Relevant bibliographies by topics / Wood trusses

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Wood trusses'

Author: Grafiati
Published: 4 June 2021
Last updated: 12 February 2022

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Journal articles on the topic "Wood trusses"

1

Karacabeyli, Erol, Conroy Lum, and Link Olson. "Strength and stiffness of glulam trusses with punched metal plated joints." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 622–30. http://dx.doi.org/10.1139/l93-079.

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Several Canadian wood truss manufacturers expressed a need to develop technical information to initiate the fabrication and acceptance of wood trusses made with glued-laminated timber (glulam) members and connected by punched metal plates. In collaboration with industrial participants, Forintek Canada Corp. developed a program for testing and analysis of metal plated glulam trusses. Twelve 3/12 pitched chord trusses and three parallel chord trusses, all 13.7 m long, were designed by three different plate manufacturers. All truss fabrication took place at a single truss manufacturing plant. Trusses composed of 79 mm wide and 152-229 mm deep glulam members connected by 16-gauge punched metal plates were tested to failure. The ratio of ultimate to design load averaged 3.5, and varied between 2.7 and 4.4. Both wood and plate failure modes were observed. The results suggest that the sizes of glulam members used in this study are structurally suitable for use with 16-gauge metal connector plates. Key words: wood, trusses, glued-laminated timber, truss plates, strength, stiffness.
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2

Bulleit, William M., and James L. Yates. "Probabilistic Analysis of Wood Trusses." Journal of Structural Engineering 117, no. 10 (October 1991): 3008–25. http://dx.doi.org/10.1061/(asce)0733-9445(1991)117:10(3008).

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3

Kristie, Richard J., and Arne P. Johnson. "Investigating and Repairing Wood Bowstring Trusses." Practice Periodical on Structural Design and Construction 1, no. 1 (February 1996): 25–30. http://dx.doi.org/10.1061/(asce)1084-0680(1996)1:1(25).

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4

Zhang, Liuliu, Cheng Chang, and Shuming Yang. "EFFECT OF DIFFERENT WOOD DOWELS ON MECHANICAL PROPERTIES OF TRIANGULAR GIRDER TRUSSES." WOOD RESEARCH 66(3) 2021 66, no. 3 (July 20, 2021): 477–88. http://dx.doi.org/10.37763/wr.1336-4561/66.3.477488.

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Static load tests were carried out on three kinds of triangular girder trusses with different diameter wood dowels, and the effects of that on the structure of girder trusses were discussed. It was found that there was a good synergy between the wood dowels and the girder trusses. Among the triangular girder trusses with different diameters, the 16 mm diameters had the best energy dissipation performance increased by 184% and deformation resistance of 0.73 mm; the 20 mm diameters had the best stability performance, the better bearing capacity of 60.42 kN and deformation resistance of 0.82 mm. The bearing capacity of the double girder trusses was 2.06-2.25 times that of two single trusses, which had the ability to ‘one plus one is greater than two’.
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Sibilla, Luboš, Milan Vlček, Karel Struhala, and Pavel Kříž. "Influence of Orientation of Building on Indoor Conditions in a Roof Truss." Applied Mechanics and Materials 824 (January 2016): 267–77. http://dx.doi.org/10.4028/www.scientific.net/amm.824.267.

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Protection of historical roof trusses is an important part of efforts to protect our cultural heritage. These timber structures carry a lot of information about used tools, technologies or construction processes. Roof trusses are generally threatened by many dangers, which could cause irreparable damage and loss of the carried information. Wood destroying insects and fungi are the gravest threat to historical roof trusses in our climatic conditions. Their spreading depends on several specific (interior) conditions. These include critical moisture content in the wood, relative humidity, amount of natural light and ventilation. In addition to these commonly monitored parameters (and their critical levels) we also must not forget the influence of local geography, biotope or orientation to the cardinal. This paper describes temporal fluctuations of some of the mentioned physical parameters in a historical roof truss with regard to external climatic conditions and orientation to the cardinal.
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Sibilla, Luboš, Milan Vlček, Karel Struhala, and Pavel Kříž. "Evaluation of the Dependence of the Parameters of Internal Environment of Wooden Truss on the Orientation of the Building." Applied Mechanics and Materials 861 (December 2016): 287–94. http://dx.doi.org/10.4028/www.scientific.net/amm.861.287.

