This thesis describes a feasibility study into the use of a new method of timber construction developed in New Zealand. This new method combines the use of an engineered wood product (Laminated Veneer Lumber) and post-tensioned ductile connections. Three case study buildings are presented in concrete, steel and timber all representing current design and construction practice. A fourth building, referred to as the “timber plus” structure, is also considered with the addition of timber architectural components. The case study timber building consists of two lateral resisting systems. In one direction post-tensioned LVL moment resisting frames are used, with post-tensioned cantilever walls in the orthogonal direction. Timber-concrete composite floor units are also used. The method of design and detailing of the timber building is shown with member sizes being found to be comparable to that of the concrete structure. Sub-assembly testing is performed on some key connections with excellent results. Construction time is evaluated and compared to the concrete structure with similar construction times being achieved. Finally the costs of the case study buildings are calculated and compared. The costing found the four options to be similar in price with the Timber and Timber plus buildings showing only a 6% and 11% increase in total cost respectively.

Timber-concrete composite floors are a combination of timber joists and concrete topping, creating a flooring system to best utilise the advantages each material has to offer. Timber is used as the main tensile load bearing material due to its high strength-to-weight ratio, while concrete is used in floor slabs for its advantages in stiffness and acoustic separation. The strength of the system is dependent on the connection between timber and concrete, thus the connection must be strong, stiff, and economical to manufacture, to ensure that the flooring system is economically viable. This research investigated the fire performance and failure behaviour of timber-concrete composite floor systems currently under development in New Zealand, resulting in a calculation method for evaluating the fire resistance of these floors. Furnace tests were performed on two full-size floor specimens at the Building Research Association of New Zealand (BRANZ). Both floor specimens were 4 m long and 3 m wide, consisting of 65 mm concrete topping on plywood formwork, connected to double LVL floor joists. They were tested over a 4 m span, subjected to a nominal design live load of 2.5 kPa. Both floors were subjected to the ISO 834 test fire for over 60 minutes. Two separate connection types were tested; concrete notches cut into the timber beams with an incorporated shear key, and metal toothed plates pressed between the double beams. It was found that the reduction in section size of the timber beams due to the fire governed the failure mode of the floors. Due to the composite action achieved by the connections, the floor units were able to withstand prolonged exposure to the test fire, well exceeding one hour. The test data and visual observations aided in the development of a numerical model for evaluating the fire resistance of the floors. This was developed in a spreadsheet that is able to predict the expected fire resistance of these floors, taking into account some major time dependent variable properties that can have an effect on the overall performance. Load-span tables have been produced to give the estimated fire resistance of floors with differing floor dimensions, span lengths and applied loads.

Atualmente, as indústrias brasileiras recorrem a normas de outros países para o controle de qualidade para a caracterização de elementos estruturais feitos de Madeira Laminada Colada (MLC) e de LVL (Laminated Veneer Lumber) devido à ausência de especificações nacionais. Este trabalho teve como finalidade a verificação da adequação de alguns métodos de ensaios propostos nos projetos de norma ABNT NBR PN 02:126.10-001-3 e ABNT NBR PN 02:126.10-001-5 para determinar as propriedades dos elementos estruturais de madeira colada para o controle de qualidade da indústria produtora. Para tanto, foram obtidos das indústrias vários grupos de vigas de MLC e grupos de emendas dentadas produzidos com diversas combinações de madeiras e adesivos. Também, foram obtidos grupos de vigas de LVL na posição horizontal e grupos de vigas de LVL na posição de vertical. Foram realizados testes de flexão estática para determinação do módulo de ruptura e de elasticidade de todas as vigas. Além disso, das vigas foram retirados corpos de prova para realização dos ensaios de cisalhamento na linha de cola, delaminação e compressão paralela às fibras, enquanto as emendas dentadas foram analisadas pelo ensaio de tração paralela às fibras. Os procedimentos empregados podem ser considerados adequados para aplicação pelas indústrias no controle de qualidade da produção de elementos estruturais de MLC e de LVL. O ensaio de delaminação para adesivos expostos a ambientes externos, proposto no projeto de norma, pode ser analisado como prático e eficaz. Em relação aos testes de cisalhamento, o número de análises por amostra pode ser reduzido, desde que, priorize o ensaio na região central da seção transversal devido à maior concentração de tensões de cisalhamento. Como era