Literatura académica sobre el tema "Glulam frame"
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Artículos de revistas sobre el tema "Glulam frame"
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Buchanan, A. H. y R. H. Fairweather. "Seismic design of glulam structures". Bulletin of the New Zealand Society for Earthquake Engineering 26, n.º 4 (31 de diciembre de 1993): 415–36. http://dx.doi.org/10.5459/bnzsee.26.4.415-436.
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This paper gives an overview of the seismic performance of glue laminated (glulam) timber frame buildings. It describes the wide range of connections that can be used in glulam frames, for both single storey and multi-storey buildings, with particular reference to seismic loading.
Several new connections incorporating epoxied steel bars are described in detail. Testing of these connections under simulated seismic loading is reported, with recommendations for seismic design.
A design procedure is given for low rise multi-storey glulam frame buildings.
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Sakata, Hiroyasu, Hiroshi Abe y Hiromichi Ito. "Moment Resisting Finger Joints of Glulam Frame Knees". IABSE Symposium Report 85, n.º 1 (1 de enero de 2001): 55–60. http://dx.doi.org/10.2749/222137801796349231.
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Zonta, Daniele, Cristiano Loss, Maurizio Piazza y Paolo Zanon. "Direct Displacement-Based Design of Glulam Timber Frame Buildings". Journal of Earthquake Engineering 15, n.º 3 (31 de marzo de 2011): 491–510. http://dx.doi.org/10.1080/13632469.2010.495184.
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Guo, Nan, Chao Yang, Ling Li, Guodong Li y Yan Zhao. "Experimental Study on Flexural Performance of Regulated Reinforced Glulam Beam after Long-Term Loading". Sustainability 13, n.º 10 (17 de mayo de 2021): 5556. http://dx.doi.org/10.3390/su13105556.
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Due to wood creep characteristics, the failure mode, bearing capacity, stiffness, and deformation of its components are doomed to be impacted by long-term loading. This paper conducted a comparative test on creep beams, regulated beams, and short-term beams based on the former long-term loading research. The results demonstrated that the glulam beam experienced tensile failure of the beam-bottom, while the horizontal joint failure and the local compressive failure of the beam-end happened in the reinforced glulam beam and the prestressed glulam beam. The bearing capacity of the creep beams decreased compared with that of the short-term beams; the decline in the bearing capacity of the ordinary glulam beams, the reinforced glulam beams, and the prestressed glulam beams ranged from 3.2% to 9.8%, from 1.6% to 13.2%, and from 2.9% to 9.2%, respectively. However, the bearing capacity of the regulated beam with the deformation restored to the initial value of the load increased by 4.6–14.1%. The prestressed regulation changed the distribution of the stress on the beam and thus enhanced its bearing capacity. The findings of this work could be used as a frame of reference for similar components in engineering applications.
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Komatsu, Kohei y Akihisa Kitamori. "Static and Dynamic Properties of Portal Frames Composed of Built-Up Sawn Square Timber". Wood Research Journal 3, n.º 1 (27 de agosto de 2017): 36–43. http://dx.doi.org/10.51850/wrj.2012.3.1.36-43.
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In order to propose an alternative structural element to be used for wooden dwelling houses in rich forest area, we paid attentions to a portal frame structure which is composed of not glulam but built-up members whose raw materials are dried sawn timbers taken from plantation grown forest. For establishing design procedure of the structural element, we made two different types of portal frames and conducted, at first, basic dynamic test to estimate natural frequency and dumping factors by fixing small shake excitation machine on the portal frames, then static push-pull cyclic loading tests were conducted until failure. The natural frequency of both portal frames was almost same but the higher order frequencies were likely to be affected by the difference of shear reinforcement of built-up members by hardwood dowels. While on static properties, as both portal frames failed in brittle manner due to bending failure at column or tear off at connection plate made of compression wood, further improvement of connection system was required for obtaining more stable alternative elements to glulam.
