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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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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
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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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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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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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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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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Záleský, Radek. „Sportovní centrum Fit4You“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226672.
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This master‘s thesis deals with the design documentation Fit4You sports center. The new building is located in the district of the City of Brno in the cadastral Brno – Líšeň. The building is designed as a reinforced concrete skeleton system with ceramic masonry infill with two floors. Part of the building with the sports hall is roofed with arched trusses made of laminated wood. The second part of the building with facilities for the hall is roofed with a flat floor.
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Liu, Xiaoqin. „Three-dimensional modeling of metal plate connected wood truss joints“. Thesis, University of British Columbia, 2013. http://hdl.handle.net/2429/44604.
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This thesis presents theoretical and experimental studies of metal-plate-connected (MPC) wood truss joints under uni-directional tension or out-of-plane bending.
A theoretical computer program, SAMPC, was developed based on finite element method (FEM). MPC joint models were constructed using SAMPC, to evaluate the three-dimensional nonlinear performance of the joints.
Experimental studies were carried out on MPC truss joints under tension. The joint failure modes were discussed, and the potential reasons for the failure were explored. Data processing techniques were applied to obtain the specific load-displacement relationships, which were in turn used as reference for model calibration and verification. Based on the experimental results, optimized model parameter calibration and model verification were discussed.
The program application of MPC joints subjected to out-of-plane bending was investigated. Comparisons of the results from the joint bending test and model verified the applicability of the program for evaluating the out-of-plane rotational stiffness of MPC joints.
A reliability analysis was conducted to evaluate the critical buckling load and lateral bracing force of single- and double-braced wood truss web systems. The probability characteristics of a number of variables that affect the performance of braced truss web system were investigated. Based on the results, a factor relating the ratio of the lateral restraining force and axial load was established. This factor with adequate reliability was recommended as a web/bracing design amendment to Canadian Code on Engineering Design of Wood.
For the investigated truss joints, SAMPC appears to be superior in terms of its ability to simulate MPC joints in elaborate detail. This detailed model can aid in developing a better understanding of joint behavior under realistic joint configurations and loading conditions. The ability of the model to accurately predict the behavior of the designed MPC joints brings up the potential of modeling joints composed of different wood species and truss plate types featuring more complex joint configurations and loading conditions. The body of information from modeling results can be used to evaluate the adequacy of a given structural design, to facilitate truss plate, truss joint and overall truss design.
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Karuranga, Egide G. „Three essays on wood roof truss technology acceptance in China“. Doctoral thesis, Université Laval, 2007. http://www.theses.ulaval.ca/2007/24875/24875.pdf.
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Thèse (Ph. D.)--Université Laval, 2007."Cette thèse a été rédigée par insertion de trois articles dont [Egide G. Karuranga] est le premier auteur"--P. ix. Bibliogr. Publié aussi en version électronique dans la Collection Mémoires et thèses électroniques.
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Karuranga, Gahima Égide. „Three Essays on Wood Roof Truss Technology Acceptance in China“. Thesis, Université Laval, 2007. http://www.theses.ulaval.ca/2007/24875/24875.pdf.
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Song, Xiaobin. „Stability and reliability analysis of metal plate connected wood truss assemblies“. Thesis, University of British Columbia, 2009. http://hdl.handle.net/2429/7721.
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This thesis describes a study on the stability capacity and lateral bracing force of wood
beam-columns and metal plate connected (MPC) wood truss assemblies.
A user-friendly computer program, SATA, was developed based on the finite element
method (FEM). The program can be used to perform three-dimensional nonlinear structural
analyses by using the Newton-Raphson and arc-length methods. The Monte Carlo simulation
and response surface methods have also been incorporated into the program for the purpose of
reliability analyses.
Experimental studies were conducted to provide input parameters and verification for
the developed software. Material property tests were performed to consider a variety of
materials. Biaxial eccentric compression tests of wood beam-columns and full-scale tests of
MPC wood truss assemblies were also carried out to study the critical buckling load and lateral
bracing force. The program predictions were in good agreement with the test results.
A reliability analysis was conducted for a simplified MPC wood truss assembly using
the developed program. The effect of the variation of the structural behaviour and external
loads on the critical buckling load of the truss assembly was studied. The adequacy of the 2%
rule-of-thumb was also studied.
This research bridges the knowledge gap that currently exists in the understanding and
design of MPC wood truss assemblies and their lateral bracing systems. The test database and
the output of the developed program contributes to the development of more efficient design
methods for MPC wood truss assemblies and other structures where buckling failure is of
concern.
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Underwood, Catherine Richardson. „Permanent Bracing Design for MPC Wood Roof Truss Webs and Chords“. Thesis, Virginia Tech, 2000. http://hdl.handle.net/10919/31581.
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The objectives of this research were to determine the required net lateral restraining force to brace j-webs or j-chords braced by one or more continuous lateral braces (CLB's), and to develop a methodology for permanent bracing design using a combination of lateral and diagonal braces.
SAP2000 (CSI, 1995), a finite element analysis program, was used to analyze structural analogs for three sets of truss chords braced by n-CLB's and one or two diagonals, one web braced by one and two CLB's, and j-truss chords braced by n-CLB's.
System analogs used to model five eight-foot truss chords braced by three CLB's and one diagonal, six twenty-foot truss chords braced by nine CLB's and two diagonals, and eleven twenty-foot truss chords braced by nine CLB's and two diagonals were analyzed. For each of the three cases analyzed, the chord lumber was assumed to be 2x4 No. 2 Southern Pine (S. Pine) braced by 2x4 STUD Spruce-Pine-Fir (SPF). Chord load levels of 10% to 50% of the allowable compression load parallel-to-grain assuming le/d of 16 were studied. All wood-to-wood brace connections were assumed to be made with 2-16d Common nails. A nonlinear load-displacement function was used to model the behavior of the nail connections.