esperado, as emendas dentadas formaram pontos de fragilidade, reduzindo a resistência de algumas vigas e tendo sua ruptura evidenciada por esforço de tração. No LVL, a posição vertical apresentou melhor resistência à flexão e ao cisalhamento do que a horizontal. O projeto de norma é apresentado em anexo nesse trabalho. / Nowadays, the Brazilian industries follow the foreign countries standard regulation to the quality control of characterization of structural elements produced from Glued Laminated Timber (glulam) and Laminated Veneer Lumber (LVL) due to the absence of national specifications. This work has the purpose of verifying the suggested methods of regulation projects, such as ABNT NBR PN 02:126.10-001-3 and ABNT NBR PN 02:126.10-001-5, to determine the properties of glued timber structural elements to quality control of producer industry. Therefore, glulam beams and fingerjoints groups, produced from several combinations of woods and adhesives, were obtained from industries. In addition, it was used flatwise LVL beams groups and edgewise LVL beams groups. It was made the static bending tests to determine strength and stiffness for each beam. Furthermore, from the beams it was extracted samples in order to test shear in the glue line, delamination and parallel grain compression whereas the fingerjoints were analysed by the parallel grain tensile test. The procedures taken on the experimental program can be considered suitable for industrial usage at quality control of production of structural elements from glulam and LVL. The delamination test for adhesive exposed to external environment, proposal in the new standard, can be analysed as practical and effective. In relation to the shear test, the number of analysis by sample can be reduced, whether prioritized the test in the central region of transversal section due to higher shear stress concentration. As expected, the fingerjoints formed fragile points, reducing strength for some beams and by presenting rupture when tensile stressed. In the LVL, the edgewise groups presented better bending and shear resistance than flatwise groups. The new test method is presented in annex in this dissertation.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / This research aimed at investigating the influence of the positioning of Eucalyptus saligna and Pinus taeda wood veneers on the layers composing the Laminated Veneer Lumber (LVL) structural panels. The panels were manufactured in six different combinations of five veneers of 3,2 mm, glued with phenol-formaldehyde, resulting in treatments constituted of wood of the same species or with a composition of the two wood types. The evaluation of the proposed combinations was performed under the characterization of physical properties (moisture content, density, water absortion, thickness swelling and volumetric expansion) and mechanical properties verified in flatwise and edgewise static bending (modulus of elasticity, stress at the proportional limit and modulus of rupture). The quality of the adhesive wood bonding was evaluated through the glue line shear strength by compression loading and the percentage of wood failure. Wood bonding tests were done with wood of the same species and wood of two studied types. The results obtained indicated that, in most situations, the different positionings of the veneers with larger density (in the outer, intermediate and inner layers) influenced the mechanical properties of the panels. The influence detected was varied, especially for MOE and MOR when comparing the flatwise and edgewise experimented positions. In certain positions, in the layers of the LVL compositions, the presence of eucalypt veneers resulted in stiffness and strength increases. In dry shear the resistances of the joints were shown to be equivalent; after boiling, the joints in eucalypt veneers presented larger strength. The percentage of wood failure was above 80% (in eucalypt veneers) and above 90% (in pine and mixed veneers) and maintained stable after boiling, indicating good gluing quality for all the tested wood bondings. However, it was verified that the adhesive wood bonding of eucalypt and pine was shown more reliable than the bonding between eucalypt veneers. Therefore, the treatments formed by interposed veneers of eucalypt and pine presented a better combination of performance and reliability for the properties of stiffness, strength and adherence. / Investigou-se a influência do posicionamento de lâminas de madeira de Eucalyptus saligna e Pinus taeda nas camadas componentes de painéis estruturais Laminated Veneer Lumber (LVL). Os painéis foram manufaturados em seis diferentes combinações de cinco lâminas de 3,2 mm de espessura, coladas com adesivo fenolformaldeído, resultando em tratamentos constituídos de madeira de uma mesma espécie e outros com mistura de madeira das duas espécies. A avaliação das combinações propostas foi realizada mediante a caracterização de propriedades físicas (teor de umidade, massa específica, absorção de água, inchamento em espessura e expansão volumétrica) e propriedades mecânicas, verificadas em ensaios de flexão estática flatwise e edgewise (módulo de elasticidade, tensão no limite proporcional e módulo de ruptura). A qualidade da colagem foi avaliada por meio da resistência ao cisalhamento na linha de cola por ensaio