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Zheng, Wei, Weidong Lu, Weiqing Liu y Yue Li. "Lateral loading behavior of glulam frame-midply hybrid lateral systems". Construction and Building Materials 220 (septiembre de 2019): 53–63. http://dx.doi.org/10.1016/j.conbuildmat.2019.05.182.
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Ding, Yi, Zhen Zhou, Linjie Huang y Yi Si. "Seismic performance of self-centering glulam frame with friction damper". Engineering Structures 245 (octubre de 2021): 112857. http://dx.doi.org/10.1016/j.engstruct.2021.112857.
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Zhao, Xuan, Binsheng Zhang, Tony Kilpatrick, Iain Sanderson y Dewen Liu. "Numerical Analysis on Global Serviceability Behaviours of Tall Glulam Frame Buildings to the Eurocodes and UK National Annexes". Journal of Civil Engineering and Construction 10, n.º 3 (15 de agosto de 2021): 109–22. http://dx.doi.org/10.32732/jcec.2021.10.3.109.
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Glued-laminated timber (Glulam) is an innovative engineered timber product and has been widely used for constructing spatial grand timber structures and tall timber buildings due to its exceptional natural attraction, easy processing, decent fire resistance and outstanding structural performance. However, global serviceability performances of tall timber buildings constructed from Glulam products for beams, columns and bracings and CLT products for lift core and floors under wind load are not well known yet though they are crucial in structural design and global analysis. In this study, finite element software SAP2000 is used to numerically simulate the global static and dynamic serviceability behaviours of a 105 m high 30-storey tall Glulam building with CLT lift core and floors assumed in Glasgow, Scotland, UK. The maximum horizontal storey displacement due to wind is 58.5% of the design limit and the maximum global horizontal displacement is 49.7% of the limit set to the Eurocodes. The first three lowest vibrational frequencies, modes and shapes of the building are obtained, with the fundamental frequency being 33.3% smaller than the code recommended value due to its low mass and stiffness. The peak acceleration of the building due to wind is determined to the Eurocodes and ISO 10137. The results show that the global serviceability behaviours of the building satisfy the requirements of the Eurocodes and other design standards. Parametric studies on the peak accelerations of the tall Glulam building are also conducted by varying timber material properties and building masses. Increasing the timber grade for CLT members, the generalised building mass and the generalised building stiffness can all be adopted to lower the peak accelerations at the top level of the building so as to reduce the human perceptions to the wind induced vibrations with respect to the peak acceleration.
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Holzer, S. M., C. H. Wu y J. Tissaoui. "Finite Element Stability Analysis of a Glulam Dome". International Journal of Space Structures 7, n.º 4 (diciembre de 1992): 353–61. http://dx.doi.org/10.1177/026635119200700411.
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The paper centres on stability investigations of a glued-laminated timber (glulam) dome under several snow load conditions. The dome consists of a triangulated network of curved glulam beams, a decking supported by curved purlins, and a steel tension ring. The dome is represented by two different models. The first model is a rigid-jointed space frame composed of curved beam elements. The second model consists of straight beam elements, with rigid or flexible joints, and a bracing to simulate the lateral support of the beams provided by the decking. Two finite element methods are presented and used in the analyses: A nonlinear method that computes the buckling load and a combined nonlinear/linear eigenvalue method that provides estimates of the buckling load. The results presented include buckling pressures, buckling modes, effects of joint stiffness and bracing on the stability of the dome, and the status of the material prior to buckling.
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MIYAZAWA, Kenji. "STUDY ON STRESS BEHAVIOR AND DUCTILITY OF GLULAM FRAME STRUCTURES WITH PLYWOOD SHEAR WALLS". Journal of Structural and Construction Engineering (Transactions of AIJ) 65, n.º 527 (2000): 125–32. http://dx.doi.org/10.3130/aijs.65.125_1.
