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1
Fonseca, Elza MM, Lino Silva, and Pedro AS Leite. "Numerical model to predict the effect of wood density in wood–steel–wood connections with and without passive protection under fire." Journal of Fire Sciences 38, no. 2 (March 2020): 122–35. http://dx.doi.org/10.1177/0734904119884706.
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The main objective of this work is to present a numerical model to predict the effect of wood density in unprotected wood connections with an internal steel plate (wood–steel–wood), when comparing with the same connections using passive protection with gypsum plasterboard, submitted to fire conditions. Wood–steel–wood connections are made of four wood members, two on each side, with an internal steel plate that connects the pieces using steel dowel fasteners. First, analytical methodologies according to Eurocode 5 part 1-1 were used to design the connections at room temperature. After that, to predict the fire exposure and the connection ability, a numerical model was performed which permits to compare the fire resistance in wood–steel–wood connections without and with passive protection following the Eurocode 5 part 1-2. Results of the temperature and the wood char layer depth were compared using three different wood densities. The evolution of the charring rate was calculated in different locations of the connections and compared with the analytical value proposed by the Eurocode 5 part 1-2.
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Mohammad, M., and J. HP Quenneville. "Bolted woodsteel and woodsteelwood connections: verification of a new design approach." Canadian Journal of Civil Engineering 28, no. 2 (April 1, 2001): 254–63. http://dx.doi.org/10.1139/l00-105.
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This paper covers the verification tests carried out at the Royal Military College of Canada on woodsteelwood and woodsteel bolted connections. Thirty groups of specimens were tested. Specimen configurations were selected in such a way to include fundamental brittle and ductile failure mode cases. Comparisons between experimental results and predictions from proposed equations developed from steelwoodsteel bolted connections are given. Proposed design equations were found to provide better predictions of the ultimate loads than current CSA Standard O86.1 design procedures especially for bearing. However, row shear-out predictions seem to overestimate the strength. An adjustment using the reduced (effective) thickness concept is therefore proposed. Experimental observations on specimens that failed in row shear-out indicated that shear failure occurred over a reduced thickness. Stress analysis confirms findings on the reduced thickness. The research program is described in this paper along with the results and the proposed design equations for woodsteelwood and woodsteel bolted connections loaded parallel-to-grain.Key words: woodsteelwood, woodsteel, bolt, connection, strength, failure, design, thickness.
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Zhou, Jun Wen, Dong Sheng Huang, Wen Hu Li, Ai Hua Liu, and Wei Cheng Shi. "Failure Modes of Bolted Steel-Wood-Steel Connections Loaded Parallel-to-Grain." Applied Mechanics and Materials 256-259 (December 2012): 652–56. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.652.
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Bolted steel-wood-steel connection is an important fashion of connections in timber structure, the manners of failure loaded parallel-to-grain include bearing, row shear-out, group tear-out and splitting, and the brittle failure modes are predominant in some tested results of bolted connections specimens. End distance, bolt spacing, row spacing and the thickness of wood have important influence on the failure modes, and meanwhile, the bolt diameter can not be neglected. Based on the different failure fashion, the equations of strength were given.
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Quenneville, J. HP, and M. Mohammad. "Design method for bolted connections loaded perpendicular-to-grain." Canadian Journal of Civil Engineering 28, no. 6 (December 1, 2001): 949–59. http://dx.doi.org/10.1139/l01-059.
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A new design approach to evaluate the resistance of bolted timber connections loaded perpendicular-to-grain is presented in this paper. The design method consists of calculating the resistances of the ductile failure modes, based on the original European yield model, and that of the splitting mode, and of using the smallest of the two. The splitting calculations are adapted from the wood resistance calculation for timber rivet connections. The new design method is based on the assumption that the bolted connection is forming a cluster considered to be equivalent in dimension to a cluster of timber rivets. The rivet design equations were modified to reflect the fact that bolts extend to the full thickness of the wood members, whereas rivets do not. In this paper, the research program is described, results are presented and the alternative design approach is proposed to predict the failure modes and the ultimate strengths of steelwoodsteel, woodwoodwood, and woodsteelwood bolted connections.Key words: connections, strength, design, bolt, connection, prediction, failure, perpendicular-to-grain.
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Quenneville, J. HP, and M. Mohammad. "On the failure modes and strength of steel-wood-steel bolted timber connections loaded parallel-to-grain." Canadian Journal of Civil Engineering 27, no. 4 (August 1, 2000): 761–73. http://dx.doi.org/10.1139/l00-020.
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The current Canadian code provisions for the design of timber bolted connections were essentially developed based on connections showing a ductile behavior and then further modified to account for situations where connections fail in a brittle way. An experimental study was undertaken to evaluate the strength of bolted connections specifically experiencing a brittle mode of failure. Specimens consisting of steel-wood-steel connections with either 19.1 mm or 12.7 mm bolts were tested in tension. Test variables included end distance, bolt spacing, row spacing, number of bolts per row, number of rows, thickness and species of wood member, glulam or sawn lumber members. Connections were tested to the ultimate to observe possible modes of failure as variables were changed. Results show that the current Canadian standard approach to evaluate the resistance of timber bolted connections is not optimal although conservative. Brittle modes of failure such as row shear-out, group tear-out, and splitting were observed. The resistances calculated using the O86.1 design provisions are as little as a third as compared to tested results. Also, the design equations do not allow the designer to take advantage of the increases in strength as a result of increases in row spacing, as observed in tests. Analysis of the results show that the longitudinal shear stress at failure is related to a parameter which is a function of the smaller distance (end distance or bolt spacing) and the specimen thickness. This relation was used to formulate design equations to predict the row shear-out and group tear-out strengths of glulam specimens using the specified strength values listed in O86.1. As well, it was found that Mode I of the European yield model is the only ductile ultimate failure mode and that other equations for bearing failure can be neglected. In this paper, the research program is described, results are presented, and an alternate design approach is proposed to predict the failure mode and the ultimate strength of steel-wood-steel bolted connection groups.Key words: bolt, connection, strength, failure, design, code, ductile, brittle.
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Peng, Lei, George Hadjisophocleous, Jim Mehaffey, and Mohammad Mohammad. "Erratum to: Predicting the Fire Resistance of Wood–Steel–Wood Timber Connections." Fire Technology 50, no. 4 (December 29, 2009): 1041. http://dx.doi.org/10.1007/s10694-009-0135-3.
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Ma, Yu Rong, Xiao Bin Song, Tian Qi Xu, and Lie Luo. "Rotational Behavior of Bolted Glulam Beam-to-Column Connections Reinforced with Section Steel." Applied Mechanics and Materials 858 (November 2016): 15–21. http://dx.doi.org/10.4028/www.scientific.net/amm.858.15.
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Bolted connections with slotted-in steel plates are commonly used to connect beams and columns in heavy timber structures. While due to the low tensile strength of wood in the perpendicular-to-grain direction, these connections are usually not able to present satisfying rotational performance. In order to solve this problem, a relatively new type of bolted connection, reinforced with section steel, was designed and tested in this paper. Two groups of total six specimens were tested under monotonic loading to investigate their rotational behavior. Tests showed that the brittle failure mode of wood splitting in the perpendicular-to-grain direction was fully restrained. Only slight cracks were observed in most specimens, except one that underwent bending failure in the beam member. Test results indicated an average increase of 78.7% in moment resistance and a 54.8% increase in ductility ratio for middle-storey connections, compared with conventional connections simply using slotted-in steel plates. Top-storey connections, without previous test results as comparison, also presented high moment-bearing capacity and reliable deformability. As a result, such connection may receive a broad application, especially in multi-storey heavy timber structures.
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Hansen, Klavs Feilberg. "Mechanical properties of self-tapping screws and nails in wood." Canadian Journal of Civil Engineering 29, no. 5 (October 1, 2002): 725–33. http://dx.doi.org/10.1139/l02-059.
