 (18 de mayo de 2021): 2632. http://dx.doi.org/10.3390/ma14102632.

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A timber–lightweight−concrete (TLC) composite beam connected with a ductile connector in which the ductile connector is made of a stainless−steel bolt anchored with nuts at both ends was proposed. The push−out results and bending performance of the TLC composite specimens were investigated by experimental testing. The push−out results of the shear specimens show that shear–slip curves exhibit good ductility and that their failure can be attributed to bolt buckling accompanied by lightweight concrete cracking. Through the bending tests of ten TLC composite beams and two contrast (pure timber) beams, the effects of different bolt diameters on the strengthening effect of the TLC composite beams were studied. The results show that the TLC composite beams and contrast timber beams break on the timber fiber at the lowest edge of the TLC composite beam, and the failure mode is attributed to bending failure, whereas the bolt connectors and lightweight concrete have no obvious breakage; moreover, the ductile bolt connectors show a good connection performance until the TLC composite beams fail. The ultimate bearing capacities of the TLC composite beams increase 2.03–3.5 times compared to those of the contrast beams, while the mid-span maximum deformation decrease nearly doubled.

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Shekhorkina, S., К. Shliakhov y А. Sopilniak. "EXPERIMENTAL INVESTIGATION OF LOAD-BEARING CAPACITY AND DEFLECTIONS OF FULL-SCALE GLUED LAMINATED TIMBER BEAMS". Odes’kyi Politechnichnyi Universytet Pratsi 2, n.º 61 (2020): 5–11. http://dx.doi.org/10.15276/opu.2.61.2020.01.

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With the transition to the design of timber structures in accordance with European standards, problems arise in assessment of the load-bearing capacity of glued timber structures that are caused by insufficient amount of data about the physical, mechanical and deformation properties of glued timber, which is produced in Ukraine. The aim of the work was to determine the load bearing capacity in bending and deflection of a glued timber beam under the action of a concentrated load in the middle of the span. Two glued laminated timber beams were used in the experiment. Both beams were made using lumber from pine wood and a moisture-curing onecomponent polyurethane adhesive Kleiberit PUR 510 FiberBond. The beams have the dimensions of the cross-section: width of 120 mm and height of 180 mm. The length of the beams was 9880 mm. Each beam consisted of 9 layers of 20 mm thick lamellas glued together. Considering the absence of the data on the strength class of the beam material, the theoretical load bearing capacity and deflection were determined according to the characteristics of the GL24h class (minimum strength class), and amounted to 722 kgf and 19.1 cm, respectively. As a result of the tests, the failure load and the deflection of the beams were determined, and the dependences of the deflection on the load were obtained. The actual deflection of the beams determined was 251 mm and 275 mm, which is 1.31 and 1.44 times higher than the predicted deflection. Accordingly, the failure load determined experimentally is 1.96 and 2.03 times higher than the theoretical value. During the tests, the features of the deformation and the nature of the destruction of the beams were investigated. Wherein, the determining factor was the presence of defects in timber and lamellas joints along the length in the most stressed layers. Based on the data obtained, recommendations on manufacturing aimed at the increasing the bending strength of glued laminated timber beams are given. The results obtained will be further used in the development of structural solutions for hybrid timber-concrete floors.

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Keenan, F. J., J. Kryla y B. Kyokong. "Shear strength of spruce glued—laminated timber beams". Canadian Journal of Civil Engineering 12, n.º 3 (1 de septiembre de 1985): 661–72. http://dx.doi.org/10.1139/l85-073.