Single member analogs were analyzed that represented web members varying in length from four-feet to twelve-feet braced by one and two CLB's. The web and CLB's were assumed to be 2x4 STUD SPF. The web members were also analyzed assuming 2x6 STUD SPF.
Single member analogs were analyzed that represented chord members varying in length from four-feet to forty-feet braced by n-CLB's spaced twenty-four inches on-center. The truss chord was assumed to be No. 2 Southern Pine and the CLB's were assumed to be STUD SPF. The chord size was varied from 2x4 to 2x12 and connections were assumed to consist of 2-16d Common nails. The system analog analysis results were compared to the single member chord analysis results based on the number of truss chords and the diagonal brace configuration.
For the three cases studied involving multiple 2x4 chords braced as a unit (and believed to be representative of typical truss construction), the bracing force from the single member analog analysis was a conservative estimate for bracing design purposes. It was concluded that the single member analysis analog yields approximate bracing forces for chords larger than 2x4 and for typical constructions beyond the three cases studied in this research.
For analysis and design purposes, a ratio R was defined as the net lateral restraining force per web or chord divided by the axial compressive load in the web or chord. For both 2x4 and 2x6 webs braced with one CLB, the R-value was 2.3% for all web lengths studied. For both 2x4 and 2x6 webs braced with two CLB's, the R-value was 2.8% for all web lengths studied. The web and CLB lumber species did not affect the R-values for the braced webs.
Calculated R-values for truss chords, 2x4 up to 2x12, braced by n-CLB's assumed to be spaced two feet on-center for chords four to twelve feet in length ranged from 2.2% to 3.0%, respectively. For chords from sixteen to forty feet in length, R ranged from 3.1% to 2.6%, respectively. The lumber species and grade assumed for the chord and CLB did not affect the R-values for the truss chords.
Step-by-step design procedure was developed for determining the net lateral restraining force required for bracing j-chords based on the results of the single member analogs studied. The required total lateral restraining force for j-compression members in a row can be calculated based on the R-value for or the number of CLB's installed at 2 feet on-center, the design axial compression load in the chord, and number of trusses to be braced.Master of Science
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Bartlová, Jana. „Návrh rekonstrukce dřevěných konstrukcí stávajícího objektu“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227155.
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The content of this work was to carry out construction-technical survey of timber structures of the existing building in order to design an appropriate procedure for their reconstruction. The survey showed construction in an unsatisfactory to disrepair, so further work also includes the static calculation of new structures proposed instead of the current. Timber structure in the building has form of staircase, roof and ceiling construction. Newly designed the following types of stairs and roof trusses from which the lower belts are used as ceiling beams. The new proposal also includes possible roofing, roofing options, developed one of them. The work also includes drawings, bill of materials and cost estimate staircase structure and truss. Specialization in the field of civil engineering is represented by drawings of the new truss and passport (view of current state) whole object on parcel ST.74 / 1, land Tišnov (okr.Brno-venkov), the content of which was the basis for this work.
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Lau, Wilson Wai Shing. „Strength model and finite element analysis of wood beam-columns in truss applications“. Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape4/PQDD_0018/NQ57645.pdf.
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Harman, Kelly. „Structural integrity of lightweight wood truss assemblies exposed to fire : an insight to the behavior of metal truss plate connectors /“. Available to subscribers only, 2006. http://proquest.umi.com/pqdweb?did=1136091331&sid=23&Fmt=2&clientId=1509&RQT=309&VName=PQD.
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Gibbons, Patrick Joseph. „Interaction equation values for wood truss compression chords considering the effects of partial composite action“. Thesis, Springfield, Virginia: Available from National Technical Information Service, 1991. http://hdl.handle.net/10945/28301.
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Filchev, Ivan. „Buckling and geometric nonlinear FE analysis of pitched large-spanroof structure of wood“. Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-54324.
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An arched structure provides an effective load carrying system for large span structures. When it comes to long span roof structures, timber arches are one of the best solutions from both structural and aesthetical point of view. Glulam arched structures are often designed using slender elements due to economic consideration. Such slender cross-section shape increases the risk of instability. Instability analysis of straight members such as beam and column are explicitly defined in Eurocode. However, for instability of curved members no analytical approach is provided in the code, thus some numerical method is required. Nonetheless, an approximation is frequently used to obtain the effective buckling length for the arched structures in the plane of arches. In this master thesis a linear buckling analysis is carried out in Abaqus to obtain an optimal effective buckling length both in-plane and out-of-plane for circular glulam arched structures. The elastic springs are used to simulate the overall stiffness of the bracing system. The results obtained by the FE simulations are compared with a simple approximation method. Besides, the forces acting on the bracings system is obtained based on 3D geometric nonlinear stress analysis of the timber trusses. Our findings conclude that the approximation method overestimates the effective buckling length for the circular glulam arched structures. In addition, the study indicates that the position of the lateral supports along the length of the arch is an important design aspect for buckling behaviour of the arched structures. Moreover, in order to acquire an effective structure lateral supports are needed both in extrados and intrados. Furthermore, instead of using elastic spring elements to simulate the overall stiffness of the bracing system, a full 3D simulation of two parallel arches was performed. It was shown that the springs are stronger than the real bracing system for the studied arch.
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Schorn, Brittany Erin. „'How can his word be trusted?' : speaker and authority in Old Norse wisdom poetry“. Thesis, University of Cambridge, 2012. https://www.repository.cam.ac.uk/handle/1810/241661.