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This paper presents results of a research programme investigating the mechanical properties of self-tapping screws and nails in wood. The programme consisted of deformation-controlled tests to determine embedment strength, withdrawal strength, pull-through strength, bending capacity of individual screws, shear strength of screwed and nailed woodwood connections, and shear strength of screwed woodsteel connections. All test specimens showed ductile behaviour. Based on the results from the first four types of tests, a simple calculation model for the shear strength of screwed woodwood and woodsteel connections was set up and compared with test results from the last two types of tests. The calculation model took dowel action and friction (woodwood and woodsteel) into account and showed excellent agreement with the test results.Key words: connections, screws, nails, shear strength, embedment strength, withdrawal strength, pull-through strength.
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Bulleit, William M. "Reliability of Steel Doweled Wood Connections Designed to ASCE 16-95." Journal of Structural Engineering 132, no. 3 (March 2006): 441–48. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:3(441).
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Huang, Haoyu, Wen-Shao Chang, and Ke Chen. "Study of SMA-dowelled timber connection reinforced by densified veneer wood under cyclic loading." MATEC Web of Conferences 275 (2019): 01015. http://dx.doi.org/10.1051/matecconf/201927501015.
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This study explores the dynamic behaviours of shape memory alloy (SMA)-dowelled timber connection with densified veneer wood (DVW) reinforcement, so as to provide resilience to the timber structure. The performance of the SMA bar under cyclic bending is firstly studied, and it is found that it has superior self-centring effect and large ductility compared with that of the steel. By testing the SMA-dowelled timber connections and the conventional steel-dowelled timber connections under cyclic loading at various displacement levels, it is shown that SMA can provide better self-centring effect and larger ductility to the connection. The DVW reinforcement can enhance the self-centring and improve the strength. However, the energy dissipation capacity of the SMA-dowelled timber connection is lower than that of the steel-dowelled connection because of the smaller hysteresis area of the SMA. In the further study, the effect of the temperature control on SMA should be investigated to improve the damping capacity of the SMA-dowelled timber connection.
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Popovski, Marjan, Helmut G. L. Prion, and Erol Karacabeyli. "Seismic performance of connections in heavy timber construction." Canadian Journal of Civil Engineering 29, no. 3 (June 1, 2002): 389–99. http://dx.doi.org/10.1139/l02-020.
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Results from monotonic and quasi-static cyclic tests on connections used in heavy timber construction are presented for two types of fasteners: steel bolts and glulam rivets. Bolted connections with three different diameter bolts, arranged in several configurations, as well as two different configurations of glulam rivet connections were tested. All configurations included a main glulam member and two steel side plates. For bolted connections, the seismic behaviour was found to be primarily dependent on the bolt slenderness ratio. Bolted connections with higher slenderness ratios (smaller diameter bolts) exhibited more ductile behaviour with considerable steel yielding and wood crushing before failure. Glulam riveted connections, which were designed in rivet failure mode, showed superior seismic performance when compared to bolted connections for similar design load levels. Riveted connections were also able to dissipate the highest amount of input energy before the failure was reached.Key words: timber connections, glulam rivets, bolts, ductility, timber, wood, braced frames, seismic performance, heavy timber construction.
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Serrette, Reynaud, and David Nolan. "Wood Structural Panel to Cold-Formed Steel Shear Connections with Pneumatically Driven Knurled Steel Pins." Practice Periodical on Structural Design and Construction 22, no. 3 (August 2017): 04017002. http://dx.doi.org/10.1061/(asce)sc.1943-5576.0000321.
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Gamerro, Julien, Jean François Bocquet, and Yves Weinand. "A Calculation Method for Interconnected Timber Elements Using Wood-Wood Connections." Buildings 10, no. 3 (March 20, 2020): 61. http://dx.doi.org/10.3390/buildings10030061.
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Wood-wood connections, widely used in the past, have been progressively replaced by steel fasteners in timber constructions. Currently, they can be manufactured and implemented more efficiently thanks to digital fabrication techniques. In addition, with the emergence of new timber plate engineered products, digitally produced wood-wood connections have been developed with a strong focus on complex free-form geometries. The gained knowledge through research and building implementations have pushed the development of more standardized structural elements. As a result, this work presents a new concept of building components using through tenon connections based on the idea of transportable flat-packs directly delivered and assembled on site. The main objective of this research is to develop a convenient calculation model for practice that can capture the semi-rigid behavior of the connections and predict the effective bending stiffness of such structural elements. A case study is used as a reference with three large-scale slabs of a 8.1 m span. Bending and vibration tests are performed to study the mechanical behavior and assess the proposed calculation method. The results show the high influence of the semi-rigid behavior of connections on the bending properties and, therefore, on the serviceability limit state. The model is in good agreement with the test results, and further improvements can be made regarding the local behavior of the connection. This study demonstrates the feasibility of the proposed construction system and the applicability of the developed calculation model to design practice.
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Hassan, Rohana, Azmi Ibrahim, and Zakiah Ahmad. "Bending Behaviour of Dowelled Mortise and Tenon Joints in Kempas." Scientific Research Journal 5, no. 1 (June 30, 2008): 1. http://dx.doi.org/10.24191/srj.v5i1.5647.
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Mortise and tenon are commonly used as timber connections between beam and column with enhancement by pultruded dowel. At present the data on the performance of mortise and tenon joints manufactured using Malaysian tropical timber is not available. Therefore there is a need to provide such data for better guidance and references in design purposes. This study investigates the behavior and strength properties of dowelled mortise and tenon timber connections using selected Malaysian tropical timber with different types of dowels namely steel and timber. Bending tests were performed on mortise and tenon beam-column joints of Kempas when plugged with steel or wood dowel. It is found that pegging the connections with the respective steel and timber dowels resulted in a bending load capacity of 6.09 and 5.32 kN, taken as the average of three samples, the latter being 12 % lower than former. Visual observation of the failed test pieces revealed steel dowels exhibiting yield mode Im and wood, mode IIIs. The wood dowels yielded in bending at one plastic hinge point per shear plane with an associated wood crushing while the steel dowels remained practically undeformed with an associated crushing of the main member.
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Sadiyo, Sucahyo, Naresworo Nugroho, Surjono Surjokusumo, and Imam Wahyudi. "NILAI DESAIN ACUAN SAMBUNGAN KAYU GESER GANDA DENGAN PAKU BERPELAT SISI BAJA AKIBAT BEBAN UNI-AKSIAL TEKAN MENURUT BERBAGAI ANALISIS PENDEKATAN." PERENNIAL 6, no. 1 (January 1, 2010): 1. http://dx.doi.org/10.24259/perennial.v6i1.191.
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The purposes of this research are to know the influence of woods specific gravity and nail diameter to reference design value in double shear timber connections with steel side plates nail on four species of Indonesian commercial wood according to various approximation analysis. Analysis is done to four values and it is compared with other research that has been done. This research result from testing which have done by Ziannita (2009) referred as approach of A; result of research of Sadiyo and Sriyanto (2009) and Mansur (2009) referred as approach of B; values referring at literature referred as approach of C and compressive-joint total load divided by nail amount and factor of safety referred as approach of D (Sadiyo and Sriyanto, 2009 and Mansur, 2009). Joint done by using four species of Indonesian commercial wood which is meranti merah (Shorea leprosula), mabang (Shorea pachyphylla), kempas (Koompassia malaccensis) and bangkirai (Shorea laevifolia). Nails that applied in this research are nail with diameter of 4.1 mm length of 10 cm, nail with diameter of 5.2 mm length of 12.5 cm and nail with diameter of 5.5 mm length of 15 cm. The calculation of this research is done according to National Design Specification for Wood Construction-2005. Analysis results indicate that wood specific gravity influence the strength of connection, excelsior wood specific gravity will produce high strength of connection also. This can be influenced by mechanical properties from wood such as maximum crushing strength. Bangkirai have higher specific gravity than three others wood but result approach of D shows that the connections assess reference design value which is lower compared with two other woods (kempas and mabang wood). Then, the bigger on nail diameter brings bigger strength of connection also, but this thing depends on the conditions from nail and quality of nail materials. Key words: compression loading, double shear connections, nail, reference design value, steel side plates.
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Bian, Zhi Hui, Tie Cheng Wang, Shi Yong Zhao, and Su Juan Fu. "Research on Semi-Rigid Connections Calculation of Laminated Wood Frame Beam-Column." Applied Mechanics and Materials 438-439 (October 2013): 743–48. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.743.