Texto completoTesis sobre el tema "Glulam frame"
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Johansson, Anton y Lopez Maxim Simonov. "Limträstomme till hallbyggnader : Utformning och dimensionering av momentstyva ramhörn och 3D-modell framtagning". Thesis, KTH, Byggteknik och design, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-101845.
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Industrial buildings are increasing all over Sweden. Farmers are building new modern facilities and the government chooses to build new halls to invest i youth sports. Glulam is the most common framework but there are limitations because of the transport. Therefore, there is a need to develop new solutions to increase the use of glulam. The maximum torque in the eaves was found in the frame with a roof pitch of 18 degrees and a wingspan of 25 meters. Using hand calculations according to Eurocode and comparison with the computer software StatCon, the maximum torque, shear force and utilization rate is calculated. Based on the maximum torque, of 973,86 kNm (calculated as 1000 kNm), the maximum compressive force is found in the eaves storage. The area is determined to 0.116m2 and the eaves are formed with 7 lamellae glued to the inside of the frame to relocate the support surface so that cutting of the laminated timber should be as simple as possible. The relocation of the storage is also needed for the required number of WR-T screws to fit on top of the frame. The screws are dimensioned according to previously calculated traction force in the eaves and to the transmission between the screws and the glulam. The transmission forces were found in a product brochure by SFS intec. Two different screw sizes is tested and deployed by distance according to Eurocode. - WR-T-9x400 Number: 332 pieces/frame Cost: 15 897 skr/frame - WR-T-13x700 Number: 136 pieces/frame Cost: 22 927 skr/frame Calculations on the new attachment method show that it is possible to construct moment resisting eaves. In an economic comparison between the screws, it appears that WR-T-9x400 was the cheapest regardless of the length or span on the chosen building. The design of the glulam frame system in 3D is based on the calculations and definitions. The models are developed in the software Revit in stages according to the desired dimensions and local conditions in order to show the client at the tender negotiations.Byggandet av hallbyggnader ökar runt om i Sverige. Lantbruk bygger nya moderna anläggningar och staten väljer att bygga nya hallar för att satsa på ungdomsidrotten. Limträ är ett mycket vanligt stommaterial men det finns begräsningar av limträmöjligheterna som styrs av transporten. Därför finns det behov av att utreda nya lösningar för att kunna öka användandet av limträ. Av de undersökta ramarna beräknades det maximala momentet i ramhörnet där taklutningen var 18 grader och spännvidden 25 meter. Med hjälp av handberäkningar enligt Eurocode och jämförelser med dataprogrammet StatCon togs maximalt moment, tvärkrafter, normalkrafter och utnyttjandegrader ut. Utifrån det maximala momentet, 973,86 kNm (räknas som 1000 kNm) beräknas tryckkraften vid ramhörnsupplaget som dimensionerar upplagsarean. Arean bestämdes till 0.116m2 och ramhörnet utformas med 7 pålimmade lameller på insidan av rambenet samt på undersidan av överramen för att förskjuta upplagsytan så att sågningen av limträet ska vara så enkelt och ekonomiskt som möjligt. Förskjutningen krävs även för att erfordrat antal WR-T skruvar ska få plats på ovansidan av rambenet. Skruvarna dimensioneras efter tidigare beräknad dragkraft i ramhörnet och skruvarnas kraftöverföring till limträet bestäms enligt underlag från SFS intec. Två olika skruvdimensioner testas och placeras ut efter avstånd enligt Eurocode: - WR-T-9x400 Antal: 332 st/ram Kostnad: 15 897 kr/ram - WR-T-13x700 Antal: 136 st/ram Kostnad: 22 927 kr/ram Beräkningar på den nya infästningsmetoden visar att det är möjligt att konstruera momentstyva ramhörn som kan monteras på plats med skruvmontage. Vid en ekonomisk jämförelse mellan skruvarna visar det sig att WR-T-9x400 skruven blir billigast oavsett vilken längd eller spännvidd man väljer på byggnaden. Utifrån beräkningar och avgränsningar utformas 3D-modeller av limträstomsystemet i dataprogrammet Revit. Modellerna tas fram stegvis efter önskade dimensioner och lokala förutsättningar för att kunna visa beställaren vid offerförhandlingarna.