de compressão e do percentual de falha na madeira. Foram testadas colagens de madeira de mesma espécie e entre madeiras das duas espécies estudadas. Os resultados obtidos indicaram que, na maior parte das vezes, os diferentes posicionamentos das lâminas de maior massa específica (nas camadas externas, intermediárias e de miolo) influíram nas propriedades mecânicas dos painéis. A influência constatada mostrouse variada, em especial para MOE e MOR, quando comparados os valores para as posições de ensaio flatwise e edgewise. Em determinadas posições, nas camadas das composições LVL, a presença de lâminas de eucalipto resultou em aumentos de rigidez e resistência. Em cisalhamento a seco, as resistências das juntas se mostraram equivalentes; entretanto, após fervura, as juntas entre lâminas de eucalipto apresentaram maior resistência. Os percentuais de falha na madeira foram superiores a 80% (entre lâminas de eucalipto) e a 90% (entre lâminas de pinus e em juntas mistas) e se mantiveram estáveis após a fervura, indicando boa qualidade de adesão para todas as colagens testadas. Entretanto, a colagem entre eucalipto e pinus mostrou-se mais confiável que a colagem entre lâminas de eucalipto. Contudo, os tratamentos formados por lâminas intercaladas de eucalipto e pinus apresentaram uma melhor combinação de performance e confiabilidade para as propriedades de rigidez, resistência e aderência.

Atualmente, as indústrias brasileiras recorrem a normas de outros países para o controle de qualidade para a caracterização de elementos estruturais feitos de Madeira Laminada Colada (MLC) e de LVL (Laminated Veneer Lumber) devido à ausência de especificações nacionais. Este trabalho teve como finalidade a verificação da adequação de alguns métodos de ensaios propostos nos projetos de norma ABNT NBR PN 02:126.10-001-3 e ABNT NBR PN 02:126.10-001-5 para determinar as propriedades dos elementos estruturais de madeira colada para o controle de qualidade da indústria produtora. Para tanto, foram obtidos das indústrias vários grupos de vigas de MLC e grupos de emendas dentadas produzidos com diversas combinações de madeiras e adesivos. Também, foram obtidos grupos de vigas de LVL na posição horizontal e grupos de vigas de LVL na posição de vertical. Foram realizados testes de flexão estática para determinação do módulo de ruptura e de elasticidade de todas as vigas. Além disso, das vigas foram retirados corpos de prova para realização dos ensaios de cisalhamento na linha de cola, delaminação e compressão paralela às fibras, enquanto as emendas dentadas foram analisadas pelo ensaio de tração paralela às fibras. Os procedimentos empregados podem ser considerados adequados para aplicação pelas indústrias no controle de qualidade da produção de elementos estruturais de MLC e de LVL. O ensaio de delaminação para adesivos expostos a ambientes externos, proposto no projeto de norma, pode ser analisado como prático e eficaz. Em relação aos testes de cisalhamento, o número de análises por amostra pode ser reduzido, desde que, priorize o ensaio na região central da seção transversal devido à maior concentração de tensões de cisalhamento. Como era esperado, as emendas dentadas formaram pontos de fragilidade, reduzindo a resistência de algumas vigas e tendo sua ruptura evidenciada por esforço de tração. No LVL, a posição vertical apresentou melhor resistência à flexão e ao cisalhamento do que a horizontal. O projeto de norma é apresentado em anexo nesse trabalho. / Nowadays, the Brazilian industries follow the foreign countries standard regulation to the quality control of characterization of structural elements produced from Glued Laminated Timber (glulam) and Laminated Veneer Lumber (LVL) due to the absence of national specifications. This work has the purpose of verifying the suggested methods of regulation projects, such as ABNT NBR PN 02:126.10-001-3 and ABNT NBR PN 02:126.10-001-5, to determine the properties of glued timber structural elements to quality control of producer industry. Therefore, glulam beams and fingerjoints groups, produced from several combinations of woods and adhesives, were obtained from industries. In addition, it was used flatwise LVL beams groups and edgewise LVL beams groups. It was made the static bending tests to determine strength and stiffness for each beam. Furthermore, from the beams it was extracted samples in order to test shear in the glue line, delamination and parallel grain compression whereas the fingerjoints were analysed by the parallel grain tensile test. The procedures taken on the experimental program can be considered suitable for industrial usage at quality control of production of structural elements from glulam and LVL. The delamination test for adhesive exposed to external environment, proposal in the new standard, can be analysed as practical and effective. In relation to the shear test, the number of analysis by sample can be reduced, whether prioritized the test in the central region of transversal section due to higher shear stress concentration. As expected, the fingerjoints formed fragile points, reducing strength for some beams and by presenting rupture when tensile stressed. In the LVL, the edgewise groups presented better bending and shear resistance than flatwise groups. The new test method is presented in annex in this dissertation.