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Historical wooden trusses carry a lot of information about used tools, technologies or construction processes. Unfortunately they are generally threatened by many dangers, which could cause irreparable damage and loss of the carried information. Protection of historical roof trusses is an important part of efforts to protect our cultural heritage. Wood destroying insects and fungi are the most serious threats to historical roof trusses in our climatic conditions. Their spreading depends on several specific (interior) conditions. These include critical moisture content in the wood, relative humidity, temperature, etc. In addition to these commonly monitored parameters (and their critical levels) we also must not forget the influence of local geography, biotope or orientation to the cardinal. This paper describes temporal fluctuations of some of the mentioned physical parameters in a historical roof truss (in Brno, Czech Republic) with regard to external climatic conditions and orientation to the cardinal.
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7

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.

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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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Sibilla, Luboš, Milan Vlček, Karel Struhala, and Pavel Kříž. "Analysis of Damage to the Historic Roof Truss in Terms of Internal Environment." Advanced Materials Research 1041 (October 2014): 341–45. http://dx.doi.org/10.4028/www.scientific.net/amr.1041.341.

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The main threats that endanger the historical roof trusses in our geographical conditions are wood decaying fungi and wood destroying insects. For these threats to occur and spread across the historical roof truss, several criteria have to be fulfilled within the indoor environment. These critical criteria include wood moisture, relative humidity, amount of daylight and airflow. In addition to these monitored parameters and their critical values, we must not forget the impact of local geographical specifications and wider dependencies. This article is focuses on comparison of theoretical knowledge in this area with in-situ measurements of historical roof trusses on several reference buildings – churches and chapels in Southern Moravia. These were chosen due to their long-lasting nature and circumstances of the construction. The influence of specific local conditions (especially indoor environment) on the extent of damage is also examined in addition to general comparison.
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Kim, Tae-Woo, Bin Ha, and Sang-Sik Jang. "The Strength and Applications of OSB Gusset Trusses for Field Assembly." Journal of the Korean Wood Science and Technology 42, no. 6 (November 25, 2014): 708–13. http://dx.doi.org/10.5658/wood.2014.42.6.708.

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Gasparini, Dario, Kamil Nizamiev, and Jim Berilla. "Long-Term Behavior of Posttensioned Wood Howe Trusses." Journal of Structural Engineering 146, no. 7 (July 2020): 04020112. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002655.

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Dissertations / Theses on the topic "Wood trusses"

1

Stark, John W. "The effect of lateral bracing on the dynamic response of wood floor systems." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-01242009-063313/.

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Runte, David E. "Fundamental frequencies of I-joist, solid-sawn wood joist, and truss floors based of tee-beam modeling /." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-09192009-040550/.

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3

O'Regan, Philip J. "Combined Tension and Bending Loading in Bottom Chord Splice Joints of Metal-Plate-Connected Wood Trusses." Thesis, Virginia Tech, 1997. http://hdl.handle.net/10919/36508.

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Metal-plate-connected (MPC) splice joints were tested in combined tension and bending to generate data that were used in the development of a design procedure for determining the steel net-section strength of bottom chord splice joints of MPC wood trusses. Several common wood truss splice joint configurations were tested at varying levels of combined tension and bending loading. The joint configurations were 2x4 lumber with 20-gauge truss plates, 2x6 lumber with 20-gauge truss plates, and 2x6 lumber with 16-gauge truss plates. All the joints tested failed in the steel net-section of the truss plates. The combined loading was achieved by applying an eccentric axial tension load to the ends of each splice joint specimen. Three structural models were developed to predict the ultimate strength of the steel net-section of the splice joints tested under combined tension and bending loading. The test data were fitted to each model, and the most accurate model was selected. Data from other published tests of splice joints were used to validate the accuracy of the selected model. A design procedure for determining the allowable design strength of the steel net-section of a splice joint subjected to combined tension and bending was developed based on the selected model. The new design procedure was compared with two existing design methods. The proposed design procedure is recommended for checking the safe capacity of the steel net-section of bottom chord splice joints of MPC wood trusses subjected to combined tension and bending.
Master of Science
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4

Medeiros, Rodolfo Costa de. "Forças em peças de contraventamento de treliças de madeira." Universidade de São Paulo, 2010. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-22042010-082927/.

