The use of full-depth precast concrete bridge deck panels is becoming more and more attractive to transportation authorities throughout the country. In comparison to conventional cast-in-place decks, precast decks are of higher quality, allow for the bridge to be opened to traffic in less time and are easier to maintain, rehabilitate, and replace. This ultimately results in lower costs for transportation authorities and less disruption for the motoring public. Unfortunately, the use of precast deck panel systems is hindered by the lack of design standardization and information regarding the performance of such systems. This research focuses on a key element of the system, the mortar or grout, which is used to connect the precast panels to the bridge girders by filling the space in the horizontal shear pockets and the haunches. Several essential mortar characteristics were identified and investigated in order to create a specification that indicates required performance criteria for mortars. This specification can be used to determine whether particular mortars or grouts are suitable for use in a full-depth precast concrete bridge deck panel system. / Master of Science

Residential deck and balcony failures are preventable if the decks and balconies are maintained and inspected regularly. Inspection of in-service decks or balconies is not common and often is unregulated or building codes do not appear to be widely enforced. With every failure, the need for a comprehensive inspection manual for residential wood decks and balconies becomes more apparent. Research was conducted on inspection techniques, common deck and balcony construction methods, maintenance issues, decay detection and the evolution of the building code regulations on decks and balconies. Eight decks were inspected to find the extent of structural inadequacies and non-conformance with building codes. Using the information gathered from the research and inspections, a Manual for the Inspection of Residential Wood Decks and Balconies was written for professional inspectors and building officials. The manual includes recommended methods to prepare for inspection to preparation of final reports. It contains an appendix with information on the "pick test" for detecting early decay, information on adequate deck attachment, and a sample report for a complete deck inspection. / Master of Science

published_or_final_version / Civil Engineering / Master / Master of Philosophy

The topic of the master’s thesis is a design of steel structure of footbridge. Footbridge goes across the roadways and railway. It is a design of a new structure in Nová Karolina in Ostrava. Span of footbridge is 200m. The footbridge’s superstructure is two steel arches angled toward each other and fixed to the foundation blocks. The supporting beam of the bridge deck is connected to the arch by tie-rods. The deck beam is a welded box section. The tie-rods are arranged to the V-shaped system. Deck of footpath is semi through type and orthotropic. The arches are connected at the top by lateral bracing. Lateral bracing is Saint Andrew's Cross type system.