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Generally laminated wood frame beam-column uses the additional steel bolts to connect, its performance is a semi-rigid characteristics under the loads. In the small deflection assumption conditions, this paper is based on the theory of semi-rigid connection, derived the semi-rigid rod end stiffness matrix and moment calculation formula of laminated wood structural frame beam-column element under the arbitrary loads. By SAP2000 the type of flexible coefficient is adopted to establish finite element numerical analysis based on 1# wood frame structure-building of science and technology R&D center in Hebei province. The result shows that each component is basically the same with the original design internal forces while the flexible coefficient is range of 0.41 to 0.82, the framework of semi-rigid connections in the actual calculation should be considered. The internal force calculation method is proposed, which provide a basis for wood design calculation that takes into account the semi-rigid connections.
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Razak Abdul Karim, Abdul, Pierre Quenneville, Norazzlina M.Sa’don, and Mahshuri Yusof. "Investigating the Meraka Hardwood Failure in Bolted Connections Parallel to the Timber Grain." International Journal of Engineering & Technology 7, no. 3.18 (August 2, 2018): 62. http://dx.doi.org/10.14419/ijet.v7i3.18.16675.
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The present study was performed to investigate the ductile failure mode of timber bolted connections, specifically in Meraka hardwood. This was done to initiate an effort in developing a comprehensive guideline in designing the timber bolted connections for the purpose of strengthening the wall-diaphragm connections of the Malaysia unreinforced masonry buildings. A series of experimental tests was conducted on the steel-wood-steel (SWS) with a single row connection type. A total of eight different bolted connection configurations or groups with ten replicates for each group was tested. The Meraka hardwood was selected in this study as it was found to be one of the most hardwood species that are commonly used in the construction of floor and roof diaphragms in the existing Malaysia unreinforced masonry buildings. From the experimental results obtained, the effectiveness of the Malaysian timber code of MS544 and European Yield Model (EYM) in predicting the bolted connection strength was verified. It was determined that the MS544 is too conservative in estimating the bolted connection strength with an average ratio of 0.38 compared to the test results. Thus, the use of the EYM is recommended to complement the timber code as the average ratio of 0.81 was identified in comparison to the test data.
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Rossi, Adriana, and Sara Gonizzi Barsanti. "Resilient connections." VITRUVIO - International Journal of Architectural Technology and Sustainability 6, no. 1 (June 30, 2021): 24. http://dx.doi.org/10.4995/vitruvio-ijats.2021.15375.
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The paper presents Axis Strutture, patented by the authors, awarded with V:alere funds (VAnvitelli pER la ricErca 2020) for the establishment of an innovative start-up, now academic spin-off. It is based on the assemble of iron and wood with 'pins' (in Latin 'axis') threaded to ensure an economic profit in line with the Sustainable Development Goals, reviewing ancient technologies in the light of advanced research. The focus is on the structural connections of a construction system that clamps the steel frame elements with the wooden infill, allowing to assemble modular, prefabricated and flexible components customized on the design phase’s request. It provides effective emergency shelters assembled or dismantled as quickly as tents but more stable, healthier and comfortable. With a single star key, the steel uprights can be attested with wooden and similar tampons avoiding nails and screws which allows the total reuse of the components. The patented connections implement a new construction method promoting the self-construction of garden houses, leisure environments, bungalows, garages and quality housing modules, since they are resilient, resistant and with a controllable impact on the environment. The case study provides an opportunity to verify actions aimed at the implementation of Design for Adaptability strategies promoting virtuous life cycles that involves the entire community in sustainable models from an economic, environmental and social point of view.
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Feng, Xin, Hongbin Xiao, and Bowang Chen. "Experimental study on splitting strength of sawn lumber loaded perpendicular to grain by bolted steel-wood-steel connections." Journal of Building Engineering 44 (December 2021): 102554. http://dx.doi.org/10.1016/j.jobe.2021.102554.
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Le, Truong Di Ha, and Meng Ting Tsai. "Behavior of Timber-Steel Composite with Dowel Connection under Fire." Key Engineering Materials 803 (May 2019): 195–99. http://dx.doi.org/10.4028/www.scientific.net/kem.803.195.
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Recently, a hybrid structure called Timber-Steel Composite (TSC), which is assembled by a central steel I beam with wooden block covered, is expected to introduce a potential strength for the design of modern wooden structure. However, information on this type of structure under the influence of fire is not yet sufficiently explicit to provide designers with a reliable index. The aim of this research was to study the behavior of TSC with dowel connection under fire. Three TSC with bolt connected were tested and were burnt under temperature 700 °C within 10 minutes. Testing results showed that after 10-minute fire burning, the temperature of central I beam is not of great increased, indicating that the wooden block help transmits heat although the dowel connections which connect steel and wood is directly exposed to the fire. It is also observed that dowel connection and air gaps caused a relatively high percentage of char for the wood surrounding the bolt as 13% of total area. In conclusion, a useful prediction on char depth no more than 5cm could be estimated for 1-hour testing validating the purpose of applying TSC in future.
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Zhou, Junwen, Dongsheng Huang, Chun Ni, Yurong Shen, and Longlong Zhao. "Experiment on Behavior of a New Connector Used in Bamboo (Timber) Frame Structure under Cyclic Loading." Advances in Materials Science and Engineering 2018 (2018): 1–10. http://dx.doi.org/10.1155/2018/9084279.
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Connection is an important part of the bamboo and timber structure, and it directly influences the overall structural performance and safety. Based on a comprehensive analysis of the mechanical performance of several wood connections, a new connector for the bamboo (timber) frame joint was proposed in this paper. Three full-scale T-type joint specimens were designed to study the mechanical performance under cyclic loading. The thickness of the hollow steel column was different among three specimens. The specimens were loaded under displacement control with a rate of 10 mm per minute until the specimens reach failure. It was observed that the failures of three specimens were caused by the buckling of flanges in the compression and that the steel of connections does not yield. The load-displacement hysteretic curve for three specimens is relatively plump, and the stiffness of connection degenerates with the increasing of cyclic load. The maximum rotation is 0.049 rad, and the energy dissipation coefficient is 1.77. The thickness of the hollow steel column of the connector has significant impact on the energy dissipation capacity and the strength of the connection. A simplified moment-rotation hysteresis model for the joint was proposed.
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Kusendová, Margaréta, and Tomáš Klas. "The Characteristics of Beam String Systems." Slovak Journal of Civil Engineering 22, no. 4 (December 1, 2014): 11–18. http://dx.doi.org/10.2478/sjce-2014-0018.
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Abstract Large-span constructions are used more and more today in practice. While concrete and steel previously played a leading role, now constructions which use wood as a building material occur more often. This article deals with problems related to composite structure made from steel and wood by focusing on the connections of these structures in more detail. The main part of this work concentrates on the experimental verification of the resistance of four types of joints. It compares the results with Eurocode 5: design of timber structures.
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Mauer, Frederick, D. Lance Bullard, Dean C. Alberson, and Wanda L. Menges. "Development and Testing of Steel U-Channel Slip Safe Sign Support." Transportation Research Record: Journal of the Transportation Research Board 1599, no. 1 (January 1997): 57–63. http://dx.doi.org/10.3141/1599-07.
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Researchers at Texas Transportation Institute designed a Slip Safe connection for use with steel U-channel sign-support structures within the highway right-of-way. The Slip Safe connection has two design configurations: a small Slip Safe design for single U-channel posts and a larger Slip Safe for back-to-back U-channel posts. Both configurations utilize Rib-Bak U-channel posts weighing up to 5.9 kg/m manufactured from 552-MPa yield billet steel. The Slip Safe is designed for use in a range of soil types with up to three supports per installation. There are two advantages of this Slip Safe design. First, the Slip Safe eliminates the dependency on material properties to achieve acceptable breakaway performance. In the past, all direct-driven and the majority of current breakaway designs for steel U-channel, square tube, wood, and round pipe sign supports have depended upon this. Second, the Slip Safe is omnidirectional and both hardware and supports are highly reusable due to the low energy required to activate the system. The Slip Safe designs are unlike most types of highway safety appurtenances in which performance is critically dependent on the failure of a bolt or bolts, the support material properties, or a combination of both. The Slip Safe has two advantages over other current U-channel connections. First, activation of the Slip Safe occurs with approximately one-third of the force needed to activate fracture-type connections. Second, the only disposable component in the Slip Safe connection is the keeper plate. All casting, bolts, and U-channel supports were undamaged, yielding economic advantages in high-frequency impact locations.