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In the eddic poem Hávamál, the god Óðinn gives advice, including a warning about the fickleness of human, and divine, nature. He cites his own flagrant deception of giants who trusted him in order to win the mead of poetry as evidence for this deep-seated capacity for deceit, asking of himself: ‘how can his word be trusted?’ This is an intriguing question to ask in a poem purporting to relate the wisdom of Óðinn, and it is a concern repeatedly voiced in regard to him and other speakers in the elaborate narrative frames of the Old Norse wisdom poems. The exchange of wisdom in poetic texts such as this is no simple matter. Wisdom is conceived of as a body of knowledge, experience and observation that binds together all aspects of human life, the natural world and the supernatural realms. But its application depended heavily on the way in which it was passed on and interpreted. This dissertation examines the ways that these poems reflect on the interpretation and value of their own contents as a function of the particular speaker and circumstances of each wisdom exchange. The texts which form the foundation of this enquiry are the so-called eddic poems: alliterative verses largely preserved within a single manuscript of the thirteenth century, though many are arguably of much earlier date. About a dozen of the surviving poems might be classed, however tentatively, as concerning wisdom, though the route to this classification is not straightforward. Definition of this corpus, and of the genre of wisdom literature more widely, is thus the principal aim of the introductory Chapter I, while Chapter II expands on the question of material and methodology by scrutinizing the idea of wisdom in general within Old Norse. Crucial here is an examination of the terms used for wisdom and associated concepts, which suggest an antagonistic view of how knowledge might pass from one person to another. Close readings of the text and sensitivity to the manuscript context of each poem, as well as consideration of the significance of their potential oral prehistory and awareness of comparable literatures from other contexts, are established here as the dominant mode of analysis. Observations derived from the interpretation of comparable literatures also inform my approach. With a grounding in wisdom literature more generally and with the salient concepts relating to knowledge transfer thus established, I go on to examine specific points and groups within the body of eddic wisdom poetry which shed light on the evolving interpretation of wisdom exchange. An important case-study analyzed in this way in Chapter III is perhaps the most complex: Hávamál itself, a famous but notoriously problematic text probably reflecting multiple layers of composition. It is at the heart of the question of how mankind relates to supernatural beings - a relationship which could be particularly fraught where the transmission of wisdom occurred. Thus this chapter also contains analysis of terminology for men, gods and other supernatural beings which sheds light on the relationships between the human and the divine. Chapter IV expands on these issues to consider three paradigms of mythological wisdom instruction which bridge different worlds, human and supernatural, or between different supernatural domains: poems in which Óðinn dispenses wisdom; those in which he acquires it from a contest with another living being; and those in which he acquires it from the dead through sacrifice and magical ability. These chapters establish the 'traditional' form of wisdom exchange as defined through eddic verses that adopt a broadly pre- or non-Christian setting. Yet eddic verse-forms did not die out with conversion, and in some cases were exploited for new compositions written from an explicitly Christian perspective or with parodic intent. These poems, discussed in Chapter V, cast an important sidelight onto the associations of eddic verse as a medium for conveying information of complicated or questionable authority. The concluding Chapter VI then addresses questions of what we may deduce from the preceding chapters about evolving cultural attitudes towards wisdom, authority and truth in medieval Iceland.
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Skaggs, Thomas D. „Metal-plate-connected joint and lumber safety factors and their influence on wood truss safety factors“. Diss., This resource online, 1995. http://scholar.lib.vt.edu/theses/available/etd-06062008-155513/.
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Marchesani, Davide. „Il recupero della copertura lignea di Santa Maria della Carità in Bologna“. Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017. http://amslaurea.unibo.it/13854/.
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Il presente lavoro di tesi ha come argomento lo studio delle capriate lignee storiche della chiesa di Santa Maria della Carità in Bologna, con l’obiettivo di una maggiore conoscenza e di un intervento di recupero che ne possa migliorare il comportamento, soprattutto in caso di evento sismico.
L’elaborato è stato svolto in collaborazione con lo studio di architettura Cavina-Terra di Bologna, e si inserisce all’interno di un lavoro più ampio del Dipartimento di Architettura sulle capriate storiche e sui coperti del capoluogo emiliano.
L’analisi ha avuto i suoi inizi con le fonti archivistiche e la ricerca storica al fine di capire al meglio le vicende e i cambiamenti avvenuti dalla costruzione della chiesa (ultimi decenni del XVI secolo) fino ai giorni nostri. Si è poi passati ad alcuni approfondimenti legati al legno come materiale da costruzione e ad uno studio sulle capriate come tipologia edilizia: la loro origine, evoluzione e il paragone con le altre presenti a Bologna.
Dopo una conoscenza storica, si è passati al rilievo geometrico, fotografico e del degrado della chiesa al fine di proporre soluzioni di recupero il più possibile mirate ed efficaci.
Conclusione di questo lavoro, dopo un’analisi delle sollecitazioni interne alle capriate, è l’intervento di recupero che si ispira in gran parte al principio del minimo intervento, con l’utilizzo di cavi di acciaio che, nonostante il ridotto diametro e l’impatto visivo e materico molto limitati, forniscono rilevanti miglioramenti statici.
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Röjerås, Anders. „Projektering av takkonstruktioner med förindustriella träförband : beräkning och provning av hophuggningar“. Thesis, Högskolan i Gävle, Energisystem och byggnadsteknik, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:hig:diva-30213.