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O trabalho analisa as forças atuantes no contraventamento de treliças triangulares de coberturas de madeira por meio de modelos numéricos computacionais. Os modelos foram confeccionados no sistema de análise estrutural Strap e consideram o funcionamento do contraventamento na estrutura tridimensional. Os valores máximos das forças obtidas nos modelos tridimensionais foram comparados aos valores mínimos indicados pelo método de estimativa da NBR 7190 (1997), este, baseado na instabilidade lateral do elemento contraventado. Os valores dos modelos tridimensionais também foram comparados aos métodos do Eurocode 5, da norma sul-africana SABS 0163 e aos valores propostos por Underwood (2000), por apresentarem formulação semelhante ao da NBR 7190 (1997). Os modelos representam galpões usuais na prática, com dimensões variando de 12 a 24 metros de vão; 24 a 96 metros de comprimento; 3, 4 e 6 metros de altura do pilar. Foram analisados para os tipos de treliça Howe e Pratt, para as classes de madeira C30 e C50 e para os tipos de telhas fibrocimento, metálicas e cerâmicas, materiais mais utilizados no Brasil. Os resultados mostram que as forças atuantes no contraventamento dos modelos tridimensionais são superiores aos valores obtidos pelo método da NBR 7190 (1997) e que valores obtidos pelos métodos propostos pelo Eurocode 5 e por Underwood (2000) apresentam-se mais seguros diante do funcionamento global da estrutura.
This work analyzes the forces acting on the bracing bars of triangular timber trusses by computational numerical models. The models are produced in the system of structural analysis Strap and consider the operation of bracing in the three-dimensional structure. The maximum forces obtained in the three-dimensional models are compared to the minimum values indicated by the estimation method of the NBR 7190 (1997), which is based on the lateral instability of the braced element. The values of three-dimensional models are also compared to the methods of Eurocode 5, the South African standard SABS 0163 and the values proposed by Underwood (2000). The models represent sheds with usual dimensions ranging from 12 to 24 meters wide, 24 to 96 feet long, and pillar 3, 4 and 6 meters tall. Are analyzed the Pratt and Howe types of truss, the timber classes C30 and C50 and the types of tiles: cement, metal and ceramics, materials most used in Brazil. The results show that the forces acting on the bracing of the three-dimensional models are greater than those obtained by the NBR 7190 (1997) and values obtained by methods proposed by the Eurocode 5 and Underwood (2000) provides more insurance on the overall functioning structure.
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Ziemba, Gilead Reed. "Theoretical analysis of light-weight truss construction in fire conditions, including the use of fire-retardant-treatment wood." Link to electronic thesis, 2006. http://www.wpi.edu/Pubs/ETD/Available/etd-050506-114556/.

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6

Partel, Henrique. "Sistema informatizado para projeto de estruturas industrializadas de madeira para telhados." Universidade de São Paulo, 2000. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-22112017-105626/.

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A norma brasileira para projeto de estruturas de madeira foi revisada recentemente para considerar critérios de dimensionamento baseados no método dos estados limites. Com isto ocorreu uma alteração fundamental no processo de dimensionamento de elementos estruturais de madeira. O objetivo deste trabalho é identificar os aspectos pertinentes do processo de dimensionamento de estruturas treliçadas industrializadas de madeira para telhados, e desenvolver um software para determinar as solicitações de cálculo e verificação dos estados limites últimos e de utilização de elementos estruturais (barras de tesouras, ligações entre barras de tesouras por conectores metálicos com dentes estampados (CDE), terças e caibros) baseadas na norma NBR 7190 - Projeto de Estruturas de Madeira da Associação Brasileira de Normas Técnicas (1997).
The brazilian code for design of timber structures were recently revised to consider the concepts of limit states design. There was a fundamental alteration in the process for design of wooden structures. The aim of this study is the identification of the pertinent aspects of the design process for industrialized trussed timber structures for roofing, and the development of a software for structural analysis and design of structural members (truss members, metal plate connected joints, purlins and rafters) based on the standard NBR 7190 - Projeto de Estruturas de Madeira - Associação Brasileira de Normas Técnicas (1997).
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Mohamadzadeh, Milad. "Analysis of Metal Plate Connected Wood Truss Assemblies under Out-of-Plane Loads." Thesis, Virginia Tech, 2014. http://hdl.handle.net/10919/50271.

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In 2012, falls from elevation in construction industry represented 36% of the total fatalities. The Occupational Safety and Health Administration requires workers to use fall protection systems where workers are 6 feet or more above a lower level. Anchors for fall protection systems attached to roof trusses may cause out-of-plane loading on these structures. Metal plate connected wood trusses (MPCWT) are not designed to carry out-of-plane loads and MPCWT performance under these loads are not evaluated in the design process. The goal of this research is to model and analyze MPCWT assemblies under out-of-plane loads. The rotational stiffness of truss-wall connections, and truss bracing elements are included in the structural component model. Previous experimental data of fall arrest anchor loading were used for model validation. A parametric study considering loading location, joint stiffness and dimension of trusses was conducted. The structural analog of the MPCWT assemblies were found to have first truss deflections within 4% difference, thereby the models were validated. From parametric study results, the load location was not changed the ultimate deflection in the truss assembly by maximum value of 9%. Out-of-plane joint stiffness was the parameter that caused a large difference in the deflection results, when the joists were assumed as either rigid or simple connections. The rotational stiffness of lateral and diagonal bracing should be included as model inputs for the accurate representation of experimental behavior. Truss lengths increased the deflection at the top chord of the first truss in the assembly as truss width increased.
Master of Science
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8