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Sadiyo, Sucahyo, Imam Wahyudi, Fengky Satria Yoresta, Nurhasanah, and Muhammad Sholihin. "ANALISIS KEKUATAN SAMBUNGAN GESER GANDA ENAM JENIS KAYU PADA BERBAGAI SESARAN MENURUT DIAMETER DAN JUMLAH BAUT." PERENNIAL 8, no. 2 (October 1, 2012): 52. http://dx.doi.org/10.24259/perennial.v8i2.215.
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This research aims to determine the effect of double shear connection strength of six types of timber in various displacement based on diameter and the number of bolts. Six types of wood used are bangkirai, punak, meranti, sengon, bintangur and kapur. Double shear connection consists of the main member (wood) and side member (steel plate) with bolts connected. The average moisture content of sengon, meranti, bintangur and bangkirai are relatively similar (about 12 %), while kapur and punak are slightly higher at around 14 %. In contrast, the average density of six wood species are greatly vary ranging from the lowest sengon 0.26 g cm-3, to the highest 0.82 g cm-3 of bangkirai wood. The total load and load per bolt on double shear connection using bolts connector are influenced by the type of wood, diameter and number of bolts. There is a strong tendency that the higher specific gravity or density of the wood makes higher total load and load per bolt on double shear connection for each displacement. In addition, an increasing number of bolts makes the total load increased. On the other hand, it decreases load per bolts for each of bolts diameter. The use of 10 pieces of 7.9 mm diameter bolts on double shear connection for almost all type of wood produces the highest average total load compared to the other bolt diameter for both displacement 1.5 mm and 5 mm. In the same connection displacement the highest load per bolt is still obtained from using 7.9 mm bolt diameter but with the use of 4 pieces of bolts for almost all types of wood with the exception for punak and bitangur showing the highest values are obtained from 6 pieces of bolts. Bangkirai wood, kapur, punak, bintangur and meranti can be used as the main member in double shear connection by using bolt with diameter 6.4 mm, 7.9 mm and 9.5 mm because of fulfilling the requirements of PKKI (1961). Key words: Bolts, double shear connections, displacement, total load, load per bolt
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Priyono, Dwi Joko, Surjono Surjokusumo, Yusuf S. Hadi, and Naresworo Nugroho. "Equations of the Sum of Shear Connector on the Double Shear Connection Strength using Different Connector Materials." Wood Research Journal 4, no. 1 (April 19, 2017): 81–86. http://dx.doi.org/10.51850/wrj.2012.3.2.81-86.
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Mangium wood from the timber estate have been developed continuously in an effort to reach the fulfilling of wood fiber and construction material needs to replace role of timber from the natural forests which has been decreased. Timber connection requires a connector such as bolt that can distribute both the load of wood to wood and the compression or tensile stress through all the connections. Bearing slip is a connector that is inserted into a hole in the wood, which bears pressure and shear. Bolted connection is the most commonly used because it is easy to apply, even though it is less efficient due to the shear forces will be retained by the bolts and wood only on the cross-sectional area of the bolt. This research trying to find the equations of the sum of bearing slip connector to the strength of double shear connection which composed of 17 years old mangium. The connector was made from different materials that consisted of the same mangium, compressed mangium, ironwood and steel. The bearing slip connector consisted of two forms (dowel and rectangular) and arranged on one until three pairs of connector. The size and placement of the double-shear component based on Anonymous (2002), each form of the sample was made in 4 replications and all of them have been tested using a 35-ton Baldwin UTM. The result showed that the rectangular steel bearing slip connector has the highest equation (y = 5322e0.329x ) meanwhile the lowest equation was the ironwood materials (y = 3164e0.405x ). All of equations give high correlations ( R2 between 0.743 to 0.947). Bearing slip connector can improve the ability of the connection in load-bearing. Densified of mangium able to raise the connection system's ability however not significantly, both in strength and displacement. Ironwood connector are not well used as a retaining shear pin because of easy to split and significantly much below in capacity than mangium wood. Steel connector resulted the higher load-bearing significantly than mangium and ironwood. Dowel do not differ in terms of strength as compared with rectangle, and each additional number of connector producing an increase in load-bearing ability significantly. Observation on the displacement value shows that for the value which applied usually in Indonesia reach the strength ratio (SR) as 92.21% to the proportion limit and 44.91% to the maximum load. This value was in below position of the US standard (24.17 and 11.77%) and of the Australian standard (51.46 and 25.06%) to the proportional limit and maximum load respectively. Displacement achievement at the proportional limit varies from 1.1 to 2.2 mm, so that the minimum requirement of 1.5 mm displacement is not fulfilled by some treatments, however all of the connection system have passed the 1 mm displacement.
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Mikhalevich, N. V., and O. S. Plotnikova. "NON-DESTRUCTIVE APPROACH TO THE BOLT JOINTS QUALITY CONTROL." Spravochnik. Inzhenernyi zhurnal, no. 284 (November 2020): 37–42. http://dx.doi.org/10.14489/hb.2020.11.pp.037-042.
Full textAbstract:
Bolted connections are often used to connect structural elements in steel, wood and reinforced concrete structures. In structural inspecting, there is often no marking on bolted joints. So, it is necessary to determine the bolt strength to assess the bolt joint bearing capacity. The bolt strength can be determined by destructive and non-destructive methods. The article presents the experimental research to determine the bolt strength using the scratch method and compares the results with the destructive method (bolt breaking).
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Mikhalevich, N. V., and O. S. Plotnikova. "NON-DESTRUCTIVE APPROACH TO THE BOLT JOINTS QUALITY CONTROL." Spravochnik. Inzhenernyi zhurnal, no. 284 (November 2020): 37–42. http://dx.doi.org/10.14489/hb.2020.11.pp.037-042.
Full textAbstract:
Bolted connections are often used to connect structural elements in steel, wood and reinforced concrete structures. In structural inspecting, there is often no marking on bolted joints. So, it is necessary to determine the bolt strength to assess the bolt joint bearing capacity. The bolt strength can be determined by destructive and non-destructive methods. The article presents the experimental research to determine the bolt strength using the scratch method and compares the results with the destructive method (bolt breaking).
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Yang, Deshan, Ming Xu, and Zhongfan Chen. "Experimental study on the reinforcement methods and lateral resistance of mortise-tenon jointed traditional timber frames." BioResources 16, no. 2 (April 20, 2021): 4039–51. http://dx.doi.org/10.15376/biores.16.2.4039-4051.
Full textAbstract:
In order to study the lateral resistance of reinforced traditional Chinese timber frames with mortise-tenon connections, three cyclic tests were conducted on one-bay mortise-tenon jointed traditional timber frames. Three reinforcement methods, i.e., steel angle strengthening, wood brace, and Timu, were studied. Seismic performances were evaluated according to the experimental phenomena and the test results. The failure mode, hysteresis curves, skeleton curves, curves of stiffness degradation, and energy dissipation capacity of the three specimens were analyzed based on the tests. The test results showed that the wood frames had good deformability. The stiffness degradation of the timber frame was severe at the initial loading stage; however, the degradation rate tended to decrease after the initial stage. In addition, the energy dissipation increased as the lateral displacement increased. The wooden frames with mortise tenon joints strengthened by steel angle, wood brace, and Timu can achieve good aseismic results. The study can provide a theoretical basis for seismic design and reinforcing methods of traditional timber structures.
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Kromoser, Benjamin, Matthias Braun, and Maximilian Ortner. "Construction of All-Wood Trusses with Plywood Nodes and Wooden Pegs: A Strategy towards Resource-Efficient Timber Construction." Applied Sciences 11, no. 6 (March 13, 2021): 2568. http://dx.doi.org/10.3390/app11062568.