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Pernica, Martin. "Víceúčelový objekt v Popůvkách". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227650.
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This diploma thesis deals with design of Multipurpose building located in the proximty of the town Popůvky u Brna. This buidling consists of 3 seperate structures. The first structure SO01 is intendet to be used for manufacturing an storage purposes. It is steel warehouse with plane dimensions 69,5 x 44 m. Height in the top is 10,4 m. The second structure SO02 is a 3 - storey steel building given up to office building. It's plane dimensions are 24,85x14,00 m. Height in the top is 10,69 m. The third structure SO03 is designed from timber and it's purpose is to serve as the company's showroom. It's plane dimensions are 20,08 x 21,05 m. Height in the top is 10,69 m.
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Sörnmo, Daniel y Karl Nilsson. "Extern vindstabilisering för flervåningshus i trä". Thesis, Luleå tekniska universitet, Institutionen för samhällsbyggnad och naturresurser, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-68335.
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Sammanfattning Intresset för höghuskonstruktioner i trä ökar allt mer runt om i världen. I Sverige ligger fokus på höghuskonstruktioner som utnyttjar intern vindstabilisering med skivor i KL-trä. I de högsta byggnaderna som använder trä som konstruktionsmaterial idag är det fackverk av limträ på byggnadernas ytterkant som når högst byggnadshöjder. Av den anledningen inleddes examensarbetet med målet att undersöka de dynamiska egenskaperna hos olika fackverkskonstruktioner med hänsyn till komforten för brukarna, något som vanligtvis är den mest kritiska analysen. För att bedöma komforten användes ISO 10137. Eftersom egenskaperna hos trä är sämre lämpade för höghuskonstruktioner jämfört med stål och betong valdes att förstärka byggnadens styvhet med en kärna i KL-trä runt hiss och trapphus. Den dynamiska analysen på fackverken har två delar, en av dem berör byggnadens dynamiska egenskaper och utförs i huvudsak i FEM-programmet Robot Structural Analysis och den andra delen handlar om byggnadens acceleration under inverkan av vind och består av handberäkningar. Båda områden inleddes med en litteraturstudie för att försäkra att resultatet i Robot Structural Analysis motsvarar beteendet hos en riktig byggnad och att sätta sig in i beräkningsgången av byggnadens acceleration, samt förstå bakgrunden till beräkningarna. Olika varianter av fyra sorters fackverk analyserades, X-fackverk, K-fackverk, diagridsystem och singulärt diagonala fackverk. Efter genomförda analyser framgick att diagridsystemet uppnådde den högsta byggnadshöjden på 87 m. X-fackverket klarar komfortkraven upp till 81 m och har mindre materialåtgång till fackverket jämfört med diagridsystemet. Jämfört med tidigare arbeten och konstruktioner klarar de undersökta konstruktionerna komfortfortkraven på högre höjder. Förklaringen till de höga konstruktionshöjderna kopplas till robustheten hos fackverken och kombinationen med KL-träkärnan.Abstract There has been an awakening in high-rise buildings in timber around the world. In Sweden, the focus has been placed on high-rise building that utilize internal stabilisation against wind loading using panels made of cross laminated timber. However, the tallest timber buildings today utilize external stabilisation of glulam trusses. Therefore, the thesis work began with the purpose of examining the dynamical properties of different braced frame structures with regard to not cause discomfort to occupants, which is usually the most critical part of the building design. ISO 10137 was used to assess the comfort. Since the properties of timber are less well-suited for high-rise building constructions in comparison to steel and concrete, a decision was made to strengthen the rigidity of the building using a core made of cross laminated timber around the elevator and stairwell. The dynamic analysis of the braced frame structures has two parts. The first part concerns the building’s dynamic properties and is carried out mainly by using the FEM-software Robot Structural Analysis. The second part focuses on the acceleration of the building under the influence of wind and consists of hand calculations. Furthermore, the work in both areas began with a literature study in order to ensure that the result from Robot Structural Analysis corresponds with the behaviour of a real building and to familiarise oneself with the calculations regarding the acceleration of the building, as well as to understand the background of the calculations. Different variations of four types of braced frames structures were analysed: X-braced, K-braced, diagrid system and single-diagonal types. The analyses showed that the diagrid system reached highest with a building height of 87 m, while the X-braced type meets the comfort requirements up to 81 m and require less material compared to the diagrid system. As a result of the robustness of the trusses and the combination with the core made of cross laminated limber the examined constructions manage to meet the comfort requirements at higher heights than previous works and constructions.
