Twenty full-scale unreinforced masonry walls were constructed and tested to failure in the Structures Laboratory at the University of Saskatchewan. The focus of the testing related to two primary objectives. The first objective was to study the effects that the support conditions of the walls had on their behaviour. The masonry wall specimens tested spanned vertically under the application of out-of-plane loads. Ten of the full scale walls were tested with support conditions that modeled ideal pinned connections at the top and bottom of the wall, while the remaining half of the walls were tested with nominally “pinned” supports that were similar to the supports typically encountered in practice. The second objective was to determine the effects that dynamic loads had on the behaviour of the walls. Half of the masonry specimens for each group of support conditions were loaded laterally with monotonically increasing quasi-static loads representative of the effects of uniform wind pressure, while the remaining specimens were loaded laterally with dynamic time histories that varied randomly in a manner that was representative of real “gusty” winds. The research was therefore done to determine the influence of load and connection type on the behavior of the masonry walls. When comparing the effects of the support conditions, it was found that the walls constructed with realistic support conditions were able to resist larger out-of-plane loads, with greater ductility than the walls that had ideally-pinned supports. Specifically, the realistically-pinned walls required an average moment (of both the statically and dynamically loaded walls) that was 63% larger to cause mid-height cracking than the average mid-height moment required to cause mid-height cracking in the ideally-pinned walls. After mid-height cracking occurred, the realistically-pinned walls exhibited reserve capacity, resulting in additional strength, such that the ultimate moment capacity of the realistically-pinned walls was 140% greater than the ultimate strength of the ideally-pinned walls, where the ultimate strength was the capacity of the wall at mid-height cracking. As a result, the ductility of the realistically-pinned walls was also significantly larger than that of the ideally-pinned walls. Specifically, the ductility ratio of the realistically-pinned walls was 70 (where the ductility ratio is defined as the displacement at the ultimate load divided by the displacement at mid-height cracking), while the ductility ratio of the ideally-pinned walls was unity (the ultimate load coincided with formation of the mid-height crack). The results of the dynamically and quasi-statically loaded walls were harder to evaluate. In comparing the ideally-pinned walls it was found that the specimens that were loaded dynamically had an average moment capacity that was approximately 10% larger than the walls that were loaded quasi-statically, which was found to be statistically significant at the 90% level. However, the results from the realistically-pinned walls were not as conclusive. At mid-height cracking the dynamically loaded walls had an average moment capacity that was 24% lower than the quasi-statically loaded walls, which seems to contradict with the data from the ideally-pinned walls and from the literature suggesting that dynamic strengths should be higher. At the ultimate condition, the dynamically loaded walls had an average strength that was 12% larger than the quasi-statically loaded walls; however, these comparative results were not statistically significant at the 90% confidence level. It was also found that the dynamic loading failed the wall specimens as a result of sustained, large amplitude “gusts” rather than at the largest instantaneous peak load. The displacement behaviour of the walls was generally independent of the method of loading, but, rather, largely dependent on the support conditions. The collapse of the wall specimens were all initiated when they reached a geometrically unstable displaced shape that was fairly consistent for a given support configuration, regardless of the type of load that was applied. Lastly, results from a numerical model suggested that the dynamically loaded walls exhibited higher apparent stiffness properties as compared to the quasi-statically loaded walls. The difference in the apparent stiffness between the dynamic and quasi-static specimens decreased with increasing damage levels until the dynamic stiffness converged to the static stiffness near the collapse of the walls.

The purpose of this project is to develop a set of guidelines to help direct a rational site-selection process for small wind energy conversion systems (SWECS). This process utilizes the hand-drawn overlay method for site planning. Overlay mapping is a method of logical association used to analyze the different relationships among different patterns of land characteristics onto transparent or semi-transparent material. The maps are then overlaid to show a pattern of light and dark tones, revealing areas of site potentials and limitations for the given use which in this case is SWECS. Existing wind assessment techniques are reviewed as validation tools for SWECS siting. This site-selection method is demonstrated by a case study of a site in Indiana. / Department of Landscape Architecture