Full textAbstract:
Timber truss systems are very efficient load-bearing structures. They allow for great freedom in design and are characterised by high material use in combination with a low environmental impact. Unfortunately, the extensive effort in design and production have made the manufacturing and application of these structures, in this day and age, a rarity. In addition, the currently mainly used steel gusset plates adversely affect the costs and environmental impact of the trusses. The authors’ goals are to optimise the design of timber trusses and to solely use wood for all building components. The two research areas, (1) optimisation of the truss geometry and (2) optimisation of the joints by using solely wood–wood connections, are addressed in this paper. The numerical optimisation strategy is based on a parametric design of the truss and the use of a genetic solver for the optimisation regarding minimal material consumption. Furthermore, first results of the tensile and compression behaviour of the chosen wood–wood connections are presented. The basic idea for the joints is to use a plywood plate as a connector, which is inserted into the truss members and fixed with wooden pegs. The housing of the new robot laboratory located at BOKU Vienna is considered a special case study for the research and serves as an accompanying example for the application of the research within the present paper.
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Bidakov, Andrii, Ieugeniy Raspopov, Oksana Pustovoitova, and Bogdan Strashko. "STRENGTH ANALYSIS OF GLUED-IN STEEL RODS WITH DIFFERENT LOCATIONS IN CLT PANELS CROSS SECTION." ACADEMIC JOURNAL Series: Industrial Machine Building, Civil Engineering 2, no. 53 (October 31, 2019): 42–47. http://dx.doi.org/10.26906/znp.2019.53.1888.
Full textAbstract:
New types of wood based building materials to which the CLT refers require an accurate evaluation of the strength of varioustypes of connections. CLT panels connections with glued-in steel rods are of interest due to the possibility of creating quickmounted and rigid joints in the factory. Since the CLT have the structure of the perpendicular orientated boards in adjacentlayers, the strength and behaviour of the pasted rods is difficult to predict. The purpose of this study was to establish thestrength of the glued-in rods by pull-pull tests with different locations relative to the boards layers in the cross-section of theCLT panel. Diameter of all considered steel rods was smaller than thick of timber planks 30 mm in 5-lyers CLT specimenswithout gaps and stress relieves. Anchored length of rods in all specimens was 100 mm by using two component epoxy adhesive system.
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Chen, C. Y., F. A. Boudreault, A. E. Branston, and C. A. Rogers. "Behaviour of light-gauge steel-frame – wood structural panel shear walls." Canadian Journal of Civil Engineering 33, no. 5 (May 1, 2006): 573–87. http://dx.doi.org/10.1139/l06-015.
Full textAbstract:
The second phase of the research project to develop a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada involved evaluation of the performance characteristics of the tested steel-frame – wood structural panel shear walls. A nonlinear and pinched resistance versus deflection hysteretic behaviour was exhibited, although in most cases the walls could sustain large inelastic deformation cycles with limited strength degradation. A significant amount of energy could be dissipated under reversed cyclic loading. Walls 1220 mm and 2440 mm in length were able to develop their maximum capacity at similar displacement levels; however, the 610 mm long walls required significantly larger displacements prior to reaching their ultimate shear resistance. The performance of the walls was directly linked to the behaviour of the sheathing-to-framing screw connections, except in one case in which local buckling of the chord studs controlled the ultimate shear resistance. Given the behaviour observed during testing, this type of wall construction can be relied on to resist lateral loading, including earthquake effects in the inelastic range, assuming the designer ensures that failure of the wall is limited to the sheathing-to-framing connections.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.
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Vogiatzis, Tzanetis, Themistoklis Tsalkatidis, and Aris Avdelas. "Steel framed structures with cross laminated timber infill shear walls and semi-rigid connections." International Journal of Engineering & Technology 8, no. 4 (October 19, 2019): 433. http://dx.doi.org/10.14419/ijet.v8i4.29742.
Full textAbstract:
In recent years, hybrid steel-timber structures are seeing an increasing use in modern building construction at a competitive price. Cross-laminated timber (CLT) is a prefabricated multi-layer engineered panel wood product, manufactured by gluing layers of solid-sawn lumber at perpendicular angles. Their orientation results in excellent structural rigidity in both orthogonal directions. CLT construction materials are used not only for flooring systems and roof assemblies, but CLT infill shear walls are also gaining a lot of interest as a promising alternative for sustainable primary lateral load resistance systems. This paper extends the current research background on hybrid steel-timber structures. To achieve that, this work is conducted in such way as to explore the potentiality of incorporating CLT infill shear walls within steel framed structures with semi-rigid connections (STSW). In particular, a three-dimensional finite element model using the general-purpose finite ele-ment program ANSYS is generated herein to study the mechanical behaviour of a single-bay, two storey STSW system with semi-rigid connections. Analytical results show that the presence of CLT infill shear walls can significantly improve the performance of moment-resisting frame systems, for multi-storey buildings. Moreover, it is observed from the extended parametrical study that the STSW systems show better performance when an appropriate plastic moment ratio index is defined.
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Sun, Xiaoluan, Yiheng Qu, Weiqing Liu, Weidong Lu, and Shenglin Yuan. "Rotational behavior and modeling of bolted glulam beam-to-column connections with slotted-in steel plate." Advances in Structural Engineering 23, no. 9 (February 14, 2020): 1989–2000. http://dx.doi.org/10.1177/1369433220906223.
Full textAbstract:
In this article, the rotational behavior of typical bolted glulam beam-to-column connections with slotted-in steel plate was studied in the numerical method. In order to describe the complicated behavior of wood more closely, an elastic–plastic damage constitutive law combining the Hill yielding criterion and a modified Hashin failure criterion was embedded in the commercial ABAQUS software in the form of a VUMAT subroutine. Subsequently, a three-dimensional finite element model based on the constitutive law proposed was established, with the failure mode and moment–rotation curve compared to some similar experiments. Based on this finite element model, a parametric study concentrating on the influence of the width of the beam, bolt diameter, and assembly clearance was carried out. It was found that the numerical method using the proposed constitutive law showed a good capacity to study the rotational behavior of the connections. Besides, the initial rotational stiffness increased with the increase in beam width and bolt diameter, and the assembly clearances between bolts and bolt holes would affect the initial rotational stiffness while the assembly clearance between beam and column affected little.
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Kiwelu, Henry M. "Experimental Study on the Effect of Moisture on Bolt Embedment and Connection Loaded Parallel to Grain for Timber Structures." Tanzania Journal of Engineering and Technology 38, no. 1 (June 30, 2019): 47–59. http://dx.doi.org/10.52339/tjet.v38i1.495.
Full textAbstract:
Connections are critical parts of timber structures, transmitting static and dynamic forces between structural elements. The ultimate behaviour of a building depends strongly on the structural configuration and the capacity of its connections. The complete collapse of a building or other less extensive accidents that may occur usually start as a local failure inside or in the vicinity of a joint. The main aim of this study has been to investigate if the short-term capacity of steel-wood dowel joints loaded parallel to the grain is affected by variations in moisture content associated with post fabrication drying or wetting of the timber. Extensive experiments were conducted. The experimental results showed that the stiffness and load-bearing capacity of the joints is reduced by post-fabrication wetting and is increased by post-fabrication drying. It was clear from those test results that changes in mechanical properties were greater than could be explained by effects moisture content changes have on material properties, implying that simple adjustments of properties in that way for purposes of structural design are unreliable Currently in the design of timber connection in code of practise is the effect of variation of moisture is not considered. The results revealed that there is a great effect on timber performance which is due to an increase of moisture content.
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Roncari, Andrea, Filippo Gobbi, and Cristiano Loss. "Nonlinear Static Seismic Response of a Building Equipped with Hybrid Cross-Laminated Timber Floor Diaphragms and Concentric X-Braced Steel Frames." Buildings 11, no. 1 (December 24, 2020): 9. http://dx.doi.org/10.3390/buildings11010009.