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The effect of size on longitudinal shear strength has been well established for Douglas-fir glued–laminated (glulam) timber beams. The present study examined whether this phenomenon exists in glulam beams made of spruce. The experiment consisted of three projects in which beams of various sizes were tested under concentrated mid-span load. The project A beams had clear spruce webs and white elm flanges with cross-sectional dimensions varying from 25 × 25 mm to 75 × 75 mm. The project B beams had spruce glulam webs with Douglas-fir flanges; cross sections ranged from 20 × 100 mm to 90 × 200 mm. In project C, three groups of 10 replications of commercially representative sizes of glulam beams were made from stiffness-rated spruce–pine–fir lumber. The beam cross sections were 76 × 200 mm, 76 × 400 mm, and 127 × 400 mm.The results indicated that depth, width, and shear plane had significant effects on the longitudinal shear strength of the beams in project A. Depth, width, and shear span of the small glulam beams in project B also had highly significant effects on shear strength. However, no effects of depth and width on the shear strength of glulam beams in project C were found. Regression analysis showed no dependence of shear strength on sheared volume for the beams of all three projects. The three-parameter Weibull model also failed to predict the near-minimum shear strength of spruce glulam beams. The results suggested that the lower-bound shear strength of spruce glulam beams is a constant (regardless of beam volume) and could be used as a single characteristic value for glulam design in shear. Further review of published data indicates that this may also be the case for Douglas-fir glulam but with a lower characteristic value than for spruce.

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Tesis sobre el tema "Timber beams"

Czmoch, Ireneusz. "Influence of structural timber variability on reliability and damage tolerance of timber beams". Doctoral thesis, Luleå tekniska universitet, 1998. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-16865.

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The thesis addresses two main problems: 1) Probablistic modelling of lengthwise variability in structural timber, 2) Reliability and damage tolerance analysis of beams made of structural timber. Timber is considered as an elastic-brittle material. Dependence of timber properties on time and environment conditions is neglected. The presented statistical analysis of MOE is based on experimental data. An original method for determination of the MOE function on the basis of a measured deflection curve has been developed. The Log-normal, Gumbel or Normal distributions can be recommended as the probability distribution model of the homogeneous random field of MOE with the scale of fluctuation equal to 1.5-2.5 m. The variability of bending strength of timber beams has been studied with help of a weak-zone model. Assuming a marked Poisson random field as a probabilistic model of bending strength, analytical solutions have been derived for a number of particular problems. The influence of the correlation between strengths of weak zones has been studied with help of the Monte Carlo simulation. Time invariant reliability indices and damage tolerance indices have been computed for the weak-zone model and the corresponding homogeneous modelof a timber beam. The difference in reliability indices between the homogeneous and weak-zone models depends more on the probability model of the weak-zone strength than on the mean distance between the weak zones. There is no significant difference in the damage tolerance indices computed for the two considered models of a timber beam.
Godkänd; 1998; 20061122 (haneit)

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Gentile, Christopher John. "Flexural strengthening of timber bridge beams using FRP". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0027/MQ51711.pdf.

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Spellman, Phillip Michael. "The Fire Performance of Post-Tensioned Timber Beams". Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2012. http://hdl.handle.net/10092/7429.

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Post-tensioned timber frames have recently been undergoing heavy research and development at the University of Canterbury. The recently developed post-tensioned timber system utilises engineering wood products such as Laminated Veneer Lumber (LVL) and glue laminated timber (Glulam), which are formed into box sections and post-tensioned with high strength steel tendons made from stranded steel wire or solid steel bars. The post-tensioning serves to counteract some of the bending actions imposed on the timber beam from loading through a variety of mechanisms. Previous research has focused on the seismic performance and gravity frame performance of post-tensioned timber, both of which yielded promising results. There is however a commonly perceived increase in fire risk with timber building, particularly multi-storey timber buildings, and the fire performance of post-tensioned timber had not previously been investigated. Therefore, the focus of this research was to investigate the fire performance of post-tensioned timber beams. This was completed through a series of full-scale furnace tests, and the development of a fire resistance design method. Three 4.36m span post-tensioned timber beams were exposed to the ISO 834 standard fire. Each of the test beams were glued box beams made from 63mm LVL and were of varying external dimensions. Each beam was intended to demonstrate a specific failure mechanism at approximately 60 minutes of fire exposure. The failure mechanisms demonstrated were a shear failure in the lower corner of due to corner rounding, and a combined bending and compression failure at the end of the beam. These failure mechanisms are unique to post-tensioned timber in fire. The results of the experimental testing were used to validate and refine the proposed fire resistance calculation. Also tested during the full-scale testing were five different forms of anchorage fire protection. These were tested as a secondary objective, but useful thermal data was collected. Through the full-scale testing and the calculation method development it was found that it is important to consider shear during fire design. The post-tensioning increases the bending capacity of a beam but doesn’t affect its shear capacity, therefore when more loading is applied to utilise the increased bending capacity the shear action is increased which leads to shear governing the design in many cases. It is also important to consider shear not only in the webs at the centroid where the shear flow is greatest but also in the lower corners, which can become much thinner than the webs. Without calculation it is not possible to determine where the shear stress will be greatest and therefore both the web and the lower corners need to be checked. It was also found that as the timber section chars on three sides the post-tensioning eccentricity increases which can lead to the moment at the end of the beam becoming critical. Other failure mechanisms which need to be checked include, combined bending and compression at mid span, and tension in the bottom most fibre at mid span. It was found that the proposed calculation method, when used with a char rate of 0.72mm/min and an additional allowance of 7mm for temperature-affected timber beneath the char layer, provided good predictions of the failure times for the full-scale experiments.