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Daoud, Kristina y Arkan Marouf. "SPÄNNVIDDER I STOMKONSTRUKTIONERAV LIMTRÄ OCH STÅL". Thesis, KTH, Byggteknik och design, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-215242.
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Detta examensarbete ger en kostnadsjämförelse mellan stomsystem utfört i stål samt limträ. På uppdrag av Wästbygg AB har en undersökning gjorts om vilket material som är mest lämplig vid uppförande av en hallbyggnad på 15,000 m2. Med utgångspunkt i Stockholmsområdet, jämförs stommarna med spännvidden 45 meter.Det finns många olika sätt att uppföra stomlösningar, med avseende på utformning och material vilket gör valet av stomme svårt. Beroende på vilka krav man har på stommen kan avgränsningar och beslut tas till vilket material eller stomsystem som lämpar sig bäst för stombygget. Med hjälp av litteraturstudier, intervjuer och diskussioner har ett förslag på konstruktionsdelar, material och utformning tagits fram. Utifrån mängden fackverk/takstolar och pelare som krävs för att utföra stomsystemen görs en kostnadsanalys för materialet och dess transport till arbetsplatsen. Resultatet för kostnaden av respektive material har gjorts genom kontakt med leverantör av materialen. Kostnadsanalysen visar en prisskillnad mellan stommarna på ungefär 1650000 kr till stålets fördel.Materialens egenskaper har sedan jämförts med varandra och en poängsammanställning har framställts som visar vilket material som är till fördel för bygget. De egenskaper som väljs till jämförelsen är de egenskaper som författarna tycker är väsentliga för stombygget.There are different methods of constructing frame systems. The choice of material has an influence on the final outcome of the frame system. This bachelor’s thesis includes a comparison on frame systems constructed in steel and glulam. Due to an assignment from Wästbygg AB an investigation has been made regarding which of the material is more suitable for an industrial building with an area of 15,000 m2. The building is to be constructed in Stockholm, and frame systems with a span of 45 meter will be compared to each other. The sizing and construction analysis for both frame systems in steel and glulam has been calculated according to Eurocode. Amount of construction parts needed to finish the build is compiled in a list, which is then used to make an appreciated cost summary for the construction. The cost of transportation to the site of the building is included in the cost. Results for the cost of the materials have been made with collaboration with the material suppliers. The cost summary shows that frame system in steel is economically better, with a lower cost of 1 650 000 kr less than glulam. Information about the different materials has been collected by litterateurs, web pages and interviews. The information is then compared to each other and a result by different characteristic qualities has been made. These qualities are then graded depended on how the materials match a sort of quality that is required in a frame system. Some qualities are more important than others, so there is a contention that some qualitys are better for frame system than others, for example if the material has solidity rather than being esthetic. Especially when constructing a large building as this. It is concluded that the choice of material depends on the type of building that is to be constructed.
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Deng, Shu-Yu y 鄧書宇. "Study on the Structural Performance of Portal Frame Constructed with Japanese Cedar Glulam". Thesis, 2013. http://ndltd.ncl.edu.tw/handle/73758283197874040244.