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In earlier wood constructions, the method of joining the parts was by the carpenter joint. There are many different kinds of carpenter joints. The kind of carpenter joint that was used was partly due to the type of building, but also to local variations in building tradition. The industrialization at the end of the 19thcentury led to new construction technology with new types of joints. It gradually became more difficult for the craftsmen to compete with mass-produced standard joints with screws and nails. During the latter half of the 20thcentury, it once again began to become popular with the carpenter joint. New technology in the wood industry began to make carpenter joints competitive. Modern technology with modeling of geometries has made it possible to analyze and optimize structures and joints in a new way. Verification through tests has also led to increased understanding of wood joints. Calculation of the load bearing capacity in carpenter joints is possible by applying calculation rules in Eurocode. The purpose with this study is to verify strength calculations for a traditional carpenter joint. An analysis of an imagined timber frame and roof truss was made in a calculation program to assess in a rough manner what section forces the structure was subjected to. A dovetail joint in the roof truss shown in fig. 1 was chosen for further analysis. Manual calculation of the load bearing capacity in the dovetail joint was made. Verification of the calculations was then done through strength tests in a lab. The study shows that it is possible to calculate the load bearing capacity in a dovetail joint and that account must be taken to eccentricities in the joint and varying wood quality.I äldre träbärverk var metoden för sammanfogning av virkesdelar hophuggningen. Det finns en mängd olika typer av hophuggningar. Vilken typ av hophuggning som användes berodde dels på byggnadstypen men även på lokala variationer i byggnadstradition. Industrialiseringen under slutet på 1800-talet bidrog till ny byggteknik med nya typer av förband. Det blev efter hand svårare för timmermännen att konkurrera med massproducerade standardförband med skruv och spik. Under senare halvan av 1900-talet började det åter bli populärt med hophuggningen. Ny teknik inom träindustrin började åter göra timmerförband konkurrenskraftiga. Modern teknik med modellering av geometrier har även gjort det möjligt att på ett nytt sätt analysera och optimera bärverk och förband. Verifiering genom tester har också lett till ökad förståelse av timmerförband. Beräkning av bärförmågan i hophuggningar är möjligt genom tillämpning av beräkningsregler i Eurokod. Syftet med detta arbete är att verifiera hållfasthetsberäkningar för ett traditionellt timmerförband. En analys av en tänkt timmerram och takstol gjordes i ett beräkningsprogram för att på ett överslagsmässigt sätt bedöma vilka snittkrafter konstruktionen utsattes för. Ett laxförband i takstolen som visas i fig. 1 valdes ut för vidare analys. Manuell beräkning av bärförmågan i laxförbandet gjordes. Verifiering av beräkningarna gjordes därefter genom hållfasthetsprovning av förbandet i laborationslokal. Studien pekar mot att det går att med tillförlitlighet beräkna bärförmågan för ett traditionellt laxförband och att hänsyn skall tas till excentriciteter och varierande virkeskvalitet.
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Brattström, Niels, und Wallin Joel Averbo. „Träförband byggda med traditionell teknik : En analys av hållfastheten hos takstolförband i en äldre ekonomibyggnad“. Thesis, KTH, Byggvetenskap, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-174071.
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I Sverige finns det ett stort antal ekonomibyggnader som är byggda med traditionell timmermansteknik. Merparten är upprättade mellan 1870 – 1940, ofta byggda i egen regi utan att laster beaktats eller dimensioneringsberäkningar utförts. I dagsläget finns det standarder som beskriver hur en lämplig dimensionering av moderna konstruktioner och förband bör utföras, men inga riktlinjer för hur äldre träförband kan kontrolleras. Målet med examensarbetet är att med utgångpunkt från Eurokoder göra en approximativ hållfasthetsberäkning av de förband som återfinns i takstolen i ett studerat objekt, med syfte att avgöra huruvida Eurokoder är lämpliga som beräkningsmedel för äldre träförband. Resultatet visar att vissa förband i hög grad är beroende av att krafter kan tas upp via friktion, vilket är något som inte beaktas i Eurokoder. Dessutom innebär de säkerhetsfaktorer som Eurokoder medför att en del förband anses underdimensionerade.There is a large amount of outbuildings built with traditional cogging technique in Sweden. Most of them were built in 1870-1940, often without proper dimensioning. Today there are standards describing how to properly dimension modern structures and joints, but there are no standards describing how to verify the strength of older wooden joints. The objective of the thesis is to approximate the strength of the joints found in the truss of an actual outbuilding by using Eurocodes, with the purpose to determine whether the Eurocodes are suitable as a calculation tool for older wooden joints. The result shows that curtain joints are highly dependent on forces of friction to counteract the strain of the joints, which is something that is not taken in to account in any of the Eurocodes. Additionally some joints are considered underdimensioned do to the safety factors the Eurocodes entails.
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Martins, Odilon. „Estudo das ligações por conectores de chapas com dentes estampados em peças estruturais de madeira /“. Ilha Solteira : [s.n.], 2007. http://hdl.handle.net/11449/91475.
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Orientador: José Antonio MatthiesenBanca: Renato Bertolino Júnior
Banca: Carlito Calil Júnior
Resumo: No Brasil, é comum o uso de estruturas treliçadas de madeira na construção de coberturas nas edificações e, que, na maioria das vezes, são feitas de forma artesanal ou empírica. Para que haja uma otimização na produção dessas estruturas, através da industrialização, é conveniente o conhecimento e o domínio dos sistemas construtivos disponíveis. A utilização dos conectores metálicos, de chapa com dentes estampados (CDE) nas ligações dos elementos estruturais das treliças, é considerada, pela literatura, uma boa opção de sistema construtivo em escala industrial. Neste trabalho foram determinadas a resistência e a rigidez das ligações por conector CDE, em peças estruturais de madeira, para as classes de resistência: C20; C30 e C40, através dos modos básicos de ruptura das peças ligadas, que são: arrancamento dos dentes na peça de madeira; cisalhamento e tração da chapa. Também foi verificada a influência da variação na umidade das peças de madeira, ao serem prensadas pelo conector CDE, na resistência e rigidez da ligação, visando com isso, contribuir com a Revisão da Norma Brasileira (NBR-7190/97).