Fernández, Bianca Oliveira. "Sistemas de treliças modulares para pontes de madeira: uma boa alternativa para o Estado do Pará." Universidade de São Paulo, 2010. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-30082010-090913/.

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O Estado do Pará tem uma área de 1.253.164,49 \'KM POT.2\', possui uma malha hidrográfica abundante e aproximadamente 19.253,35 km de estradas vicinais, que são cortadas por muitos rios. Neste contexto, a construção de pontes com pequenos e médios vãos é imprescindível para a melhoria do transporte intermunicipal e interestadual. O sistema de treliças modulares para pontes, já estudado no Reino Unido, Brasil e implantado na África, como também na América Central, se adéqua bem ao estado, e é constituído por vigas treliçadas planas, que utilizam peças serradas de madeira com seções transversais comerciais na composição da superestrutura da ponte. Procurando-se implantar o sistema no Pará, esse trabalho tem por objetivo a adequação do projeto de uma ponte treliçada de Eucalipto citriodora em projetos com madeiras tropicais, como Maçaranduba, Jatobá e Ipê. Para esta finalidade o sistema modular treliçado foi estudado por meio de análise numérica e experimental, e avaliado para pontes de até 36 m, com superestrutura formada por vigas treliçadas de madeira com 1 m de altura e ligações parafusadas. Como resultado deste estudo foi elaborada uma tabela contendo o número de vigas treliçadas a serem utilizadas em uma largura de ponte de 3,80 m dependendo do tamanho do vão. O sistema proposto proporciona vantagens como redução de custos e maior rapidez de execução, além de posterior reaproveitamento dos módulos.
The Para state has an area of 1.253.164,49 \'KM POT.2\'; it has an abundant hydrography and nearly 19.253,35 Km of vicinal roads, that are cut by many rivers. In this context, the construction of bridges with small and medium spans is essential to the improvement of intercity and interstate transportation. The system of modular timber truss bridges, was already studied in the United Kingdom, Brazil and used in Africa, as well as in Central America, fits well to the state, and it is composed of beams plane trusses, using sawed pieces of wood with commercial cross sections in the composition of the superstructure of the bridge. With the purpose of installing the system in Para, the aim of this work is the adequacy of the design of a Eucalyptus citriodora\'s truss bridge on projects with tropical woods, as Maçaranduba, Jatoba and Ipe. For this purpose, the modular truss system was studied by numerical and experimental analysis, and evaluated for bridges with spans up to 36 m, with the superstructure using timber trusses beans with 1 m height and bolted connections. As result, was presented a table containing the number of beam trusses to be used in a bridge\'s wide depending on the size of the span. The proposed system provides advantages such as lower costs and faster execution, besides subsequent reuse of modules.
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9

Crafford, Philippus Lodewicus. "An investigation of selected mechanical and physical properties of young, unseasoned and finger-jointed Eucalyptus grandis timber." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/80072.