This thesis deals with the experimental description of friction between steel and wood materials, specifically laminated veneer lumber (LVL) and pine wood with two types of annual rings. It studies the influence of a number of different parameters on the coefficient of friction such as contact pressure, moisture content, fiber orientation in relation to the load direction, steel surface roughness, and horizontal load rate. First, the theoretical mechanical and physical properties as well as the coefficient of friction itself are described. This is followed by the description of the test setup including the test method and how the obtained data is exported, handled and processed and how the coefficient of friction is determined. The results study the influence of different parameters and show that the coefficients of friction for the smooth sliding plate tests vary in between 0.1 and 0.3, whereas tests with the rough sliding plate vary around 0.7. Factors influencing the coefficient of friction were found to be the different moisture content under all tested pressures, the different fiber direction under low contact pressure, the contact pressure itself, though under higher pressures the influence was found to be low, and the horizontal load rate under low pressures. The outcomes are further discussed in the discussion chapter.

Made available in DSpace on 2014-06-11T19:31:37Z (GMT). No. of bitstreams: 0 Previous issue date: 2007-11-21Bitstream added on 2014-06-13T20:02:30Z : No. of bitstreams: 1 gabriel_msc_dr_botfca.pdf: 1180497 bytes, checksum: 085b8faebf17cf90ae8156081b18fb02 (MD5) / Este trabalho teve por objetivo principal a avaliação do desempenho físico-mecânico de painéis de lâminas paralelas LVL (Laminated venner lumber) de Pinus tropicais, classificando-se as lâminas em classes de qualidade (baixo e alto módulos de elasticidade), usando-se para isto métodos não-destrutivos, como ultra-som e ondas de tensão. As avaliações foram realizadas em painéis com lâminas de espessura de 2,2 mm, provenientes da Indústria de Madeiras Caribea Ltda., localizada no município de São Manuel, SP. Foram confeccionados painéis LVL de 13 e 25 lâminas, com quatro tipos de tratamento, com as lâminas previamente classificadas: a) T1-LVL homogêneo 1 (produzido somente com lâminas classificadas com alto módulo de elasticidade dinâmico) b) T2-LVL homogêneo 2 (produzido somente com lâminas classificadas com baixo módulo de elasticidade dinâmico ) c) T3-LVL com lâminas combinadas (lâminas de alto módulo de elasticidade dinâmico na capa e contracapa e baixo módulo de elasticidade dinâmico no miolo) d) T4-LVL não homogêneo (com lâminas alternadas – uma com alto módulo, e outra com baixo módulo de elasticidade alternadamente) As propriedades dos painéis foram avaliadas pelos métodos nãodestrutivos de ondas de tensão (stress wave method) e ultra-som, determinando-se, respectivamente, o módulo dinâmico (Ed.) e a constante dinâmica (CLL) de cada painel. Com os corpos-de-prova retirados dos painéis foram realizados ensaios de flexão estática, 2 cisalhamento longitudinal, compressão paralela e perpendicular às fibras, resistência da colagem ao esforço de cisalhamento, teor de umidade e densidade, seguindo-se as recomendações das normas ASTM 5456 e o Projeto 31:000.05-001/3 para Painéis de madeira compensada, da ABNT. Na avaliação da qualidade dos painéis os valores médios das propriedades do LVL foram comparados... / This paper had the main objective of evaluating physical and mechanical performance of LVL panels made from tropical pinus, with the previous classification of the veneers according to its MOE (high and low modulus of elasticity), obtained from non-destructive tests (ultrasound and stress wave methods). Evaluations were carried in commercial dimension panels made with 2,2 mm thick veneers from “Industria de Madeiras Caribea Ltda”, located at Sao Manuel, São Paulo State, southeast of Brazil. Panels with 13 and 25 veneer were made considering four distinct treatments (three boards for each thickness and treatment) as follows: a) T1 (homogeneous superior) – LVL made entirely of higher MOE veneer; b) T2 (homogeneous inferior) – LVL made entirely of low-grade MOE veneer; c) T3 (rational) – LVL made with higher MOE in face veneer and lower MOE in core veneer; d) T4 (combined) – boards made with combined and alternated veneer with higher and lower MOE. Panels were submitted to non-destructive evaluation, in order to obtain their dynamic modulus of elasticity (Ed – stress wave method) and dynamic constant (CLL – ultrasound method). Specimens of the boards were tested under static bending, longitudinal shear, compression parallel and normal to the grain. For all specimens were evaluated density and humidity. All physical and mechanical tests were done according to ASTM D 5456 Code and CE 31:000.05-001/1 – First draft of the new Brazilian Code for Plywood...(Complete abstract click electronic access below)