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Habite, Tadios Sisay. "Moisture-induced crack development in timber beams : a parametric study performed on dowelled timber connections". Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-68610.

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A problem has been observed by many researchers regarding the cracks caused mainly by moisture variation in timber structures. However, this effect has been neglected over the past decades. In addition, many design codes do not have a room for a realistic formulation of the moisture diffusion and its effect in causing internal stress, deformation, and cracks. Moreover, if this effect occurs in connection areas, usually the weakest structural section, it has and also had shown a devastating effect on the service life of many wooden structures. In the current work, a Fickian moisture diffusion model is implemented by use of finite element simulation with the help of the commercial software ABAQUS for a dowelled beam column connection. The results of such moisture diffusion were used to analyse the stress situation inside the timber section. Moreover, an extended finite element method was applied in ABAQUS to investigate how moisture induced crack develops into the timber section. Furthermore, a parametric study was performed by using Python scripting to investigate the effect of dowel spacing (horizontal and vertical) and critical energy release rate on the development of the moisture-induced crack. The results obtained revealed that for the same material property when the dowel spacing increases (either horizontal or vertical) the crack length increases significantly. Likewise, the crack length increases when the critical energy release rate requirement of the timber is decreasing.

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Inniss, Clifton F. "Analytical and experimental modelling of timber-concrete composite beams". Thesis, University of Surrey, 1994. http://epubs.surrey.ac.uk/842780/.

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This thesis investigates the behaviour of timber-concrete composite beams with mechanical shear connectors. The analysis of these structures is complex due to the discontinuity caused by slip at the interface between the timber and concrete and can only be achieved by the use of sophisticated analytical techniques. A literature review has been carried out highlighting the fact that only a limited amount of theoretical and experimental work exists on timber- concrete composite beams. The fundamental objectives of this study were to develop suitable analytical and experimental models so as to better understand the behaviour of these structures. Fifty seven push-out specimens and seven beams were tested in order to determine the load/slip characteristics of the coach screw connectors and how these influence the behaviour of the beams. It was found that the bond and friction at the timber-concrete interface had a significant effect on the behaviour of the joints and beams. Analyses were carried out using a fully non-linear finite element package, LUSAS. The finite element model developed consisted of standard two dimensional elements and the results from the beam tests were used in a validation exercise. In general, good agreement was obtained for the stiffness of the beams throughout their loading history. Studies were carried out using the analytical model to determine the influence of the main parameters on the stiffness of the beams. The connector stiffness and timber properties were found to have a strong influence while the concrete properties were not significant at working load level. Further analytical studies were carried out for a wide range of geometric properties. The information obtained was used in the formulation of a design procedure which allowed for slip at the interface of the beams. Recommendations are included for future research on timber-concrete composite beams.

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Zhu, Enchun. "Modelling the structural behaviour of OSB webbed timber I-beams". Thesis, University of Brighton, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.289477.

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Talukdar, Sudip. "Strengthening of timber beams using externally-bonded sprayed fibre reinforced polymers". Thesis, University of British Columbia, 2008. http://hdl.handle.net/2429/920.