Abstract: The usage of wood trusses is common in the construction of roofs in Brazil, the most of the times are built in way craft or empiric. Obtaining an optimization in the production of these structures, through the industrialization, it is convenient the knowledge and the domain of the available constructive systems. The usage of the metallic connectors, as the metal connectors plates (MCP) in the connections of the structural elements of the truss is considered, for the literature, a nice option of constructive system in industrial scale. In this work, the resistance and the rigidity of the connections for connector MCP, in structural pieces of wood, for the resistance classes C20; C30 and C40, were certained through the basic manners of rupture of the linked pieces are: pull-out of the teeth in the wood piece; cut and traction of the connector. The influence of the variation in the humidity of the wood pieces as they are pressed by the connector MCP, in the resistance and the rigidity of the connections was verified as well, seeking with that, to contribute with Brazilian Code (NBR-7190/97) Revision.
Mestre
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Martins, Odilon [UNESP]. „Estudo das ligações por conectores de chapas com dentes estampados em peças estruturais de madeira“. Universidade Estadual Paulista (UNESP), 2007. http://hdl.handle.net/11449/91475.
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No Brasil, é comum o uso de estruturas treliçadas de madeira na construção de coberturas nas edificações e, que, na maioria das vezes, são feitas de forma artesanal ou empírica. Para que haja uma otimização na produção dessas estruturas, através da industrialização, é conveniente o conhecimento e o domínio dos sistemas construtivos disponíveis. A utilização dos conectores metálicos, de chapa com dentes estampados (CDE) nas ligações dos elementos estruturais das treliças, é considerada, pela literatura, uma boa opção de sistema construtivo em escala industrial. Neste trabalho foram determinadas a resistência e a rigidez das ligações por conector CDE, em peças estruturais de madeira, para as classes de resistência: C20; C30 e C40, através dos modos básicos de ruptura das peças ligadas, que são: arrancamento dos dentes na peça de madeira; cisalhamento e tração da chapa. Também foi verificada a influência da variação na umidade das peças de madeira, ao serem prensadas pelo conector CDE, na resistência e rigidez da ligação, visando com isso, contribuir com a Revisão da Norma Brasileira (NBR-7190/97).
The usage of wood trusses is common in the construction of roofs in Brazil, the most of the times are built in way craft or empiric. Obtaining an optimization in the production of these structures, through the industrialization, it is convenient the knowledge and the domain of the available constructive systems. The usage of the metallic connectors, as the metal connectors plates (MCP) in the connections of the structural elements of the truss is considered, for the literature, a nice option of constructive system in industrial scale. In this work, the resistance and the rigidity of the connections for connector MCP, in structural pieces of wood, for the resistance classes C20; C30 and C40, were certained through the basic manners of rupture of the linked pieces are: pull-out of the teeth in the wood piece; cut and traction of the connector. The influence of the variation in the humidity of the wood pieces as they are pressed by the connector MCP, in the resistance and the rigidity of the connections was verified as well, seeking with that, to contribute with Brazilian Code (NBR-7190/97) Revision.
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Trávníček, Jakub. „Lávka pro pěší“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227456.
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The goal of this diploma work is a proposal and structural survey of wooden bridge for pedestrians and cyclists over the water area. The bridge is situated into the area of town Jihlava. A clingy slat wood and steel construction elements have been used for construction proposal. Bridge span is being used as 50 metres. Generally two variations of bridge constructions have been elaborated, variation A and variation B, of which variation A has been elaborated in more details.
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Hobzová, Klára. „Sokolovna, Okříšky“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-410005.
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This diploma thesis deals with the design of sokol house located in the cadastre unit of Okříšky (709778). The building is designed as two-storey building rectangular shape with parking for visitors. The main feature of the sokol house is the multipurpose playground, which also serves as a parquet for social events and as an auditorium for cultural events. The structural systém is consists of wooden CLT panels for walls, wooden elements for the floor and roof and arched truss. The tesis contains the drawings as the documentation for construction.
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Soudek, Pavel. „Teplotně-vlhkostní posouzení prvků krovu s nadkrokevním systémem zateplení“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226670.
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This thesis deals with the temperature-moisture assessment of members in truss with above-rafter thermal insulation. Within this system it focuses on the details of creating a roof overhang because that is where the timber elements are under the greatest amount of moisture stress. Different variations of this detail are presented including the extent to which thermo-technical requirements and requirements surrounding the built-in timber elements are satisfied. Theoretical calculations are then compared with measurements which were performed on a real building. This task of measurement involved developing a new measuring device. The development of this device is also described in this paper.
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Jakubíček, Tomáš. „Jízdárna“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265655.
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In diploma thesis i designed supporting strukture of roofing for riding hall located in Pardubice. Building height is 9,5m and the other two dimensions are 48,7x77,5m. The actual frame with elliptically shaped truss system. The actual structure is formed from a conventional timber of different cross-section. Roof is supported by trapezoidal sheet. wooden elements are connected by steel plates, pins and bolts. Chosing variants depends on material price and manufacturing cost. A goual of my diploma thesis is to make static calculations and drawings.
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Macháčková, Eva. „Vícepodlažní dřevostavba“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226117.