Full textAbstract:
Simplified seismic design procedures mostly recommend the adoption of rigid floor diaphragms when forming a building’s lateral force-resisting structural system. While rigid behavior is compatible with many reinforced concrete or composite steel-concrete floor systems, the intrinsic stiffness properties of wood and ductile timber connections of timber floor slabs typically make reaching a such comparable in-plane response difficult. Codes or standards in North America widely cover wood-frame construction, with provisions given for both rigid and flexible floor diaphragms designs. Instead, research is ongoing for emerging cross-laminated-timber (CLT) and hybrid CLT-based technologies, with seismic design codification still currently limited. This paper deals with a steel-CLT-based hybrid structure built by assembling braced steel frames with CLT-steel composite floors. Preliminary investigation on the performance of a 3-story building under seismic loads is presented, with particular attention to the influence of in-plane timber diaphragms flexibility on the force distribution and lateral deformation at each story. The building complies with the Italian Building Code damage limit state and ultimate limit state design requirements by considering a moderate seismic hazard scenario. Nonlinear static analyses are performed adopting a finite-element model calibrated based on experimental data. The CLT-steel composite floor in-plane deformability shows mitigated effects on the load distribution into the bracing systems compared to the ideal rigid behavior. On the other hand, the lateral deformation always rises at least 17% and 21% on average, independently of the story and load distribution along the building’s height.
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Guo, Nan, Mingtao Wu, Ling Li, Guodong Li, and Yan Zhao. "Bending Performance of Prestressed Continuous Glulam Beams." Advances in Civil Engineering 2021 (June 25, 2021): 1–16. http://dx.doi.org/10.1155/2021/5512350.
Full textAbstract:
The limited transferring moment capability of Glulam (glued laminated wood) joints results in insufficient joint stiffness. Therefore, most of the connections are hinged joints. Based on the previous studies, one novel end-connection device was proposed to form prestressed continuous Glulam beams. The prestressed beams were composed of prestressed low-relaxation steel bars, the deviator block, the anchorage device, and the novel end-connection apparatus. These prestressed steel bars were tensioned by the deviator block to exert prestress. Then, 18 prestressed continuous beams and two prestressed simply supported beams were subject to the bending tests to explore the impact of reinforcement ratio and prestress on the prestressed Glulam beams from aspects such as failure modes, bearing capacity, load-deflection relationship, and load-strain relationship. The results show that, given the same prestress level, compared with beams with a reinforcement ratio of 1.92%, the bearing capacity of beams with a reinforcement ratio of 3.84% and 5.76% is increased by 20.3%–29.4% and 30.51%–36.36%, respectively. Given the same reinforcement ratios, compared with beams without prestressing, the bearing capacity of beams with a prestressing force of 7 kN and 14 kN is increased by 2.39%–10.14% and 6.49%–13.26%, respectively. In addition, compared with simply supported beams, the bearing capacity of continuous beams is increased by 40%, and the deformation is reduced by 13%. Therefore, as a novel prestressed beam, the bending performance of Glulam beams can be improved effectively.
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Caruso, Simona, Rui Wang, Zhi Li, Roberto Marnetto, and Giorgio Monti. "Highly Standardized Long-Span Hybrid Trusses." Applied Mechanics and Materials 847 (July 2016): 485–91. http://dx.doi.org/10.4028/www.scientific.net/amm.847.485.
Full textAbstract:
This paper presents an innovative technology in the field of truss structures, which is based on an innovative concept of mixing two different types of materials and joining them with a newly conceived connection, able to carry high loads with a small size. After an initial feasibility study aimed at pursuing the realization of sustainable and green structures, the project of the hybrid space truss was finally developed. Here, hybridization is the keyword, that is, making use of two different building materials, steel and wood, to achieve lighter roofs through a specialization of their functions and an optimization of their mechanical properties. Another key point is modularity, which is an important aspect that allows easy and fast assembly of structures and, most of all, standardization of parts. The trusses have been designed in detail, with special attention to the connections, and have been built and tested at the Laboratories of the Hunan University at Changsha (China). In a typical process of “designing by experimenting”, the prototypes have been produced and the assembly process has been tested in order to confirm the feasibility of the whole process, from production to construction to ultimate performance conditions.
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Smith, Ian, and Ying Hei Chui. "Construction methods for minimizing vibration levels in floors with lumber joists." Canadian Journal of Civil Engineering 19, no. 5 (October 1, 1992): 833–41. http://dx.doi.org/10.1139/l92-094.
Full textAbstract:
The National Building Code of Canada 1990 specifies the allowable spans for lumber floor joists that are expected to lead to satisfactory vibrational behaviour. This paper discusses construction methods that improve the floor behaviour once the flooring and joists appropriate to a particular building occupancy have been selected. Laboratory tests on full-size floors demonstrate that adding between-joists bridging and supporting all four floor edges significantly improves the overall vibrational performance of wood floors. Bridging consisting of solid blocking glued to the underside of the flooring and a mild steel strap nailed to the underside of blocking and joists is more effective than several alternative details. Incorporating pads of damping material between flooring and joists, or at bearings, can have a detrimental effect on floor performance. The use of elastomeric adhesive, in lieu of nailed flooring-to-joist connections, does not significantly enhance the mechanical performance of floors with lumber joists. Key words: lumber, vibration, serviceability, floors, design detailing.
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O.Y., Hilodo, Arsiriy A.M., Korshak О.М., Kovtun V.P., and Kitaiev A.A. "TEST OF A NET DOME FRAGMENT." Modern structures of metal and wood, no. 25 (August 2021): 21–26. http://dx.doi.org/10.31650/2707-3068-2021-25-21-26.
Full textAbstract:
A geodesic or net dome, also known as a Fuller’s dome, is a spherical structure. Geodesic domes are well receptive to asymmetric loads, especially snow and wind, have high aerodynamics, increased rigidity and stability. It should be noted that the larger the diameter of the sphere, the greater its bearing capacity, and the strength of such dome slightly depends on the building materials used. With significant advantages, the design and construction of wooden net domes has not become widespread. The fact is that net domes are spatial structures with a large number of elements, which accordingly entails a large number of nodes. The elements of the dome are connected with dowels, wet film gauge, bolts, wood screws, staples, screws, nails. Adhesive connections on washers are used, also steel clamps, straps, overlays are applied. However, they all have disadvantages, the scope of each connector is different, and their cost is often comparable to the cost of the dome elements. We offer a universal connector for connecting dome parts at any angle. As a result of introduction of such technical decision of knot, we receive essential simplification of a design, reduction of quantity of components, at the same time with increase of its manufacturability. To study the operation of the joint of wooden glue-board elements of the dome with the use of a universal connector, its experimental studies were carried out. The purpose of the study: to study the actual operation of the connection of wooden parts of the dome with a universal connector in the form of rotating fasteners that rotate freely on the draw bolt, to assess its strength and deformability, to assess the possibility of using such a connection in the design of spatial structures. To solve the tasks, a full-scale fragment of the dome was tested, which includes characteristic nodes with rigid adjacency of elements to each other.
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Wang, Ming Qian, Xiao Bin Song, and Xiang Lin Gu. "Numerical Simulation of Rotational Behavior of Bolted Glulam Beam-to-Column Connections with Slotted-In Steel Plates." Applied Mechanics and Materials 858 (November 2016): 22–28. http://dx.doi.org/10.4028/www.scientific.net/amm.858.22.
Full textAbstract:
This paper presents the results of a numerical study on rotational behavior of bolted glulam beam-to-column connections. Since wood often exhibited complex failure behavior under different loading states, a three dimensional anisotropic damage analysis model of wood was initially developed based on continuum damage mechanics theory for progressive failure analysis of wood. The damage model basically consisted of two ingredients: the failure criterion proposed by Sandhaas was chosen to capture the damage onset; three independent damage variables were adopted to control the ductile and brittle damage evolution process of wood. This material model was implemented in a commercial available finite element method based code using a user-material subroutine. Finite element model of bolted connection coupled with the proposed material model was established to further investigate the failure modes and moment resistance of such connections. It was found that the damage evolution progress was very similar to the crack development from experimental tests. By comparing the experimental results and numerical predictions, a fair agreement of the initial stiffness and moment resistance was found with modeling error less than 3%, which implied that the finite element model was suitable to simulate the rotational behavior of such connections. This research could provide the reference for the design of bolted glulam connections in heavy timber structures.