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碩士國立屏東科技大學
木材科學與設計系所
101
The purpose of the study was to investigate the structural performance of a glulam portal frame constructed with the beams and columns. Japanese cedar (Cryptomeria japonica) from domestic plantation was used in the experiment. Full-size structural glulams were made using glulam assembly machine with eight lamina for each glulam. Glue application of 250 g/m2 and assembly pressure of 980 kPa were used for making 140 × 304.8 mm glulam specimens. Beam and column member joint employed the designed metal connectors which were further divided into two different types (I type, L type) and two pin layouts (square, circle). A fixed-supported joint at column base was designed with a metal connector using bolts. A lateral cyclic loading was applied to the portal frame and the procedure of applying different cyclic deformation angles can be divided into seven steps, each steps has three cycles. After the final cyclic load step, a monotonic load was applied until failure or deformation angle of 1/18 rad. The maximum lateral load of glulam portal frame with L-S connections showed a better performance than the other conditions. The excellent allowable load during the cyclic load steps was also found in the portal frame with L-S conditions. And, allowable shear had similar trend. Pin in square layout at the connection showed higher allowable shear than that in circle layout significantly, but not between I type and L type connectors. For the safety factor, the portal frame with the L-S had the lowest value of average 5.9 indicating economic benefits of the L-S conditions for joint. For the joint rigidity, the portal frame with the I-C connection had the lowest, and did not meet the suggested 19% of maximum value, while the L-S connection showed excellent rigidity. For the joint efficiency, the L-S connection was 77 % higher than other joint conditions. Moment distribution of portal frame was obtained from strain gauge measurement subjected to a lateral force. Inflection point of column member moved upward from mid-height member showing a resisting moment occurred at the column-base joint was larger than that at the beam-column member joint. Better performance in the initial stiffness and energy absorbing of glulam portal frames assembled with square layout was found. A lower ductility coefficient value of structure fastened with pin in square layout indicated a rigid connection. Structure performance of Japanese cedar glulam portal frame was simulated with SAP2000 structural analysis software based on parameters of materials and loading conditions. Moment distribution from simulation was close to the calculated values using slope-deflection method indicating the feasibility of using SAP2000 software to the glulam portal frame application.
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Lin, Guan-Yu y 林冠宇. "Shaking Table Tests of a Two-Story Glulam Timber Frame Connected with LSB Moment-Resisting Joints". Thesis, 2017. http://ndltd.ncl.edu.tw/handle/7hw5u3.
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碩士國立臺北科技大學
土木工程系土木與防災碩士班
105
Earthquake-resisting performance of two-story glulam frame structure was evaluated by shaking table tests in this paper. A new moment-resisting joint system connected by LSB (lag screw bolt) was invented by of Japan Kyoto University Professor Kohei Komatsu. In previous studies by Kohei Komatsu, the joint system developed to have higher initial stiffness and sufficient ductility to survive from devastating earthquake motion. In this study, a 3D test specimen by carrying out shaking table test were fabricated at NCREE in Taipei. A shaking table test was planned to confirm a real seismic performance of glulam two story portal frame structure, connected by LSB through new jointing system, in addition, by using different bolt torque value at column-leg joint and beam-column joint, the performance of two-story glulam frame structure was evaluated. The specimen using the TCU084 E-W waves and JMA-Kobe N-S waves have an increasing PGA by single direction of acceleration.
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Neto, João Carlos Portugal. "Otimização de estruturas porticadas de madeira lamelada colada com ligações semirrígidas". Master's thesis, 2020. http://hdl.handle.net/10316/92272.