The purpose of this study was to make a comprehensive examination of factors concerning the intonation and methods of tuning the wind instruments in the university wind ensemble. The study concerned itself with the following issues:1. Temperaments and tunings used in tuning the university wind ensemble2. Pitch discrimination of the individual ensemble member3. Collective intonation variances of the instruments of the university wind ensemble, and how may they be corrected4. Methods of tuning the university wind ensembleThe study assumed that the musicians in the university wind ensemble are selected upperclass and graduate students auditioned from the university band program, who possess professional or near professional playing ability.Furthermore, the musicians have been exposed to university theory courses, which include melodic and harmonic ear training. The instruments played in the ensemble are of professional quality, and the environments in which the wind ensemble performs are the rehearsal hall and the concert stage.Information for this study was obtained from essentially two sources. A survey of literature pertaining to tuning systems and temperaments, the pitch discrimination ability of the individual, intonation variances of musical instruments in the wind ensemble and tuning methodology provided the first source of information.The expert testimony of eminent university wind ensemble directors was the second source of information. The directors interviewed for this purpose were John Paynter of Northwestern University, Mark Hindsley (Director Emeritus) of the University of Illinois, Harry Begian of the University of Illinois, Mark Kelly of Bowling Green State University and Frederick Ebbs of Indiana University. Each director was asked to read the first part of the study and subsequently to comment on how he felt the information applied to the tuning of the university wind ensemble. A set of interview topics was used to guide the wind ensemble directors over the given subject matter. Their answers were tape recorded and transcribed for the study. Conclusions were then drawn from these two sources.The findings and conclusions of this study are as follows:1. A survey of literature revealed that theories concerning the overall tuning system of the wind ensemble vary. Furthermore, university wind ensemble directors interviewed in this study were not in agreement as to what intonation system the wind ensemble should utilize. This study was therefore inconclusive in identifying a single method of tuning the wind ensemble that is universally accepted.2. Different components of musical sound were found to affect the pitch discrimination ability of the individual. The individual's perception of intonation was found to be influenced by the range of pitch, phenomenon of beats, vibrato, duration of musical tones and timbre. The influence of first order combination tones and increased volume on pitch was found to be a controversial issue in both written and interviewed sources of intonation.3. The wind ensemble is composed of a large number of wind instruments capable of emitting a wide range of musical pitches, which in turn represent a great number of possible intonation variances and deficiencies. Both conductor and performer must have a comprehensive knowledge of these-problems and their remedies in order to attain uniform ensemble intonation.4. Tuning practices do vary according to the ensemble's needs and the director's rehearsal procedure. However, proper attention must be given to warm-up procedure, level of pitch, selection of reference pitch or pitches, method of relaying the pitch to the ensemble and methods of correcting faulty intonation to insure consistent intonation within the ensemble.

The focus of the research program is to analysis and design of a new generation glass-fibre reinforced polymer (GFRP) wind turbine tower for full scale prototype testing. The study includes the finite element analyses of different tower section configurations, the parametrical study of different variables, the selection of appropriate configuration and dimensions, and the finalization of the section. The design section arrived from this study has the bottom outer diameter of 1350 mm, the top outer diameter of 800 mm, the constant inner diameter of 600 mm and uniform wall thickness of 11.25 mm. The tower is also analysed and compared with a steel tapered tower. The analysis results indicate that the tower is considered as a soft-soft tower and that, in general, the lateral deflection limitation is a governing factor in the design of GFRP wind turbine tower. The proposed section met all the design requirements and the fabrication drawings are provided for the further study of full scale test.

In 2004 a post-frame structure with plastered straw bales as an in-fill wall system was built at the University of Manitoba. Load cells installed at the top and bottom of ten eave wall posts were intended to measure the tributary load transferred from the roof structure into the supporting posts. In 2011 wind speed and direction were measured adjacent to the structure and correlated to simultaneous load data. A linear regression model relating load to wind speed within four directional quadrants revealed that load behaviour was inconsistent with design-level loading prescribed by the National Building Code of Canada (2005). A second regression model with both speed and direction as independent variables did not determine any statistically significant relationships. This research concluded that the initial assumptions made in 2004 required additional scrutiny, including the conditions under which the load cells were calibrated, and the structural contribution of the walls’ plastered skins.

Batteries are important energy storage devices and are used in different applica- tions. The purpose of this thesis is to study behavior and characteristics of batter- ies when used in system-level design process. In addition, the use of hardware-in- loop (HIL) simulation of batteries for power system applications is studied. The thesis also aims to investigate the ability of HIL in alleviating the need for extensive and detailed modeling of battery storage systems and to improve the accuracy of the simulation of systems where they are used. The major problem of using battery models is that they are greatly aff ected by external factors such as temperature and history of the charge/discharge regimes. An HIL scheme eliminates the need for mathematical modeling of batteries by interfacing them directly to the simula- tor, where charging and discharging regimes, state of charge estimation methods and efficiency can be investigated.

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