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Sá Ribeiro, Ruy Alexandre, and Marilene Gomes Sá Ribeiro. "Connection Efficiency of Wood-Concrete Structural Floor System." Key Engineering Materials 600 (March 2014): 105–10. http://dx.doi.org/10.4028/www.scientific.net/kem.600.105.
Full textAbstract:
The wood-concrete research project uses medium to high density reclaimed tropical hardwoods from the Brazilian Amazon region and steel rods scraps from a construction site. The beams studied are composed of a bottom layer of staggered wood boards and a top layer of concrete. The wood members are laterally nailed together to form a wide beam, and horizontal rebar connectors are installed before the concrete layer is applied on top. Wood-concrete layered beams with horizontal rebar connectors were tested in third-point loading flexural bending. An improvement on the previously conceived connection detail for a composite wood-concrete structural floor system was achieved. The new layout of the horizontal rebar connectors added more strength and higher composite efficiency for the beams tested. Further analysis is suggested to optimize the connection parameters in terms of spacing and number of connectors. Composite wood-concrete decks can attend a large demand for pedestrian and road bridges in rural areas, as well as residential and commercial slabs.
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Li, Guodong, Zhibin Liu, Wenjia Tang, Dongpo He, and Wei Shan. "Experimental and Numerical Study on the Flexural Performance of Assembled Steel-Wood Composite Slab." Sustainability 13, no. 7 (March 30, 2021): 3814. http://dx.doi.org/10.3390/su13073814.
Full textAbstract:
This paper presents research on a new type of fabricated steel–wood composite floor material in the style of a slab-embedded beam flange, using test methods and finite element numerical analysis to study the flexural load-bearing performance of the composite slabs. Through experimental phenomena, the failure process and mechanism of the composite floor are analyzed, and the deformation performance and ultimate bearing capacity of the composite floor material are assessed. Through numerical analysis of the finite element model, the influence of the connection mode of the floor and the composite beam, the type and number of connectors, and the width of the flange of the composite beam on the bending performance of the composite beam–slab system is studied. The research results show that the fabricated steel–wood composite floor slab has good load-bearing and deformation performance. The self-tapping screw connection of the floor slab is better than the ordinary steel nail connection, and the reasonable screw spacing is 100–150 mm. Increasing the flange width of the composite beam can significantly improve the load-bearing capacity of the steel–wood composite floor component.
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Zhang, Xiaoyue, Md Riasat Azim, Pooja Bhat, Marjan Popovski, and Thomas Tannert. "Seismic performance of embedded steel beam connection in cross-laminated timber panels for tall-wood hybrid system." Canadian Journal of Civil Engineering 44, no. 8 (August 2017): 611–18. http://dx.doi.org/10.1139/cjce-2016-0386.
Full textAbstract:
Recent developments in novel engineered mass timber products and connection systems have created the possibility to design and construct tall timber-based buildings. This research presents the experiments conducted on the steel-wood connection as main energy dissipating part of a novel steel–timber hybrid system labelled Finding the Forest Through the Trees (FFTT). The performance was investigated using quasi-static monotonic and reversed cyclic tests. The influence of different steel beam profiles (wide flange I-sections and hollow rectangular sections) and the embedment approaches (partial and full embedment) was investigated. The test results demonstrated that appropriate connection layouts can lead to the desired failure mechanism while avoiding excessive crushing of the mass timber panels. The research can serve as a precursor for developing design guidelines for the FFTT system as an option for tall wood-hybrid building systems in seismic regions.
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Branston, A. E., C. Y. Chen, F. A. Boudreault, and C. A. Rogers. "Testing of light-gauge steel-frame - wood structural panel shear walls." Canadian Journal of Civil Engineering 33, no. 5 (May 1, 2006): 561–72. http://dx.doi.org/10.1139/l06-014.
Full textAbstract:
At present, no Canadian document is available with which engineers can design light-gauge steel-frame – wood structural panel shear walls that are relied upon to resist lateral in-plane loading (earthquake and wind). For this reason, a research project was initiated with the overall goal of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada. The initial phase of the project was to conduct an experimental study to provide information on the response of single-storey shear walls. An extensive program of tests was completed on walls composed of 1.12 mm thick 230 MPa grade steel framing sheathed with 12.5 mm Douglas-fir plywood, Canadian softwood plywood, or 11 mm oriented strand board wood structural panels. Various wall lengths and connection patterns were incorporated into the program of monotonic and reversed cyclic tests. The scope of testing was selected such that it added to the North American database of information for steel-frame – wood structural panel shear walls. Information on the test program and the general results are provided in this paper.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.
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Johanides, Marek, Lenka Kubíncová, David Mikolášek, Antonín Lokaj, Oldřich Sucharda, and Petr Mynarčík. "Analysis of Rotational Stiffness of the Timber Frame Connection." Sustainability 13, no. 1 (December 25, 2020): 156. http://dx.doi.org/10.3390/su13010156.
Full textAbstract:
Initially, timber was considered only as an easily accessible and processable material in nature; however, its excellent properties have since become better understood. During the discovery of new building materials and thanks to new technological development processes, industrial processing technologies and gradually drastically decreasing forest areas, wood has become an increasingly neglected material. Load-bearing structures are made mostly of reinforced concrete or steel elements. However, ecological changes, the obvious problems associated with environmental pollution and climate change, are drawing increasing attention to the importance of environmental awareness. These factors are attracting increased attention to wood as a building material. The increased demand for timber as a building material offers the possibility of improving its mechanical and physical properties, and so new wood-based composite materials or new joints of timber structures are being developed to ensure a better load capacity and stiffness of the structure. Therefore, this article deals with the improvement of the frame connection of the timber frame column and a diaphragm beam using mechanical fasteners. In common practice, bolts or a combination of bolts and pins are used for this type of connection. The subject of the research and its motivation was to replace these commonly used fasteners with more modern ones to shorten and simplify the assembly time and to improve the load capacity and rigidity of this type of frame connection.
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Guzmán Rodríguez, Álvaro, Nataly Revelo Morales, Gabriela Mejía Gómez, and Vinicio Velásquez Zambrano. "Enseñanza del diseño de conexiones estructurales paramétricas aplicando la metodología “design thinking” =Teaching the design of parametric structural connections applying the design thinking methodology." Advances in Building Education 4, no. 1 (June 8, 2020): 25. http://dx.doi.org/10.20868/abe.2020.1.4414.