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Dissertação de Mestrado Integrado em Engenharia Civil apresentada à Faculdade de Ciências e TecnologiaTimber is natural and recyclable, presents a high strength-to-weight ratio, requires less energy at production than other traditional structural materials and allows a high level of prefabrication. The development of engineered wood products, such as, glulam contributed to an increasing utilization of timber solutions in different types of structures. In the design of timber structures, a special attention must be paid to the connections. The semi-rigid behaviour of moment-resisting connections leads to an interaction between the stiffness of the connection and the design of the structural members.Despite structural optimization is not commonly used in Civil Engineering design practice, the use of optimisation techniques in the design of timber structures constitutes an effective way to obtain economical, structurally efficient and sustainable solutions. Therefore, an integrated analysis and optimization numerical model was developed as a tool to assist in the design of glue laminated timber frames with semi-rigid connections. The optimization problem is formulated as the minimization of a single objective function (cost of the structure) subjected to a set of constraints related to strength and service criteria defined according to Eurocode 5 provisions. The design variables are the cross-sectional sizes of main structural members (beams and columns) and secondary structural members (purlins and bracing members), stiffness of beam-column connection and number of building’s frames. The structural analysis considers the relevant actions and effects (linear and nonlinear). The use of a genetic algorithm allows solving the optimization problem considering discrete design variables.The features and capabilities of the developed algorithm are illustrated by numerical examples concerning the optimisation of real-sized timber frames.
A madeira é um material natural e reciclável, apresenta uma elevada relação resistência-peso, requer menor energia na produção do que outros materiais estruturais tradicionais e permite um elevado nível de pré-fabricação. O desenvolvimento de produtos derivados da madeira como o glulam tem contribuído para a crescente utilização de soluções em madeira para diferentes tipos de estruturas. No projeto de estruturas de madeira deve prestar-se especial atenção ao comportamento das ligações. O comportamento semirrígido das ligações resistentes a momentos origina uma dependência entre a rigidez da ligação e o dimensionamento dos elementos estruturais.Apesar de a otimização estrutural não ser habitualmente utilizada na prática da Engenharia Civil, o uso de técnicas de otimização no projeto de estruturas de madeira constitui uma forma eficaz de obter soluções económicas, estruturalmente eficientes e sustentáveis. Deste modo, desenvolveu-se um modelo numérico integrado de análise e otimização como ferramenta de apoio ao projeto de estruturas porticadas de madeira lamelada colada considerando o comportamento semirrígido das ligações viga-pilar. O problema de otimização é formulado como a minimização de uma função objetivo (custo da estrutura) sujeita a um conjunto de restrições de modo a verificar critérios de resistência e utilização definidos de acordo com as disposições do Eurocódigo 5. As variáveis de decisão consideradas são as dimensões das secções transversais dos elementos estruturais principais (vigas e pilares) e secundários (madres e elementos de contraventamento), a rigidez das ligações viga-pilar e o número de pórticos do edifício. Na análise estrutural consideram-se os efeitos (lineares e não lineares) e ações relevantes. O recurso a um algoritmo genético permite resolver o problema de otimização considerando variáveis de decisão discretas. As características e capacidades do modelo numérico desenvolvido são ilustradas através da resolução de exemplos de aplicação relativos à otimização de pórticos de madeira de dimensões reais.
Capítulos de libros sobre el tema "Glulam frame"
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Gan, Z., M. He, Z. Shu y Y. Sun. "An innovative connection design for modern reciprocal glulam frame structures". En Life-Cycle Civil Engineering: Innovation, Theory and Practice, 873–80. CRC Press, 2021. http://dx.doi.org/10.1201/9780429343292-115.
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KOMATSU, KOHEI. "Mechanical Timber Joints and their Application to Glulam Portal Frames". En Recent Research on Wood and Wood-Based Materials, 109–18. Elsevier, 1993. http://dx.doi.org/10.1016/b978-1-4831-7821-9.50017-4.
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Emre Ilgın, Hüseyin, Markku Karjalainen y Olli-Paavo Koponen. "Review of the Current State-of-the-Art of Dovetail Massive Wood Elements". En Engineered Wood Products for Construction [Working Title]. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.99090.