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The use of Fibre Reinforced Polymers (FRP) has grown in popularity in the construction industry. FRP has proven useful in the retrofit of various types of structural elements. It may be used for the strengthening of beams, the seismic upgrade of walls panels, as well as the jacketing of columns to provide confinement. There exist several methods of FRP application for the case of structural retrofits. These include the application of pre-prepared FRP mats, or application of FRP via the wet lay-up process. However, a new technique developed at the University of British Columbia allows for the application of FRP in the form of a spray. Externally bonded Sprayed FRP (SFRP) is known to increase strength and energy absorption capacity of a retrofitted member as well as, or better than, FRP sheets. However, tests have primarily been carried out on concrete members only. An area of interest, into which not much research has been conducted, is the application of SFRP to timber. Timber bridges are extensively used in many parts of the world. Often due to remoteness and practical constraints, it is impossible to apply FRP sheets to retrofit these bridges. SFRP would be a much easier method of FRP application. This study looked at the application of SFRP to Douglas Fir (D.Fir) Beam specimens subjected to 3-Point Flexural Loading only. The specimens were treated with either a water based (Borocol) or oil borne (Creosote) antifungal preservative prior to being sprayed with FRP. Different combinations of adhesives/bonding agents including Hydroxymethylated Resorcinol and Polymeric Isocyanates were used to try to develop a strong bond. When considering using only chemical adhesives to obtain a proper bond between the two constituents of the composite, use of HMR is recommended for timber which is untreated or has been treated with a water borne preservative such as Borocol, while a pMDI adhesive such as AtPrime 2 is recommended for timber treated with an oil borne preservative such as Creosote. For Non Creosoted beams, adhesives did not generate as significant of a strength gain. For Creosoted beams, adhesives may be sufficient to generate significant strength gain when SFRP is applied to a beam. Considering that most structures in use would probably have been treated with a preservative similar to Creosote, in practice, AtPrime 2 or some other some sort of pMDI would probably be the adhesive of choice. Based on the results of the study, it is possible to say that the application of SFRP to retrofit/rehabilitate timber structures shows considerable promise. If a decent bond is achieved between the composite constituents, it is possible to substantially increase the ultimate flexural strength of the member, as well as drastically increase its ductility and energy absorption capacity. It is recommended that further tests be carried out using different types of loading schemes, geometrical configurations of SFRP, other types of anchorage, and development of a proper analytical model before the method is adopted for widespread use.

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Ong, Chee Beng. "Performance of glue-laminated beams from Malaysian Dark Red Meranti timber". Thesis, University of Bath, 2018. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.760973.

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In this study, Malaysian Dark Red Meranti (DRM) was used to manufacture glulam beams, following closely the requirements of BS EN 14080:2013 so as to emulate commercial production. Phenol resorcinol formaldehyde (PRF), commonly used in structural glulam production, was used in the fabrication of finger joints and laminations of the glulam beams. Factors influencing the mechanical properties of finger joints and bonding performance of laminations were investigated. Full size glulam beams were manufactured and tested in bending with partial and complete carbon fibre reinforced polymer (CFRP) reinforcement on the tension face and compared with the performance of unreinforced beams. A bench-scale fire test was proposed to describe the behaviour of DRM finger joints in tension under fire condition, in order to simulate the failure of finger joints on the tension side of a glulam beam in a standard fire test. Overall, DRM finger joints exhibited better bending strength than Spruce finger joints which represented softwood used in European glulam. Wood density and end pressure were shown to affect the strength properties of the finger joints. Higher cramping pressure was needed to produce DRM laminations with higher shear strength. The glulam beam with CFRP reinforcement had a higher bending strength than the unreinforced glulam beams but partial reinforcement had an adverse effect on beam strength. In the bench-scale fire test, DRM finger-jointed specimens exhibited lower charring rate than Spruce. Furthermore, PRF finger-jointed specimens showed better fire performance than finger-jointed specimens bonded with polyurethane (PUR) adhesive. In conclusion, it is hoped that results from this research will motivate engineers and architects in Malaysia to design and build structures from less-utilised local timber, specifically in the form of glulam, encouraging the timber industry in Malaysia to produce them commercially.