Full textAbstract:
La Pontificia Universidad Católica del Ecuador, a través de su escuela de Arquitectura, sostiene a la innovación en el diseño y la utilización de tecnología de última generación dentro de sus líneas de enseñanza. Una de ellas está orientada al uso de herramientas BIM y sus diversos campos de acción. La presente investigación busca direccionarse en el desarrollo digital de la Parametrización (PM), utilizada en programas informáticos BIM del campo arquitectónico, mediante la generación de conexiones estructurales, que permitan vincular elementos técnico-constructivos de distinta índole, función y materialidad [1]. El Ecuador, al estar situado sobre el Cinturón de Fuego del Pacífico y atravesado longitudinalmente por la cordillera de los Andes, presenta condiciones sísmicas de alto riesgo. Esto da lugar a que los sistemas estructurales en las edificaciones sean premisas básicas consideradas dentro del diseño arquitectónico, cuya finalidad está en disminuir la vulnerabilidad de las construcciones y precautelar el bienestar de los usuarios. El Ecuador, debido a su diversidad cultural, natural y climatológica con respecto al nivel del mar, ha desarrollado y combinado el uso de distintas materialidades, tecnologías y tipologías arquitectónicas para la generación de espacios habitables. Es por ello que se propone una metodología de diseño de conexión estructural parametrizada, donde el tipo de unión no solamente cumpla una función estructural entre componentes constructivos, sino que además sea una elemento arquitectónico-compositivo que enfatice el aspecto funcional y formal del proyecto de diseño [2]. La metodología aplicada involucra un trabajo de investigación donde el estudiante entienda los cinco conceptos básicos de los tipos de esfuerzos a los cuales pueden estar sometidas las estructuras: compresión, tracción, tensión, torsión y corte [3]. La segunda fase involucra la exploración en el funcionamiento general de las conexiones estructurales, enfatizando el desarrollo de detalles constructivos en los que se consideren los aspectos técnico-formales del proyecto arquitectónico. Así también, se aborda el conocimiento sobre materialidad en cuanto a las características, propiedades, beneficios y limitaciones del acero, madera y hormigón, utilizados de manera independiente y mixta. El objetivo es conjugar los conceptos revisados anteriormente y aplicarlos en un detalle de conexión estructural que sea construible, y que consiga ser un aporte formal y funcional del proyecto, para lo cual se utiliza la parametrización junto con programas informáticos de última generación, que permitan utilizar los distintos planos de proyección en 2 y 3 dimensiones para comprender el encuentro estructural y posibles interferencias de los distintos componentes constructivos en el espacio [4]. El resultado de la metodología aplicada, es la generación de un detalle constructivo de conexión estructural entre distintos materiales, el cual va a tener un resultado funcional, construible y replicable, acorde a la capacidad tecnológica del contexto. Esto va a dar lugar a múltiples ajustes dimensionales que sean adaptados a los requerimientos espaciales del proyecto y materiales de construcción locales. El detalle constructivo va a ser estudiado a profundidad y modelado en un software informático BIM, desarrollándolo de tal manera que va a poder insertarse en el proyecto arquitectónico del estudiante correctamente. La metodología puntual a desarrollar en el presente estudio, implica que el estudiante modele cada uno de los componentes de su detalle de conexión estructural en AUTODESK REVIT 2020, con la finalidad de asegurar su correcto funcionamiento, adaptabilidad y disposición de sus distintos elementos constructivos en el espacio.AbstractThe Pontificia Universidad Católica Del Ecuador, through its architecture school, maintains innovation in design and the use of last generation technology in its teaching emphasis. One of them focuses on the use of BIM tools in their different guidelines. The present research is addressed to digital development of parametric modelling (PM), used with an architectural BIM software through the development of structural connections, which allows tie diverse technical-constructive-elements, function, and materiality [1]. Ecuador is located directly above the Pacific Ring of Fire and the Andes range cross it entirely, representing an elevated seismic risk. This situation knows that structural systems in edifications should be basic premises considering within an architectural design, whose purpose is to decrease construction vulnerability and increase security for the habitants. Due to cultural, natural, and climatological diversity of Ecuador, the country has developed diverse materiality, technologies and architectural typologies to generate living spaces. For those reasons, the research proposes a parametric design methodology of structural connections between constructive components, where the union not only meets its structural function, but also includes an architectural-compositive element that emphasizes functional and formal aspects of the design project [2]. The applied methodology implies a researching work where the student understands the five basic concepts of forces that affect to structures: tension, compression, shear, torsion and traction [3]. The second phase involves the exploration of general function of structural connections, focused on the development of constructive details where are considered technical and formal aspects of the architectural project. The knowledge related to materiality is part of the process: characteristics, properties, benefits and limitations of steel, wood and concrete, used in an independent or combined way. The objective is to link the concepts reviewed previously and apply them in a structural connection in order to build it and as the same time, develop a formal and functional input of the architectural project. Therefore, the practice of parametrization with a last generation BIM software allows using and visualizing different projection planes in two and three dimensions to understand the structural connections and possible interferences of the constructive components in the space [4]. The result of this methodology is the generation of a constructive detail about a structural connection with diverse materials, making it functional, buildable and replicable. Those conditions will allow multiple dimensional adjustments, adaptability to the project requirements and the correct use of local construction materials. The constructive detail will be developed and studied in an architectural BIM software, in order to be properly included in the student´s design project. The accurate methodology to be developed in the current research implies that each student has to model all of the constructive components of the structural connection detail in AUTODESK REVIT 2020, with the intention of ensure a correct work, adaptability and placement of all of its diverse constructive elements in the project [5] [6].
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Rudnev, Igor, Viktor Zhadanov, and Vladimir Garipov. "Validation of the calculation of a wooden column with a support unit on glued steel plates." E3S Web of Conferences 263 (2021): 02054. http://dx.doi.org/10.1051/e3sconf/202126302054.
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The article proposes a structural solution for the base of a wooden frame column on flat links glued in the support part of the column – steel plates welded to the base plate. The results of numerical studies of the column, taking into account the parameters of the adhesive connection of the plates with wood and the anisotropy of wood, are presented. The column model takes into account the geometric and physico-mechanical characteristics of wood, steel plate bonds and adhesive compound. The main results of numerical studies are verified with the results of the analytical calculation of the column performed by the method of initial parameters. A physical model with the proposed structural solution of the column base was made and tested. The numerical and analytical calculations of the column were validated, and the main conclusions of the experimental and theoretical study were presented.
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Simanta, Djoni, Bambang Suryoatmono, and Johannes A. Tjondro. "Development of Acacia Glulam Wood Exterior Beam-to-Column Connection with Angles and Steel Rods System." MATEC Web of Conferences 138 (2017): 02006. http://dx.doi.org/10.1051/matecconf/201713802006.
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Xie, ZhiJin, YuJun Qi, Hai Fang, and WeiQing Liu. "Behavior of GFRP-Wood Composite Sandwich Beam-Column Joints with Angle Steels." Advances in Civil Engineering 2020 (July 30, 2020): 1–15. http://dx.doi.org/10.1155/2020/6719517.
Full textAbstract:
In this paper, a new type of connection system was proposed for joints between GFRP-wood composite sandwich beams and columns which were made of glass fiber-reinforced polymer (GFRP) face sheets and southern pine wood cores. The connection system comprised steel angles anchored to the column, and the beam was bolted to the angles. Six different connection system configurations were tested to understand the static behavior of the connection system under different parameters including the length of the beam-closed limb and the presence of ribs. The failure modes of the connection system obtained in tests were of three types: yield failure of the angle steels, local crushing failure of the GFRP-wood composite sandwich beam, and tensile failure of the bolt on the beam-closed limb. The initial rotational stiffness values of the three specimens with ribs were 113.75%, 119.56%, and 227.94% higher than the corresponding three specimens without ribs. And the ductility of connection improved by up to 30.28% due to the presence of stiffener ribs. Based on the tests, the bearing capacity and stiffness of the connection system were predicted. For the specimens without ribs, the method in Eurocode 3 was adopted for bearing capacity and stiffness predictions. For the specimens with ribs, a mechanical model was established for bearing capacity and initial stiffness predictions, which was solved according to the corresponding stress features and failure modes. The analytical results were in good agreement with the experimental results.
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Bewick, Bryan, Casey O'Laughlin, and Eric Williamson. "Simplified Methods for Improving the Blast Resistance of Cold-Formed Steel Walls." Applied Mechanics and Materials 82 (July 2011): 515–20. http://dx.doi.org/10.4028/www.scientific.net/amm.82.515.
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In recent years, cold-formed steel stud walls have become an attractive alternative to wood stud walls. Relative to wood, cold-formed steel is highly ductile, sustainable, and unaffected by insects, mold or rot. Research has demonstrated that cold-formed steel stud walls can perform well when subjected to large blast threats, but such performance has depended upon specially designed fasteners that are expensive to manufacture and require experienced workers to install properly. Despite the potential performance of these types of wall systems when specialized fasteners are used, current U.S. Department of Defense design guidelines for conventionally constructed steel stud walls use acceptability criteria that are much more conservative than wood stud walls due to the lack of data available. Thus, the goal of the current research effort is to develop techniques for mitigating large blast threats acting against steel stud walls using conventional construction methods and materials. The research includes controlled laboratory tests that are intended to identify the various failure mechanisms that can occur for different combinations of wall system parameters. Variables considered in the testing program include stud and track section properties, stud-to-track connection details, stud orientation and wall layout, and sheathing system properties. Based on the results obtained from the testing program and supporting analyses, the most promising wall system designs will be identified, and design guidance will be developed. Final designs will be tested under actual blast loads to verify performance and to ensure that wall systems behave as desired.