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Thesis (MScFor)--Stellenbosch University, 2013.
ENGLISH ABSTRACT: South Africa is a timber scarce country that will most probably experience a shortage of structural timber in the near future. In this study the concept of using young finger‐jointed Eucalyptus grandis timber was evaluated for possible application in roof truss structures while the timber is still in the green, unseasoned state. 220 finger‐jointed boards of cross‐sectional dimension 48 x 73 mm and 36 x 111 mm timber, cut from 5‐18 year old Eucalyptus grandis trees were obtained from Limpopo province, South Africa. The boards were manufactured using a polyurethane (PU) adhesive at moisture content levels above fibre saturation point and no drying was performed. The objectives of this study were to determine various mechanical and physical properties of this finger‐jointed product. More specifically (1) to determine the strength and stiffness potential of the product in the wet and the dry condition, (2) to evaluate physical properties such as density, warp, checking and splitting, (3) to evaluate potential indicator properties to be used as structural grading parameters, and (4) to compare the flexural properties to the current SA pine resource and SANS structural grade requirements. The boards were divided into two groups of the same size, which constituted the wet and the dry samples. Each sample was further separated into six different groups for testing the different strength and stiffness properties. The dry group was stacked in a green‐house for nine weeks until equilibrium moisture content was reached. Afterwards selected physical properties such as warp, checking and splitting were assessed. Destructive testing was conducted on the boards and the results were used to determine various mechanical properties. Finally, each board was assessed for density and moisture content (MC) values. The study showed that the young finger‐jointed Eucalyptus grandis timber had very good flexural properties. Both mean modulus of elasticity (MOE) and modulus of rupture (MOR) 5th percentile strength values for wet and dry boards complied with the current SANS 10163‐1 (2003) requirements for grade S7.The values of tensile perpendicular to grain and compression perpendicular to grain strength did not conform to SANS requirements for grade S5. The other strength properties for the wet and dry groups complied with one of the three SANS structural grades. The 5 year old (48 x 73 mm) boards’ showed significantly higher levels of twist and checking compared to 11 year old boards of the same dimension. Only 46.3% of the finger‐jointed products conformed to the density requirements in SANS 1783‐2 (2004) for grade S7. There was a significant difference in density between the three age groups (5, 11 and 18 years) presented in this study. The variation in both MOE and MOR values of the fingerjointed product proved to be significantly lower in comparison to currently used SA pine sources. Based on the results from this study the concept of producing roof trusses from wet, unseasoned and finger‐jointed young Eucalyptus grandis timber has potential. However, additional research on a number of issues not covered in this study is still required for this product including full scale truss evaluations, proof grading, PU adhesive evaluation at elevated temperatures, nail plate load capacity, and the possible need for chemical treatment of the product against Lyctus beetles.
AFRIKAANSE OPSOMMING: Suid Afrika is ‘n land wat waarskynlik ‘n tekort aan strukturele hout sal ervaar in die nabye toekoms. In hierdie studie word die gebruik van jong gevingerlasde Eucalyptus grandis hout vir die moontlike gebruik in dakstrukture, terwyl nat en ongedroog, ondersoek. 220 gevingerlasde planke van deursnit 48 x 73 mm en 36 x 111 mm gesaag van 5‐18 jaar‐oue Eucalyptus grandis bome en afkomstig van die Limpopo provinsie in Suid Afrika, is gebruik. Die produk is vervaardig met poli‐uretaan (PU) lym uit planke met vog inhouds vlakke bo veselversadigingspunt. Die doelwit van hierdie studie was om verskeie meganiese en fisiese eienskappe van die vingerlas produk vas te stel. Meer spesifiek (1) om die sterkte en modulus van elastisiteit (MOE) potensiaal van die vingerlas produk in die nat en droë toestand te analiseer, (2) om die fisiese eienskappe soos digtheid, vervorming, oppervlakbarse en spleting te ondersoek, (3) om potensiële graderingsparameters te evalueer, en (4) om die buigeienskappe van die produk te vergelyk met SA dennehout asook die SANS strukturele graad vereistes. Die planke is verdeel in twee groepe, ‘n nat groep en ‘n droë groep. Elke groep is verder verdeel in ses kleiner groepe soos buig, trek en drukmonsters. Die droë groep was in ‘n kweekhuis geplaas vir nege weke totdat veselversadigingspunt bereik is. Daarna is geselekteerde fisiese eienskappe soos vervorming, oppervlak barse en spleting gemeet. Destruktiewe toetsing is uitgevoer op die planke en die resultate was gebruik om verskeie meganiese eienskappe vas te stel. Laastens is elke plank se digtheid en voggehalte gemeet. Die studie het getoon dat die jong gevingerlasde Eucalyptus grandis hout goeie buigeienskappe het. Beide die gemiddelde MOE en buig sterkte 5de persentiel waardes van die nat en droë groep het voldoen aan die huidige SANS 10163‐1 (2003) vereistes vir graad S7. Die sterkte‐eienskappe van loodregte trekkrag en loodregte druk het nie die vereistes vir SANS graad S5 gemaak nie. Die ander sterkte‐eienskappe van die nat en droë groep het voldoen aan een van die drie SANS strukturele graadvereistes. Die 5 jaar‐oue (48 x 73 mm ) planke het beduidend hoër vlakke van draai‐trek en oppervlakbarste getoon as die 11 jaar‐oue planke van dieselfe dimensie. Slegs 46.3% van die vingerlas produk het voldoen aan digtheidsvereistes vir SANS graad S7. Daar was ‘n beduidende verskil in dightheid tussen die drie ouderdomsgroepe (5, 11 en 18 jaar). Die MOE en buigsterkte‐waardes van die Biligom produk het beduidend laer variasie as huidige SA denne houtbronne getoon. Die resultate verkry in die studie toon dat die konsep om dakkappe te vervaardig van nat, gevingerlasde jong Eucalyptus grandis hout die potensiaal het om suksesvol toegepas te word. Bykomende navorsing oor ‘n aantal faktore wat nie in hierdie studie ingesluit is nie word steeds benodig. Dit sluit in ‘n volskaalse dakkap evaluasie, proefgradering, PU lym evaluasie by hoë temperature, spykerplaat ladingskapasiteit en die moontlike noodsaaklikheid van chemiese behandeling van die produk teen Lyctus kewers, insluit.
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10