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Master’s thesis deals with complete project documentation of newly built object of library and mediatheque located on the site in České Budějovice. It is a three-storey building divided into three parts, one-storey, two-storey and three-storey. It is partly basement. The underground part is devoted to main storage spaces of library services, management offices and social facilities for staff (toilets, changing rooms, washrooms). This part of the building has own entrance for employees. In the 1st floor is located the main library area along with exhibition spaces and the main entrance for visitors with self service cloakroom. In the 2nd floor are designed library spaces for visually impaired persons with fund of audio books, CDs and DVDs, a lecture hall with a projector and own kitchen and space for reading magazines and periodicals. From this floor is possible access to the outdoor terrace, which has own terrace furniture store nearby. In the 3rd floor is located a literary café with its own facilities. In each floor are also designed sanitary facilities for use by persons with limited ability of movement and orientation. All floors are connected by stairs and passenger lifts. In terms of construction, the building is designed as a frame, in the underground parts made of reinforced concrete, the overhead of glued laminated timber elements. The ceiling structure designed over the underground floor is monolithic reinforced concrete slab. The ceilings in the upper part are designed as a wooden beamed made of the glued laminated timber elements. The building has a pent roof created by wooden trusses assembled with punched metal plate fasteners. The foundations are designed as belts and footings. The study, detailed documentation, thermal-technical evaluation of selected structures and fire safety of the building are processed. For processing of the thesis were used software AutoCAD 2010, Teplo 2011, Area 2011, Ztráty 2011 and Fire NX 802 PRO.
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Naiser, Jaromír. „Sportovní hala se zázemím a restaurací, Valašské Klobouky“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226415.
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This thesis covers brand new detached sports hall with facilities and restaurants in Walnut Klobouky. Sports hall has a floor partly sunk below the surface, contains grandstand for 340 spectators. The second part, ie background sports hall is in the basement, the ground floor is a restaurant kitchen. The building is designed in plan shape of two rectangles. The roof is gabled and desk. Cladding the halls are ventilated, part of the facilities and restaurants are contact-insulated. Staff restaurant facilities are located in the floor, engine room ventilation are 3, in the hall, first underground floor and first floor. The heat exchanger is designed, which is applied hot water. The finish consists of ceramic tiles in the lobby is used double wood board flooring. The supporting structure consists of prefabricated unit first underground floor SPIROLL.
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Bělunková, Barbora. „VODA + MĚSTO MARINA BRUNENSIS“. Master's thesis, Vysoké učení technické v Brně. Fakulta architektury, 2012. http://www.nusl.cz/ntk/nusl-215842.
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The plot is 9 houses designed with different functions. The main function of the home storage vessels. Other additional functions are a café, gym, spa, garage, car, boat garage, offices, locker rooms and club athletes.Houses are made of glued trusses shaped house with a gable roof. The facade is composed of titanium zinc surface. The glass facade is just in front of a house. The houses are oriented differently. Shielding is provided by means of sliding shutters.
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Balcar, Jan. „Bytový dům na bázi dřeva“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226199.
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The Master´s thesis addresses the design of wooden residential building. It is a four-storey building with a gabled roof with a slope of 15°. Building is designed for housing 32 people. The building is located on flat terrain. The main structural system are KLH solid wood panels with insulation layer on the outside. The ground floor is brick and consists of rooms of technical support and garages. The Master´s thesis includes project documentation for construction execution.
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Tunková, Eliška. „Víceúčelový objekt v Pardubicích“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392088.
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The topic of my diploma thesis is a design of a construction of a multipurpose building. The floor plan is of irregular shape with a maximal span of 35 metres. There are two buildings in shape of a hexagon, to which another building in shape of a half of a hexagon is connected. Part of the building is designed as a two-storey building and all parts are different in height. The hight of the designed building in its highest point is 13,5 metres. The load-bearing structure consists of glued laminated wood elements and raised wood with steel elements used as fasteners. The construction is designed alternatively from wood and steel. The static solution was made using the RFEM software.
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Janů, Kateřina. „Mateřská škola“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226573.
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This thesis solves the project of materniti house in moderate terrain. Materniti house is located on the grounds numbers 1475 in the village Jezeřany - Maršovice. The building has two floors. Materniti house is designed for 60 children and 15 employees. Building serves as a pre-school institution for the education of children. The buiding has a load-bearing wall system. The outer walls, load–bearing walls and partitions are from ceramic blocks POROTHERM. Wall is insulated with mineral wool BAUMIT thickness of 100 mm. The ceilings are made of prestressed hollow panels Spiroll HCE 250 thickness of 250 mm. The roof of building is part of the aisle, made of wooden trusses with an inclination of 12°. Truss consists of hunter cased sloping roof. The second part of building consists of single-layer flat roof. The facade is part of non-ventilated and ventilated by fiber-cement boards CEMBRIT. Windows are plastic DESIGN by VEKRA. Balcony two-doors are plastic VEKRA CLASITIC VD. Entrance two-doors are wooden VEKRA NATURA 68.
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Lánský, Petr. „Sportovní zařízení v Holešově“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226569.
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This bachelor thesis “Family Residence with Two Flats“ is composed in a form of implementing project documentation and it contains all requisites according to the valid regulations. It is a complex of two connected buildings. The first part is the base for athletes and spectators. The second part consists of a sports hall with the playing surface and bleachers for spectators. The first part of the building has 3 floors. The sports hall is roofed using trusses made of laminated wood. Part of this work is the study of dispositions specialization focused on technical equipment of buildings and wooden structures and seminar papers presented in the form of drawings details.
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Křenek, Vojtěch. „Mateřská škola“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372005.
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The aim of my diploma thesis is to elaborate project documentation for the execution of a new building of kindergarten. The intention is to construct a new kindergarten which access preschool-age children has visual contact with nature and space of outside. This is purpose why all main windows face south. In the second floor is situated schoolroom for minor activity. The building is designed as brick, using clay blocks which are put on concrete foundation strips. Basement walls are from formwork brick fill concrete and steel armature. Thermal insulation is from contact thermal insulation system and ventilated facade with wood clapboard from pine (Thermowood). The roofing is designed partly as single-shell vegetative (extensive) roof and partly as a float double-shell roof with timber truss girder. Ceiling construction in the basement and the first floor is from concrete load-bearing structure.
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Bašista, Ján. „Zastřešení objektu pro společenské účely“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226074.