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Anshari, Buan. "Structural behaviour of glued laminated timber beams reinforced by compressed wood". Thesis, University of Liverpool, 2012. http://livrepository.liverpool.ac.uk/9115/.

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As an engineered wood product, glued laminated timber (Glulam) is produced to minimise several natural weaknesses such as knots and non-uniform strength in order to enhance its stiffness and load carrying capacity. Many reinforcement methods have been tested, with promising results in increasing the strength and stiffness of beam. Recently, with increasing concern on environmental protection there is a growing trend in construction to use as many natural materials as possible. Therefore, conventional types of reinforcement using metals and/or synthetic materials do not fit well with this trend. A new approach to strengthen Glulam beams using pure natural materials has been established through this research. Glulam beams were strengthened by inserting compressed wood (CW) blocks into the pre-cut rectangular holes on the top of the beams. This practice was to make use of moisture-dependent swelling nature of the compressed wood. As a result, a pre-camber was produced in the mid-span of the beam reinforced. Significant initial tensile and compressive stresses were generated at both the top and the bottom extreme fibres of the beam, respectively. Material tests have been done to investigate material properties of compressed Japanese cedar with different compression ratios. Structural tests were undertaken for short and long Glulam beams strengthened by CW blocks after gained the pre-camber. 3-D finite element models have also been developed by using commercial code ABAQUS to simulate the pre-stressing behaviour of Glulam beams reinforced using compressed wood blocks. The finite element models were used to simulate the structural behaviour of the pre-stressed beams subjected to subsequent destructive bending tests. All computer models developed were validated against corresponding experimental results of the free moisture-dependent swelling, pre-stressing processes and the destructive tests for both the short and long beams. Reasonably good correlation was obtained in terms of the free swelling, the pre-camber, initial stress state of the Glulam beams reinforced and load-deflection relationships. Using validated computer models, parametric studies were further carried out to provide design information for such a reinforcing technique. The results have indicated that the reinforcing techniques using compressed wood blocks are very effective means to enhance the initial stiffness, bending strength and load carrying capacity of Glulam beams. The technology is ready to be applied in practice.

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Khokhar, Aamir Muhammad. "The evaluation of shear properties of timber beams using torsion test method". Thesis, Edinburgh Napier University, 2011. http://researchrepository.napier.ac.uk/Output/4406.

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Libros sobre el tema "Timber beams"

Schaffer, Erwin L. Strength validation and fire endurance of glued-laminated timber beams. Madison, WI: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1986.

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Janowiak, John J. Efficient utilization of red maple lumber in glued-laminated timber beams. Madison, WI: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1995.

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Rycroft, Alan. Kalgoorlie-Leonora, timber bridges: Strength evaluation by testing. [Australia]: Westrail, 1992.

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Hernandez, Roland. Improved performance of Southern Pine structural glued-laminated timber. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1992.

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National Research Council Canada. Associate Committee on the National Building Code. The Span book: Span tables for Canadian dimension lumber and glued-laminated timber. Ottawa, Ontario: Canadian Wood Council, 1995.

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Hunt, John. Lam I-joists: A new structural building product from small-diameter, fire-prone timber. [Madison, WI]: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 2003.

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Hunt, John F. Lam I-joist: A new structural building product from small-diameter, fire-prone timber. [Madison, WI?]: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 2003.

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Hunt, John F. Lam I-joist: A new structural building product from small-diameter, fire-prone timber. [Madison, WI?]: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 2003.

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The craft of modular post & beam: Building log & timber homes affordably. Point Roberts, WA: Hartley & Marks, 1997.

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Más fuentes

Capítulos de libros sobre el tema "Timber beams"

Stalnaker, Judith J. y Ernest C. Harris. "Selecting Sawn-Timber Beams". En Structural Design in Wood, 101–28. Boston, MA: Springer US, 1989. http://dx.doi.org/10.1007/978-1-4684-9996-4_6.