The lateral force resisting system (LFRS) of a steel building consist of two parts, i.e., a vertical LFRS such as braced frames or shear walls, and a horizontal LFRS with diaphragms playing a crucial role. There are various types of floor and roof diaphragms in steel buildings, such as concrete-filled steel deck diaphragms for the floor system and bare steel deck diaphragms for the roof system of a typical steel braced frame building, and standing seam roof diaphragms for a typical metal building. Compared to vertical elements of a building's LFRS, our understanding of the horizontal elements, i.e., the diaphragms, is grossly lacking. The motivation for this work comes from the gaps identified in the research, including the lack of generally adopted acceptance criteria and modeling protocols for seismic performance-based design of bare steel deck and concrete-filled steel deck diaphragms through linear and nonlinear analysis, the need to better understand the complex behavior of concrete-filled steel deck diaphragms with irregular configurations such as reentrant corners and openings under lateral loading, the absence of appropriate Rs values for the alternative diaphragm seismic design approach in the current building code that considers diaphragm inelasticity, and the demand for understanding the in-plane behavior of a standing seam roof system and its use in lateral bracing of rafters in metal buildings. A series of computational and experimental studies were conducted to investigate the behavior of diaphragms in buildings systems, including: 1) development of acceptance criteria and modeling protocol for performance-based seismic design of bare and concrete-filled steel deck diaphragms using a database of existing cantilever diaphragm tests; 2) a computational study on the nonlinear behavior of diaphragms with irregular configurations under lateral loading using high-fidelity finite element models validated against experiment test results; 3) investigation of the seismic behavior and performance of steel buildings with buckling restrained braced frames that considers different diaphragm design approaches and diaphragm inelasticity using nonlinear three-dimensional (3D) computational models; and 4) an experimental study that investigated the in-plane behavior of full-scale standing seam roof assemblies and their use in lateral bracing of rafters in metal building systems. The results of these studies contribute to a better understanding of the behavior of diaphragms in steel buildings and lead to several recommendations for diaphragm design. Firstly, a series of m-factors (ductility measures) and nonlinear modeling parameters (multi-linear cyclic backbone curves) were determined for bare steel deck diaphragms and concrete-filled steel deck diaphragms. These new provisions are recommended for adoption in ASCE 41 / AISC 342, which allows the use of ductility in steel deck diaphragms for their design and retrofits. Secondly, results of the finite element analysis on concrete-filled steel deck diaphragms revealed a concentrated distribution of shear transfer through the shear connections on the collectors of the diaphragm near braced frames and a stress concentration in the composite slab near reentrant corners and openings. Thirdly, results of eigenvalue analyses with nonlinear 3D building models showed that the consideration of diaphragm flexibility led to an increase in first mode period between 13% and 48%. A comparison of results from pushover analyses and response history analyses indicated that even though the pushover analyses (based on a first mode load pattern) identified the BRBF as being weaker than the diaphragms and therefore dominating the inelastic pushover behavior, response history analyses demonstrated that the diaphragms can experience substantial inelasticity during a dynamic response. The response history results also suggest that there would be a significant difference in seismic behavior of buildings modeled as two-dimensional (2D) planar frames as compared to the 3D structures modeled herein. Furthermore, the observed final collapse mode involves an interaction between large BRBF story drifts combined with diaphragm deformations that are additive and exacerbate second order effects leading to collapse. The computed adjusted collapse margin ratios for all buildings satisfied the FEMA P695 criteria for acceptance. Therefore, it is concluded that the alternative diaphragm design procedure with the proposed Rs values (Rs = 2 for concrete-filled steel deck diaphragm and Rs = 2.5 for bare steel deck diaphragm) are reasonable for use in design of these types of structures. Lastly, the effects of different standing seam roof configurations (panel type, clip type, thermal insulation, and purlin spacing) on the in-plane stiffness and strength of the standing seam roof system were investigated through an experimental testing program, and a method was described to use these experimental results in the calculations of required bracing for metal building rafters. / Doctor of Philosophy / A diaphragm is a horizontal structural component (e.g. floors and roof) that transfers lateral forces induced by wind or earthquakes to the vertical portions (e.g. frames and walls) of the lateral force resisting system (LFRS) of the building. There are various types of floor and roof diaphragms in steel buildings, such as concrete-filled steel deck diaphragms for the floor system and bare steel deck diaphragms for the roof system of a typical steel braced frame building, and standing seam roof diaphragms for a typical metal building. Compared to vertical elements of a building's LFRS, our understanding of the horizontal elements, i.e., the diaphragms, is grossly lacking. To address the research gaps in understanding the behavior of diaphragms and utilizing them in building design, this work presents a series of computational and experimental studies. In the first study, past experimental test data were analyzed to develop acceptance criteria and modeling protocol for performance-based seismic design of steel deck diaphragms. In the second study, finite element analyses were conducted to understand the nonlinear behavior of concrete-filled steel deck diaphragms subjected to in-plane lateral loading. In the third study, nonlinear three-dimensional computational building models were developed to investigate the seismic behavior and performance of steel buildings with different diaphragm design approaches and diaphragm inelasticity. In the fourth study, experimental testing on full-scale standing seam roof assemblies was conducted to investigate their in-plane behavior and their use in lateral bracing of rafters in metal building systems. The results of these studies contribute to a better understanding of the behavior of diaphragms in steel buildings and lead to several recommendations for diaphragm design.

Recent research has identified that current code level seismic demands used for diaphragm design are considerably lower than demands in real structures during a seismic event. However, historical data has shown that steel deck diaphragms, common to steel framed buildings, perform exceptionally well during earthquake events. A new alternative diaphragm design procedure in ASCE 7-16 increases diaphragm seismic demand to better represent expected demands. The resulting elastic design forces from this method are reduced by a diaphragm design force reduction factor, Rs, to account for the ductility of the diaphragm system. Currently, there exist no provisions for Rs factors for steel deck diaphragms. This research was therefore initiated to understand inelastic steel deck diaphragm behavior and calculate Rs factors. A review of the literature showed that a large number of experimental programs have been performed to obtain the in-plane load-deformation behavior of steel deck diaphragms. To unify review of these diaphragm tests and their relevant results, a database of over 750 tested specimens was created. A subset of 108 specimens with post-peak, inelastic behavior was identified for the characterization of diaphragm behavior and ductility. A new recommended method for predicting shear strength and stiffness for steel deck diaphragms with structural concrete fill is proposed along with an appropriate resistance factor. Diaphragm system level ductility and overstrength are estimated based on subassemblage test results and Rs factors are then calculated based on these parameters. The effects of certain variables such as deck thickness and fastener spacing on diaphragm ductility are explored. / Master of Science