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The work treats the static recalculation of an existing roof structure of a construction for social purposes and proposes two variants of the design of a new roof structure. The construction has a rectangular ground plan of 30 m x 47 m and the roof structure is placed on the load bearing circumference concrete walls. Except for the load constituted by the function of the construction and by the climatic area, an extra load of 2 tons suspended at any place of the structure is considered because of the special requirement of working and technological equipment. The variant no. 1 is designed from the steel S355. The variant no. 2 is designed as a combination of the wood GL24h and the aluminium EN-AW 5083. Both of the variants have 11 transverse load bearing girders. The purlins are perpendicular to the girders and are placed on them. Stiffness is secured by roof stiffeners.
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Růžička, Jiří. „Polyfunkční koncový dům v Karlových Varech“. Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265694.
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The project solves a multifunctional Duma building in a vacant lot, contemplated the construction site is located in Carlsbad, in the street Vyhlíce. This is a protected site spa. Part of the project's layout and structural design of the house. It is a six-storey house with an attic and a basement floor. It is designed as a free-standing in the gap as the final house. The layout is divided into two complete units with their own input. There are spaces for business and residential units for permanent housing. Part of the living area are also room house equipment. Inputs to both parts are wheelchair accessible. The house is not wheelchair The house is designed as a brick building of brick masonry Porotherm the module dimensions of 250 (125) mm with reinforced concrete ceilings. Roofed by a hipped roof. The house is located on a private plot of 519 m2 built-up area of 221 m2. The land is gently sloping. The main orientation of the building to the cardinal's east and west. The south wall is adjacent to the neighboring house.
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Maamouri, Mahmoud. „Reliability of wood trusses“. 1988. http://catalog.hathitrust.org/api/volumes/oclc/19080752.html.
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Thesis (M.S.)--University of Wisconsin--Madison, 1988.Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 100-104).
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Kasal, Bohumil. „In-plane stability of truss chords with application to wood trusses“. Thesis, 1993. http://hdl.handle.net/1957/35834.
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Stability analysis of truss chords loaded by a
combination of axial and lateral forces is studied. A
simple model based on beam-column theory is proposed and
analyzed. The continuous truss chord is replaced by a beam column
loaded by end moments replacing the effect of
adjacent members. The solution yields deflections and
moments allowing one to compute the stress at any point of
the truss chord. Analytical and numerical solutions are
applied to an example of a wood truss with a continuous top
chord. The numerical solution for the deformations
converges rapidly. Non-converging results indicate
instability.
A new design procedure for wood truss chords subjected
to possible buckling is proposed. The procedure is based on
the analysis of a beam-column model and a mechanics of
materials approach.Graduation date: 1994
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Shrestha, Deepak Kumar. „Fire endurance modeling of metal-plate connected wood trusses“. 1992. http://catalog.hathitrust.org/api/volumes/oclc/28275961.html.
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Thesis (Ph. D.)--University of Wisconsin--Madison, 1992.Typescript. Vita. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 151-162).
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Hall, Albert L. „The effects of fabrication defects on the structural performance of metal plate connected wood trusses“. 2002. http://catalog.hathitrust.org/api/volumes/oclc/50853479.html.
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Thesis (M.S.)--University of Wisconsin--Madison, 2002.Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (p. 177-181).
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Drozdek, John M. „System effects in metal plate connected wood truss assemblies“. 1999. http://catalog.hathitrust.org/api/volumes/oclc/44688487.html.
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Thesis (M.S.)--University of Wisconsin--Madison, 1999.Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 120-127).
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Liu, Yuan-Chang, und 劉原彰. „Application of Metal Plate Connector on the Wood Roof Truss Assembly“. Thesis, 2006. http://ndltd.ncl.edu.tw/handle/64201661594801000158.
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碩士國立屏東科技大學
木材科學與設計系
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The purpose of this study was to design and develop metal plate connection（MPC）products and a related assembly equipment and to evaluate the manufacturing technique and structural performance of roof wood truss systems. The 2x4 and 2x6 structural sawn lumber of Japanese cedar(Cryptomeria japonica) and Spruce-Pine-Fir（SPF）were used for truss assembly and the grading method based on CNS 14630 standard. The Howe and Fink wood roof truss systems assembled with developed metal plate were subjected to the four-point bending tests for the investigation of the flexural properties. The wood roof truss systems subjected to the roof design loads were first analyzed by using the truss analysis software for force distribution and the results were them compared to the experimental works. The joint inspections of the wood roof truss systems were performed following the requirements of ANSI/TPI and the tensile tests were also performed for strength of the MPC in the truss member connections. A portable hydraulic MPC assembly machines featuring with conveniences of operation and mobility were developed and to suitable for wood roof truss systems fabricated with structural dimension lumbers. Three MPC specifications（D6-12, D12-12 and D16-18）of tooth length 9 mm, thickness 0.9 mm, and tooth density 1 teeth/cm2 were designed and developed from SS 400 structural quality steel sheet. Four MPC joints investigated were A：MPC axis and wood grain parallel to loading direction for Japanese cedar and SPF（J-A and S-A）；E：MPC axis parallel to loading direction and wood grain perpendicular to loading direction for Japanese cedar and SPF（J-E and S-E）. Result of MPC joints showed higher tensile capacity of J-A and S-A modes than that of J-E and S-E modes about 18-26％. The average loading capacity of Japanese cedar joint was 27 kgf/tooth and SPF for 26 kgf/tooth. The failure mode for all joints was teeth withdrawal out of the lumber surface. The maximum loading capaciting of the same MPC joint pattern weren’t difference between two species. Result of the tensile tests of MPC joints showed satisfied loading capacity. Maximum bending capacity of the 2x6 wood roof truss system is 81-107％ higher than that of 2x4 wood roof truss system. The maximum bending capacity are no difference in both wood roof truss system types and species used. The maximum bending capacities of eight kinds of wood roof truss systems are 6.5-13.5 times of design loads. The 2x6 wood roof truss systems with Japanese cedar and SPF showed 75％ and 50％, respectively higher in average bending stiffness than those of 2x4 wood roof truss systems. The stiffness of Howe wood roof truss is 20-39％ higher them that Fink truss. The flexural deflection of the roof wood truss system measured at the design load level are 5-21％ of design limitation. The maximum equivalent distributed loads measured at failure are 4.6-8 times of design load and the design load of eight kinds of woof roof truss system is 10-20％ of the maximum equivalent distributed load measured at failure. It indicated that the developed wood roof truss is practical in structural application. The most critical failures for 2x4 and 2x6 roof wood truss are located at heel joint and account for 69％ and 75％, respectively. The major failure mode of 2x4 roof wood truss is teeth withdrawal and for 2x6 truss is a combination of teeth withdrawal and plate failure, two failure modes account for 82％. Based on the strain gauge measurements, the stresses for each member of roof wood truss at design load are lower than the allowable stresses for Japanese cedar and SPF. The resulted compressive stresses of members are 2-32％ of allowable stresses, while the resulted tensile stresses of members are 2-16％ of the allowable stresses.