Resumo: Este trabalho teve por objetivo principal a avaliação do desempenho físico-mecânico de painéis de lâminas paralelas LVL (Laminated venner lumber) de Pinus tropicais, classificando-se as lâminas em classes de qualidade (baixo e alto módulos de elasticidade), usando-se para isto métodos não-destrutivos, como ultra-som e ondas de tensão. As avaliações foram realizadas em painéis com lâminas de espessura de 2,2 mm, provenientes da Indústria de Madeiras Caribea Ltda., localizada no município de São Manuel, SP. Foram confeccionados painéis LVL de 13 e 25 lâminas, com quatro tipos de tratamento, com as lâminas previamente classificadas: a) T1-LVL homogêneo 1 (produzido somente com lâminas classificadas com alto módulo de elasticidade dinâmico) b) T2-LVL homogêneo 2 (produzido somente com lâminas classificadas com baixo módulo de elasticidade dinâmico ) c) T3-LVL com lâminas combinadas (lâminas de alto módulo de elasticidade dinâmico na capa e contracapa e baixo módulo de elasticidade dinâmico no miolo) d) T4-LVL não homogêneo (com lâminas alternadas - uma com alto módulo, e outra com baixo módulo de elasticidade alternadamente) As propriedades dos painéis foram avaliadas pelos métodos nãodestrutivos de ondas de tensão (stress wave method) e ultra-som, determinando-se, respectivamente, o módulo dinâmico (Ed.) e a constante dinâmica (CLL) de cada painel. Com os corpos-de-prova retirados dos painéis foram realizados ensaios de flexão estática, 2 cisalhamento longitudinal, compressão paralela e perpendicular às fibras, resistência da colagem ao esforço de cisalhamento, teor de umidade e densidade, seguindo-se as recomendações das normas ASTM 5456 e o Projeto 31:000.05-001/3 para Painéis de madeira compensada, da ABNT. Na avaliação da qualidade dos painéis os valores médios das propriedades do LVL foram comparados...(Resumo completo, clicar acesso eletrônico abaixo) / Abstract: This paper had the main objective of evaluating physical and mechanical performance of LVL panels made from tropical pinus, with the previous classification of the veneers according to its MOE (high and low modulus of elasticity), obtained from non-destructive tests (ultrasound and stress wave methods). Evaluations were carried in commercial dimension panels made with 2,2 mm thick veneers from "Industria de Madeiras Caribea Ltda", located at Sao Manuel, São Paulo State, southeast of Brazil. Panels with 13 and 25 veneer were made considering four distinct treatments (three boards for each thickness and treatment) as follows: a) T1 (homogeneous superior) - LVL made entirely of higher MOE veneer; b) T2 (homogeneous inferior) - LVL made entirely of low-grade MOE veneer; c) T3 (rational) - LVL made with higher MOE in face veneer and lower MOE in core veneer; d) T4 (combined) - boards made with combined and alternated veneer with higher and lower MOE. Panels were submitted to non-destructive evaluation, in order to obtain their dynamic modulus of elasticity (Ed - stress wave method) and dynamic constant (CLL - ultrasound method). Specimens of the boards were tested under static bending, longitudinal shear, compression parallel and normal to the grain. For all specimens were evaluated density and humidity. All physical and mechanical tests were done according to ASTM D 5456 Code and CE 31:000.05-001/1 - First draft of the new Brazilian Code for Plywood...(Complete abstract click electronic access below) / Orientador: Adriano Wagner Ballarin / Coorientador: Hernando Alfonso Lara Palma / Banca: Takasho Yojo / Banca: Luiz Antonio Vasques Hellmeister / Banca: Mascos Antonio Rezende / Banca: Vladimir Eliodoro Costa / Doutor