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Stalnaker, Judith J. y Ernest C. Harris. "Selecting Sawn-Timber Beams". En Structural Design in Wood, 100–130. Boston, MA: Springer US, 1997. http://dx.doi.org/10.1007/978-1-4615-4082-3_6.

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Flaig, Marcus y Hans Joachim Blaß. "Tapered Beams Made of Cross Laminated Timber". En Materials and Joints in Timber Structures, 667–76. Dordrecht: Springer Netherlands, 2014. http://dx.doi.org/10.1007/978-94-007-7811-5_60.

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Avez, Coralie y Thierry Descamps. "Stiffness of Prosthetic Repairs for Historic Timber Beams". En Lecture Notes in Civil Engineering, 383–93. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-39492-3_32.

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Al Sabouni-Zawadzka, Anna, Wojciech Gilewski, Paweł A. Król y Jan Pełczyński. "Controversy Over Cracks in Glued Laminated Timber Beams". En Lecture Notes in Civil Engineering, 81–90. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-86001-1_10.

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Béreyziat, Antoine, Maxime Audebert, Sébastien Durif, Abdelhamid Bouchaïr, Amir Si Larbi y Dhionis Dhima. "Fire Protection of Steel Beams by Timber: Thermomechanical Analysis". En Wood & Fire Safety, 397–403. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-41235-7_58.

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Blank, L., R. Jockwer, A. Frangi y G. Fink. "Quasi-brittleness of glued laminated timber beams subjected to bending". En Insights and Innovations in Structural Engineering, Mechanics and Computation, 1714–19. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-283.

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Widmann, Robert, Wilfried Beikircher, José L. F. Cabo y René Steiger. "Bending Strength and Stiffness of Glulam Beams Made of Thermally Modified Beech Timber". En Materials and Joints in Timber Structures, 569–76. Dordrecht: Springer Netherlands, 2014. http://dx.doi.org/10.1007/978-94-007-7811-5_52.

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Stapf, Gordian y Simon Aicher. "Pressure Distribution in Block Glue Lines Analyzed by Theory of Beams on Elastic Foundation". En Materials and Joints in Timber Structures, 341–53. Dordrecht: Springer Netherlands, 2014. http://dx.doi.org/10.1007/978-94-007-7811-5_31.

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Konrad, Rodacki, Zając Bogusław, Kwiecień Arkadiusz, Marcin Tekieli y Kazimierz Furtak. "The Strength of Wooden (Timber)-Glass Beams Combined with the Polyurethane Adhesive - DIC and Finite Element Analysis". En RILEM Bookseries, 323–31. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-319-99441-3_34.

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Actas de conferencias sobre el tema "Timber beams"

Bradford, Mark, Amirhossein Hassanieh y Hamid Valipour. "Composite Beams of Steel and Timber". En IABSE Symposium, Vancouver 2017: Engineering the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/vancouver.2017.1918.

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Chybiński, Marcin, Łukasz Polus, Wojciech Szwabiński y Patryk Niewiem. "Fe analysis of steel-timber composite beams". En COMPUTATIONAL TECHNOLOGIES IN ENGINEERING (TKI’2018): Proceedings of the 15th Conference on Computational Technologies in Engineering. Author(s), 2019. http://dx.doi.org/10.1063/1.5092064.

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Branco, J. M. y F. Ferreira. "Structural repair of decayed old timber end beams". En REHAB 2014 - International Conference on Preservation, Maintenance and Rehabilitation of Historical Buildings and Structures. Green Lines Institute for Sustainable Development, 2014. http://dx.doi.org/10.14575/gl/rehab2014/106.

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Vavrusova, Kristyna, Libor Zidek y David Mikolasek. "The Carrying Capacity of the Reinforced Timber Beams". En International Conference on Education, Management, Computer and Society. Paris, France: Atlantis Press, 2016. http://dx.doi.org/10.2991/emcs-16.2016.417.

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Kovacikova, Janka, Mats Ekevad, Olga Ivankova y Sven Berg. "FINITE ELEMENT ANALYSIS OF TIMBER BEAMS WITH FLAWS". En VII European Congress on Computational Methods in Applied Sciences and Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2016. http://dx.doi.org/10.7712/100016.2436.6566.