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Samiappan, Tamilselvan. „Computing instability effects and performance of end-grain nailed spacer blocks in wood truss assemblies“. 2005. http://catalog.hathitrust.org/api/volumes/oclc/58538879.html.
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Thesis (M.S.)--University of Wisconsin--Madison, 2005.Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 131-137).
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Gomes, Isabel Manuela Dias. „Diagnóstico e ensaio de carga de asnas tradicionais de madeira“. Master's thesis, 2015. http://hdl.handle.net/1822/40583.
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Dissertação de mestrado Integrado em Engenharia CivilNas últimas décadas tem-se assistido a um crescente interesse e consciencialização por parte da sociedade para a necessidade da reabilitação e da preservação das estruturas existentes de madeira. Neste contexto, é fundamental desenvolver metodologias capazes de aferir o nível de segurança das estruturas existentes de madeira, de forma a suportar tecnicamente as intervenções no património construído em madeira. O presente trabalho tem como principal objetivo evidenciar a importância da fase de inspeção e diagnóstico na avaliação de estruturas de madeira existentes através de classificação visual e ensaios não-destrutivos (NDT). Para isso, duas asnas de madeira foram inspecionadas, avaliadas e testadas à escala real até à sua rotura. Estas asnas faziam parte de uma cobertura antiga do Laboratório Chimico, Coimbra, que com mais de cem anos de idade, foi substituída por uma nova, tendo algumas das suas asnas sido transportadas para o Laboratório do DECivil da Universidade do Minho. A primeira parte deste trabalho apresenta todo o processo implementado para a classificação visual dos elementos das asnas bem como a realização de NDT. Nesta fase, todos os elementos das asnas foram inspecionados visualmente em segmentos de 40 cm, tendo em consideração as características geométricas (secção transversal exterior, descaio e deformação), defeitos (fendas, nós e inclinação do fio) e seções críticas. A fim de caracterizar o nível de conservação dos elementos, foram aplicadas técnicas não destrutivas, tais como ensaios de penetração por impacto, resistência à perfuração e ultrassons. A combinação dos resultados de todos os NDT permitiu uma avaliação mais fundamentada dos segmentos e, por conseguinte, dos elementos. Os resultados são apresentados através de mapas de danos indicando as principais patologias da estrutura e a sua secção transversal residual, bem como as correlações entre diferentes NDT. Na segunda parte deste trabalho, e tendo em conta as análises realizadas para as duas asnas, efetua-se uma análise comparativa utilizando os resultados obtidos na inspeção visual, nos NDT e no desempenho observado durante os ensaios de carga à escala real. Desta forma, procuram-se correlações que permitam através da inspeção, neste caso materializada através da classificação visual e de NDTs, prever com alguma fiabilidade o comportamento global de asnas tradicionais, aqui analisado através dos ensaios de carga à escala real.
In recent decades there has been a growing interest and awareness by society for the rehabilitation and preservation of existing timber structures. In this context, it is essential to develop methodologies able to assess the safety level of existing timber structures in order to technically support interventions in the wood built heritage. This work aims to highlight the importance of the phase of inspection in the evaluation of existing timber structures by visual classification and non-destructive testing (NDT). To this end, two wooden trusses were inspected, evaluated and tested at full scale until they ruptured. These trusses were part of an old coverage of the Laboratory Museum, Coimbra, which is over a hundred years old, and has been replaced by a new one. Some of its trusses have been transported to the Laboratory of Department of Engineering of the University of Minho. The first part of this work presents the visual grading process complete with NDT. At this stage, all elements of the trusses were visually inspected into segments of 40 cm, taking into account the geometric characteristics (outer cross section, wane and deformation), defects (cracks, knots and slope of the wire) and critical sections. In order to characterize the level of conservation of their elements non-destructive techniques have been applied, such as impact by penetration tests, perforation resistance, and ultrasound. Combining the results of all NDT allows a more informed assessment of the segments and therefore of the elements. The results are presented through damage maps indicating the main pathologies of the structure and its residual cross-section as well as the correlations between different NDT. In the second part of this study, and taking into account the analyses of the two trusses, a comparative analysis is performed using the results of the visual inspection, in NDT and in the performance observed during load testing at full scale. Thus, seeking correlations that allow through inspection, in this case embodied by visual classification and NTDS, to predict with sufficient reliability the overall behavior of traditional trusses, here analyzed through the load tests to full scale.