Štelc, Martin. "Sportovní hala." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227647.

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This diploma thesis deals with the design expertise and supporting structures the single-roof sports hall for locality Brno. The ground plan dimensions are 42 x 72 m and ground clearance of about eight meters. Two variants are processed and selected variant is elaborated in detail. The sports hall is designed for most sports played indoors. In a static calculation are designed and assessed the main load-bearing elements such as truss glued laminated timber, wooden purlins, columns, girts and bracing. The work includes drawings.
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Books on the topic "Wood trusses"

1

Wolfe, Ronald W. Experimental assessment of wood trusses with square-end webs. Madison, Wis: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1996.

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2

Al-Chaar, Ghassan. Case study: Structural evaluation of heavy wood trusses at Corpus Christi Army Depot, Texas. [Champaign, IL]: US Army Corps of Engineers, Construction Engineering Research Laboratories, 1999.

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3

Issa, Mohsen A. Structural evaluation procedures for heavy wood truss structures. [Champaign, IL]: US Army Corps of Engineers, Construction Engineering Research Laboratories, 1998.

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4

Gupta, Rakesh. Metal-plate-connected wood joints: A literature review. Corvallis, Or: Forest Research Laboratory, Oregon State University, 1996.

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Gupta, Rakesh. Metal-plate-connected wood joints: A literature review. Corvallis, Or: Forest Research Laboratory, Oregon State University, 1996.

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Gupta, Rakesh. Metal-plate-connected wood joints: A literature review. Corvallis, Or: Forest Research Laboratory, Oregon State University, 1996.

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Callahan, Edward E. Metal plate connected wood truss handbook. 2nd ed. Madison, WI: Wood Truss Council of America, 1997.

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H, White Robert. Fire endurance model for a metal-plate-connected wood truss. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1993.

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H, White Robert. Fire endurance model for a metal-plate-connected wood truss. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1993.

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Routley, J. Gordon. Wood truss roof collapse claims two firefighters (December 26, 1992). Emmitsburg, Md. (16825 South Seton Ave., Emmitsburg 21727): Federal Emergency Management Agency, U.S. Fire Administration, National Fire Data Center, 1996.

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Book chapters on the topic "Wood trusses"

1

Zayat, K. A. "Trusses." In Structural Wood Detailing in CAD Format, 60–70. Dordrecht: Springer Netherlands, 1993. http://dx.doi.org/10.1007/978-94-011-2104-0_10.

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Stalnaker, Judith J., and Ernest C. Harris. "Timber Trusses." In Structural Design in Wood, 213–40. Boston, MA: Springer US, 1989. http://dx.doi.org/10.1007/978-1-4684-9996-4_10.

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Stalnaker, Judith J., and Ernest C. Harris. "Timber Trusses." In Structural Design in Wood, 221–48. Boston, MA: Springer US, 1997. http://dx.doi.org/10.1007/978-1-4615-4082-3_10.

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Giordano, Andrea, Paolo Borin, and Federico Panarotto. "Digital Wood Trusses. Geometry and Parameters/Fabrication and Monitoring." In Lecture Notes in Civil Engineering, 479–509. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-03676-8_18.

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Hammerman, Shaina. "The Most Trusted Jew in America:." In On the Word of a Jew, 297–318. Indiana University Press, 2019. http://dx.doi.org/10.2307/j.ctvbkk52c.18.

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Verhulst, Stewart, and Deepak Ahuja. "Structural Engineering and Structural Components: A Wood Truss Case Study." In Forensic engineering: From failure to understanding, 501–10. Thomas Telford Publishing, 2009. http://dx.doi.org/10.1680/fefftu.36130.0051.

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Johnson, Benjamin Heber. "Fighting for Conservation." In Escaping the Dark, Gray City. Yale University Press, 2017. http://dx.doi.org/10.12987/yale/9780300115505.003.0005.