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Kvočák, V. y M. Al. "Design and realization of composite timber-concrete beams". En The 2nd International Conference on Engineering Sciences and Technologies. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315393827-33.

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Brokans, A. y L. Ozola. "Behaviour of creep of timber beams under natural environmental conditions". En HPSM/OPTI 2014. Southampton, UK: WIT Press, 2014. http://dx.doi.org/10.2495/hpsm140441.

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Agel, Petr, Kristyna Klajmonova, Antonin Lokaj y Roman Fojtik. "Carrying Capacity of Semi-Rigid Joint of Timber-Concrete Beams". En 2015 International Conference on Materials, Environmental and Biological Engineering. Paris, France: Atlantis Press, 2015. http://dx.doi.org/10.2991/mebe-15.2015.72.

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Rajczyk, M. y D. Jonczyk. "Numerical study of glued laminated timber beams with aramid fibers reinforcements". En 3rd International Conference on Contemporary Problems in Architecture and Construction. IET, 2011. http://dx.doi.org/10.1049/cp.2011.1200.

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JELUŠIČ, PRIMOŽ. "DETERMINING OPTIMAL DESIGNS OF TIMBER BEAMS WITH NON-UNIFORM CROSS-SECTION". En HPSM/OPTI 2018. Southampton UK: WIT Press, 2018. http://dx.doi.org/10.2495/hpsm180171.

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Informes sobre el tema "Timber beams"

Sharp, W. M., S. S. Yu y E. P. Lee. Time-dependent field equations for paraxial relativistic electron beams: Beam Research Program. Office of Scientific and Technical Information (OSTI), julio de 1987. http://dx.doi.org/10.2172/6016104.

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Chiang, I.-Hung, Adam Rusek y M. Sivertz. Time of Flight of NSRL Beams. Office of Scientific and Technical Information (OSTI), octubre de 2005. http://dx.doi.org/10.2172/1775544.

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Williams, Tyler. Lateral Deformation Behavior of Mass Timber Beam to Column Gravity Connection. Portland State University. Department of Civil and Environmental Engineering, agosto de 2018. http://dx.doi.org/10.15760/ccemp.43.

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Heffner, M. Fission TPC Beam Time Needs. Office of Scientific and Technical Information (OSTI), octubre de 2012. http://dx.doi.org/10.2172/1053677.

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Lee, S. Y. Beam Life Time in the Presence of Beam Blow Up. Office of Scientific and Technical Information (OSTI), noviembre de 1985. http://dx.doi.org/10.2172/1119267.

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George, Jeffrey Spencer. I have beam time, what's next? Office of Scientific and Technical Information (OSTI), julio de 2019. http://dx.doi.org/10.2172/1542812.

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Fan, Jianhua, Zhiyong Tian, Simon Furbo, Weiqiang Kong y Daniel Tschopp. Simulation and design of collector array units within large systems. IEA SHC Task 55, octubre de 2019. http://dx.doi.org/10.18777/ieashc-task55-2019-0004.

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Resumen

Solar radiation data is necessary for the design of solar heating systems and used to estimate the thermal performance of solar heating plants. Compared to global irradiance, the direct beam component shows much more variability in space and time. The global radiation split into beam and diffuse radiation on collector plane is important for the evaluation of the performance of different collector types and collector field designs.

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Pollard, James E. y Ronald B. Cohen. Electron-Impact Ionization Time-of-Flight Mass Spectrometer for Molecular Beams,. Fort Belvoir, VA: Defense Technical Information Center, abril de 1989. http://dx.doi.org/10.21236/ada207585.

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Welch, K. M. RHIC detector beam-pipe pressures in time. Office of Scientific and Technical Information (OSTI), febrero de 1993. http://dx.doi.org/10.2172/10141205.

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Welch, K. M. RHIC detector beam-pipe pressures in time. Office of Scientific and Technical Information (OSTI), febrero de 1993. http://dx.doi.org/10.2172/6886209.

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