O tabuleiro laminado protendido é uma composição de peças interligadas por uma tensão de compressão aplicada perpendicularmente às lâminas de madeira. Para aplicar tal tensão, são usados elementos de aço tensionados e a cordoalha engraxada aparece no cenário atual como um material econômico para tabuleiros laminados protendidos, em substituição às barras dywidag, que são comumente utilizadas neste tipo de estrutura em outros países. O funcionamento mecânico do tabuleiro é caracterizado como uma placa ortotrópica, e este trabalho visou determinar as relações entre as constantes elásticas do tabuleiro com a utilização da cordoalha engraxada. Foram analisadas também as perdas de protensão ocorridas ao longo do tempo, causadas pela fluência e relaxação dos materiais e, a partir dos resultados, foi proposta uma equação para determinação teórica da perda de protensão nos tabuleiros. O estudo experimental foi realizado em um modelo em escala reduzida construído no LaMEM (Laboratório de Madeiras e Estruturas de Madeira) para determinar as constantes elásticas e as perdas de protensão. Ao fim do trabalho são apresentados os resultados e comparações com estudos anteriores; também foi confeccionado um Manual de Boa Execução para Tabuleiros Laminados Protendidos de Madeira com Cordoalha engraxada. / The stress-laminated bridge deck is a composition of parts, interconnected by compression stress, perpendicularly applied to the wood laminate. In order to apply such stress, stressed steel elements are used, as well as the greased wire rope, which comes along in the current scenario as an economic material for stress-laminated bridge decks, replacing the dywidag bars, commonly used in this sort of structure in other countries. This bridge deck mechanic function is characterized as an orthotropic plate, and this paper aimed at determining the relation among the decks elastic constants with the greased wire rope. Another analyzed point is the stress loss occurred through time, caused by material creep and relaxation, and, through the results, an equation for the decks stress loss theoretical determination was proposed. The experimental study was developed in a reduced scale built in LaMEM (Laboratório de Madeiras e Estruturas de Madeira) to determine the elastic constants and the stress loss. The results and comparisons with previous studies are presented by the end of this paper; In addition, a handbook of Proper Execution for Stress-laminated Wood Bridge Decks with Greased Wire Rope was developed.

Longitudinal surveys have emerged in recent years as an important data collection tool for population studies where the primary interest is to examine population changes over time at the individual level. The National Longitudinal Survey of Children and Youth (NLSCY), a large scale survey with a complex sampling design and conducted by Statistics Canada, follows a large group of children and youth over time and collects measurement on various indicators related to their educational, behavioral and psychological development. One of the major objectives of the study is to explore how such development is related to or affected by familial, environmental and economical factors. The generalized estimating equation approach, sometimes better known as the GEE method, is the most popular statistical inference tool for longitudinal studies. The vast majority of existing literature on the GEE method, however, uses the method for non-survey settings; and issues related to complex sampling designs are ignored. This thesis develops methods for the analysis of longitudinal surveys when the response variable contains missing values. Our methods are built within the GEE framework, with a major focus on using the GEE method when missing responses are handled through hot-deck imputation. We first argue why, and further show how, the survey weights can be incorporated into the so-called Pseudo GEE method under a joint randomization framework. The consistency of the resulting Pseudo GEE estimators with complete responses is established under the proposed framework. The main focus of this research is to extend the proposed pseudo GEE method to cover cases where the missing responses are imputed through the hot-deck method. Both weighted and unweighted hot-deck imputation procedures are considered. The consistency of the pseudo GEE estimators under imputation for missing responses is established for both procedures. Linearization variance estimators are developed for the pseudo GEE estimators under the assumption that the finite population sampling fraction is small or negligible, a scenario often held for large scale population surveys. Finite sample performances of the proposed estimators are investigated through an extensive simulation study. The results show that the pseudo GEE estimators and the linearization variance estimators perform well under several sampling designs and for both continuous response and binary response.