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This chapter looks at how conservationists seemed more and more optimistic about their influence and accomplishments. By 1910, it had become common for conservationists to use the word “movement” in both their public announcements and, unselfconsciously, in their private correspondence. The word “movement” clearly conveyed the idea that conservation involved a wide range of policies, attracted a diverse set of passionate supporters, and was converting the dubious and inspiring the apathetic. In national politics, conservation reached its height during the presidency of Theodore Roosevelt (1901–9). With the help of his trusted adviser Gifford Pinchot, Roosevelt made conservation one of his leading causes.
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Hess, Earl J. "I Don’t Believe a Word of It." In Storming Vicksburg, 166–73. University of North Carolina Press, 2020. http://dx.doi.org/10.5149/northcarolina/9781469660172.003.0011.

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Inspired by the partial penetration of Railroad Redoubt effected by Joseph E. Griffith and twelve men of the 22nd Iowa, John A. McClernand sent three messages to Ulysses S. Grant urging him to support Thirteenth Corps efforts. McClernand exaggerated the degree of success achieved thus far. Initially Grant did not trust these reports, exposing his long term difficulties with McClernand. In fact, the Thirteenth Corps commander was not trusted by colleagues William T. Sherman or James B. McPherson. Nevertheless, Sherman urged Grant to comply with McClernand’s request, not believing it could be based on exaggeration. Sherman also did not want to let any opportunity pass by to break through the Confederate defences. As a result, Grant ordered a renewal of assaults by both Sherman and McPherson. But he allowed his personal dislike of McClernand, which was reciprocated, to influence his command style. While he visited Sherman and McPherson on May 22, he did not visit McClernand, relying on the idea that he could see the Thirteenth Corps sector well enough from his command post on a high piece of ground near the Union center.
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Nelson, Lee H. "Early wooden truss connections vs. wood shrinkage: from mortise-and-tenon joints to bolted connections." In The Development of Timber as a Structural Material, 257–82. Routledge, 2017. http://dx.doi.org/10.4324/9781315240305-13.

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Kamışlı, Melik, Serap Kamışlı, and Fatih Temizel. "Globalization and Time-Varying Market Efficiency." In Advances in Business Strategy and Competitive Advantage, 480–99. IGI Global, 2019. http://dx.doi.org/10.4018/978-1-5225-7180-3.ch027.

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The main purpose of this study is to determine time-varying weak form efficiency of 18 Borsa İstanbul sub-sector indices. In line with this purpose weak form efficiency is tested with innovative technique alongside traditional methods. The study indicated that bank, real estate invest trusts, holding & investments, telecommunication, wood, paper & printing, insurance, tourism and transportation indices are not linear. The weak form efficiency of aforementioned indices is analyzed with a rolling KSS unit root test developed by Yılancı. It is concluded depending on the applied tests that weak form efficiency of all of the nonlinear sub-sector indices has a time-varying structure. Results also showed that global scale events affect weak form efficiency of the indices in different durations. Findings gained from the study can be used by investors in strategic portfolio management decisions and by policy makers as well.
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Conference papers on the topic "Wood trusses"

1

Mlynarczyk, Alexandar J. "Insurance Investigation of Damaged Wood Bowstring Trusses." In Eighth Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784482018.036.

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Cramer, Steven M., and Steve A. Kennedy. "Analysis of Wood Assemblies with Similar and Dissimilar Trusses." In Structures Congress 2001. Reston, VA: American Society of Civil Engineers, 2001. http://dx.doi.org/10.1061/40558(2001)185.

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Morse-Fortier, Leonard J. "What's Wrong with Metal-Plate-Connected Wood-Roof Trusses?" In Second Forensic Engineering Congress. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40482(280)31.

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Kromoser, Benjamin, and Matthias Braun. "Towards efficiency in constructive timber engineering - design and optimization of timber trusses." In 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.2019.1141.

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<p>Currently, laminated timber is widely used. The gluing allows for higher part length and involves an advantageous behavior regarding deformations due to shrinkage and lead to better, more regular mechanical properties. The drawback is a low material utilization factor. Starting from a tree trunk, only 25-30 % are part of the final product. Thus, the high-quality product has to be used as efficient as possible.</p><p>At moment mostly, plate girders made of laminated timber are used as a result of the efficient industrialized manufacturing process. If in comparison a truss system is used, a similar load bearing capacity and stiffness can be achieved with much less material effort. The aim of the authors is to industrialize the design and manufacturing process of timber truss systems to be able to compete with the common plate girder systems. The complete process starting from the design, static optimization, work preparation to production process will be cumulated in a continuous digital approach. The paper describes the research approach and experiments about the digital production (by use of a robot arm) and load bearing behavior of different wood- wood connections as first development step. In addition, the design of 1:1 load tests at different timber trusses as well as comparable plate girders is presented.</p>
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ROBISON, ELWIN C. "STRUCTURAL ANALYSIS OF WOOD TRUSSES OF SAN PAOLO FUORI LE MURA, ROME, ITALY." In STREMAH 2019. Southampton UK: WIT Press, 2019. http://dx.doi.org/10.2495/str190141.