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Engineered wood products (EWPs) have been progressively more being utilized in the construction industry as structural materials since the 1990s. In the content of EWPs, adhesives play an important role. However, because of their petroleum-based nature, adhesives contribute to toxic gas emissions such as formaldehyde and Volatile Organic Compounds, which are detrimental to the environment. Moreover, the frequent use of adhesives can cause other critical issues in terms of sustainability, recyclability, reusability, and further machining. In addition to this, metal connectors employed in EWPs harm their end-of-life disposal, reusability, and additional processing. This chapter is concentrating on dovetail massive wood elements (DMWE) as adhesive- and metal connector-free sustainable alternatives to commonly used EWPs e.g., CLT, LVL, MHM, Glulam. The dovetail technique has been a method of joinery mostly used in wood carpentry, including furniture, cabinets, log buildings, and traditional timber-framed buildings throughout its rich history. It is believed that this chapter will contribute to the uptake of DMWE for more diverse and innovative structural applications, thus the reduction in carbon footprint by increasing the awareness and uses of DMWE in construction.
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Scheibmair, F. y P. Quenneville. "Development of an expedient moment connection for large span portal frames in LVL or Glulam". En Incorporating Sustainable Practice in Mechanics and Structures of Materials, 927–32. CRC Press, 2010. http://dx.doi.org/10.1201/b10571-168.
Texto completoActas de conferencias sobre el tema "Glulam frame"
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Komatsu, Kohei. "Development of stiffer and ductile glulam portal frame". En PROCEEDINGS OF THE 3RD INTERNATIONAL CONFERENCE ON CONSTRUCTION AND BUILDING ENGINEERING (ICONBUILD) 2017: Smart Construction Towards Global Challenges. Author(s), 2017. http://dx.doi.org/10.1063/1.5011506.
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Zhang, Yu, Yi Liang y Paul Gauvreau. "Analysis of a Modular Timber/Concrete Composite System for Short- Span Bridges". En IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1598.
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<p>This article describes a modular timber/concrete composite system for short‐span highway bridges. The system is assembled from modules. Each module spans from support to support and consists of two glulam girders and a deck slab constructed of ultra high‐performance fiber reinforced concrete (UHPFRC). A method of analysis is proposed for the system to study both the longitudinal and transverse behavior under live loads. The method is based on a spatial grid model, which incorporates Vierendeel frames to account for partial composite action in the longitudinal direction. Preliminary results show that the proposed modular timber/concrete composite system achieves a high degree (91.4%) of longitudinal composite action and possess good transverse load sharing performance between modules.</p>
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Gaudry, Laurent, Martial Chabloz, Darius Golchan, Julien Nembrini y Matthias Schmid. "Ecological mass timber as an answer to affordable housing in Switzerland?" En IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0621.
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<p>The lightness and thermal performances of timber has led designers to consider using it for urban densification and to make it the key for a more sustainable and affordable construction industry.</p><p>This project of a timber-framed high-rise building will become one of the tallest in Switzerland to adopt a wooden construction, using a mix of two types of manufactured wood: cross-laminated timber (CLT) for structural walls and glue-laminated timber (a.k.a. glulam) combined to an upper concrete layer linked with screws for the slabs. The use of timber sourced from local forest is considered by the engineers because its abundance in Switzerland.</p><p>The concrete layer is needed to reach a high level of acoustic performance and to efficiently create horizontal diaphragms for earthquake resistance. It also enables the reduction of the thickness of the complex. The lower wooden surfaces with warm natural appearance are visible from the rooms, as well as the vertical surfaces of the CLT wall supporting them.</p><p>The project reveals the complexity for timber structures to simultaneously comply with regulations concerning structural, fire safety, acoustical and earthquake-resistance performances. Building Information Modeling (BIM) allows excellent technical installations coordination to reach a high degree of prefabrication.</p>