Bolted connection with perpendicular to grain loading has been considered as a high priority research area by Smith and Foliente (2002), for the advancement of the load resistance factor design (LRFD) of connections. The results obtained from the experimental testing of this research will provide information regarding the behavior of connections at conditions of capacity and yield, and a comparison between single and two bolted connections for laminated veneer lumber (LVL) from different manufacturers. Comparison of the experimental results with the predicted results from three models: Technical Report -12 (AF&PA 1999), Van der Put and Leijten (2000) and Jensen et. al. (2003), for single and two bolt connections loaded perpendicular to grain will help in accurately predicting LVL connection behavior. Success in achieving the goals of this research will provide enhancement of knowledge and information for single and two bolted connections loaded in perpendicular to the grain connections for LVL and thereby help in calibrating LRFD parameters on pure reliability basis in future. The variables considered included LVL from two different manufacturers, single and two bolt connections with different bolt sizes and loaded edge distances. The connections were loaded to capacity for all the tests. Tests for the material property input values required for these models were also performed as a part of this research. Connection testing showed splitting failures combined with crushing of main member material and formation of a single plastic moment. Connection resistance increased with increased loaded edge distance and number of bolts. The allowable shear design value controlled the National Design Specification Allowable Stress Design (NDS ASD) lateral design value to the connection design except for one connection configuration with 7D loaded edge distance for two bolts of ½ inch, where connection design strength values controlled. The displacement limit decided for the dowel bearing strength test had a direct impact on the predicted TR-12 capacity values. The capacity resistance calculated by both fracture models increased with increase in loaded edge distances. The Mode-I fracture energy values directly affected the predicted fracture model values. The tension perpendicular to grain strength values directly affected the Jensen model values. Statistical comparison of 4D and 7D loaded edge distances and LVL-1 and LVL-2 material revealed that Van der Put model had no difference in the calculated to test (C/T) ratios with respect to different loaded edge distances and materials and the Jensen model predicted the C/T ratios at 4D to be significantly greater than at 7D and for LVL-1 to be significantly greater than LVL-2. Van der Put model over predicts at capacity and the C/T values are consistent with change in loaded edge distance. Jensen model C/T ratios over predicted for single bolt connection and predicts accurate for two bolt connection with respect to loaded edge distances. Comparing the two fracture models with a ductile model TR-12 with respect to different loaded edge distances, material, number and size of bolts, Jensen model best predicted the C/T ratios. The Van der Put model tended to over predict values, while the TR-12 model had no consistent trend in C/T ratios, but seemed to be affected inversely by changes in loaded edge distance. / Master of Science

This research compared the results of three tests: ASTM D 198 torsion, ASTM D 198 three-point bending and the five-point bending test (FPBT) using machine-stress-rated (MSR) lumber and laminated veneer lumber (LVL) to determine if the shear properties evaluated by the different test methods were equivalent. Measured E:G ratios were also compared to the E:G ratio of 16:1 commonly assumed for structural wooden members. The average shear moduli results showed significant differences between the three test methods. For both material types, the shear moduli results determined from the two standard test methods (ASTM D 198 three-point bending and torsion), both of which are presently assumed to be equivalent, were significantly different. Most average E:G ratios from the two material types and three test methods showed differences from the E:G ratio of 16:1 commonly assumed for structural wooden members. The average moduli of elasticity results for both material types were not significantly different. Therefore, the lack of significant difference between moduli of elasticity terms indicates that differences between E:G ratios are due to the shear modulus terms. This research has shown differences in shear moduli results of the three test types (ASTM D 198 torsion, ASTM D 198 three-point bending, and the FPBT). Differences in the average E:G ratios per material and test type were also observed. / Master of Science