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Lynch, Jaret, and Joseph Bukovec. "Case Study: Failure and Repair of Historic Wood Trusses at St. John the Baptist Church, Hoboken, NJ." In Sixth Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412640.131.

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Tupenaite, Laura, Tomas Gecys, Loreta Kanapeckiene, Seyed Masoud Sajjadian, and Jurga Naimaviciene. "Selection of structural system for wooden public building: Multiple criteria approach." In The 13th international scientific conference “Modern Building Materials, Structures and Techniques”. Vilnius Gediminas Technical University, 2019. http://dx.doi.org/10.3846/mbmst.2019.074.

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There has been a growing interest in the construction industry for using materials with lower environmental impacts, in this context, stakeholders increasingly seeing wood as the natural and sustainable option for public buildings. Studies worldwide have already investigated modern structural systems for wooden construction. However, the selection of alternative structural systems is rarely discussed, alternatives are seldom compared. To close a gap this paper proposes a framework for selection of the structural system for a wooden public building based on a Simple Additive Weighting (SAW) multiple criteria assessment method. The proposed methodology is applied for the case of a public wooden building – shopping centre in Lithuania. Three structural systems (1) double tapered glued laminated beams and columns, (2) laminated veneer lumber (LVL) trusses and columns and (3) single tapered glued laminated beam and I type steel column are compared. The research allowed distinguishing the most efficient structural system according to eight conflicting quantitative and qualitative criteria, which, in this case, contains double tapered glued laminated beams and columns. Proposed assessment framework is relatively simple to apply, therefore can be successfully used in practice.
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Martin, Zeno, Kip Gatto, Jarkko Simonen, and Kent Sasaki. "Examination of Wood Truss Failures by Creep Rupture." In Eighth Congress on Forensic Engineering. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784482018.089.

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Costley, R. Daniel, Henry Diaz-Alvarez, and Mihan H. McKenna. "Vibrational and Acoustical Analysis of Trussed Railroad Bridge Under Moving Loads." In ASME 2012 Noise Control and Acoustics Division Conference at InterNoise 2012. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/ncad2012-1490.

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A Finite Element model has been developed for a Pratt truss railroad bridge located at Ft. Leonard Wood, MO. This model was used to investigate the vibration responses of a bridge under vehicle loading. Modeling results have been obtained for a single axle with two wheels traversing the bridge at different speeds. The current model does not include the effects of vehicle suspension. Superposition of multiple axles has been used to represent a locomotive transiting the bridge. The output of the vibration response was used as an input to an acoustic FE model to determine which vibrational modes radiate infrasound. The vibration and acoustic models of the railroad bridge will be reviewed, and results from the analysis will be presented. Measurements from an accelerometer mounted on the bridge agree reasonably well with model results. Infrasound could potentially be used to remotely provide information on the capacity and number of the vehicles traversing the bridge and to monitor the bridge for significant structural damage.
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Hindman, D. P., L. M. Koch, J. Morris, and T. Smith-Jackson. "Wood Truss Installation Loads Due to OSHA Fall Protection." In Structures Congress 2013. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784412848.111.

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Reports on the topic "Wood trusses"

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Issa, Mohsen A. Structural Evaluation Procedures for Heavy Wood Truss Structures. Fort Belvoir, VA: Defense Technical Information Center, July 1998. http://dx.doi.org/10.21236/ada362404.

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DeRenzis, Andrew, Vladimir Kochkin, and Xiping Wang. Evaluation of the Lateral Performance of Roof Truss-to-Wall Connections in Light-Frame Wood Systems. Madison, WI: U.S. Department of Agriculture, Forest Service, Forest Products Laboratory, 2012. http://dx.doi.org/10.2737/fpl-gtr-214.

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Wolfe, R. W., and Monica McCarthy. Structural performance of light-frame roof assemblies. I, Truss assemblies designed for high variability and wood failure. Madison, WI: U.S. Department of Agriculture, Forest Service, Forest Products Laboratory, 1989. http://dx.doi.org/10.2737/fpl-rp-492.

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