Longitudinal surveys have emerged in recent years as an important data collection tool for population studies where the primary interest is to examine population changes over time at the individual level. The National Longitudinal Survey of Children and Youth (NLSCY), a large scale survey with a complex sampling design and conducted by Statistics Canada, follows a large group of children and youth over time and collects measurement on various indicators related to their educational, behavioral and psychological development. One of the major objectives of the study is to explore how such development is related to or affected by familial, environmental and economical factors. The generalized estimating equation approach, sometimes better known as the GEE method, is the most popular statistical inference tool for longitudinal studies. The vast majority of existing literature on the GEE method, however, uses the method for non-survey settings; and issues related to complex sampling designs are ignored. This thesis develops methods for the analysis of longitudinal surveys when the response variable contains missing values. Our methods are built within the GEE framework, with a major focus on using the GEE method when missing responses are handled through hot-deck imputation. We first argue why, and further show how, the survey weights can be incorporated into the so-called Pseudo GEE method under a joint randomization framework. The consistency of the resulting Pseudo GEE estimators with complete responses is established under the proposed framework. The main focus of this research is to extend the proposed pseudo GEE method to cover cases where the missing responses are imputed through the hot-deck method. Both weighted and unweighted hot-deck imputation procedures are considered. The consistency of the pseudo GEE estimators under imputation for missing responses is established for both procedures. Linearization variance estimators are developed for the pseudo GEE estimators under the assumption that the finite population sampling fraction is small or negligible, a scenario often held for large scale population surveys. Finite sample performances of the proposed estimators are investigated through an extensive simulation study. The results show that the pseudo GEE estimators and the linearization variance estimators perform well under several sampling designs and for both continuous response and binary response.

O tabuleiro laminado protendido é uma composição de peças interligadas por uma tensão de compressão aplicada perpendicularmente às lâminas de madeira. Para aplicar tal tensão, são usados elementos de aço tensionados e a cordoalha engraxada aparece no cenário atual como um material econômico para tabuleiros laminados protendidos, em substituição às barras dywidag, que são comumente utilizadas neste tipo de estrutura em outros países. O funcionamento mecânico do tabuleiro é caracterizado como uma placa ortotrópica, e este trabalho visou determinar as relações entre as constantes elásticas do tabuleiro com a utilização da cordoalha engraxada. Foram analisadas também as perdas de protensão ocorridas ao longo do tempo, causadas pela fluência e relaxação dos materiais e, a partir dos resultados, foi proposta uma equação para determinação teórica da perda de protensão nos tabuleiros. O estudo experimental foi realizado em um modelo em escala reduzida construído no LaMEM (Laboratório de Madeiras e Estruturas de Madeira) para determinar as constantes elásticas e as perdas de protensão. Ao fim do trabalho são apresentados os resultados e comparações com estudos anteriores; também foi confeccionado um Manual de Boa Execução para Tabuleiros Laminados Protendidos de Madeira com Cordoalha engraxada. / The stress-laminated bridge deck is a composition of parts, interconnected by compression stress, perpendicularly applied to the wood laminate. In order to apply such stress, stressed steel elements are used, as well as the greased wire rope, which comes along in the current scenario as an economic material for stress-laminated bridge decks, replacing the dywidag bars, commonly used in this sort of structure in other countries. This bridge deck mechanic function is characterized as an orthotropic plate, and this paper aimed at determining the relation among the decks elastic constants with the greased wire rope. Another analyzed point is the stress loss occurred through time, caused by material creep and relaxation, and, through the results, an equation for the decks stress loss theoretical determination was proposed. The experimental study was developed in a reduced scale built in LaMEM (Laboratório de Madeiras e Estruturas de Madeira) to determine the elastic constants and the stress loss. The results and comparisons with previous studies are presented by the end of this paper; In addition, a handbook of Proper Execution for Stress-laminated Wood Bridge Decks with Greased Wire Rope was developed.