A section of the total tangent space of a scheme X of finite type over a field k, i.e. a vector field on X, corresponds to an X-valued 1-jet on X. In the language of jets the notion of a vector field becomes functorial, and the total tangent space constitutes one of an infinite family of jet schemes Jm(X) for m ≥ 0. We prove that there exist families of “logarithmic” jet schemes JDm(X) for m ≥ 0, in the category of k-schemes of finite type, associated to any given X and its family of divisors D = (D₁, . . . ,Dr). The sections of JD₁(X) correspond to so-called vector fields on X with logarithmic poles along the family of divisors D = (D₁, . . . ,Dr). To prove this, we first introduce the categories of pairs (X,D) where D is as mentioned, an r-tuple of (effective Cartier) divisors on the scheme X. The categories of pairs provide a convenient framework for working with only those jets that pull back families of divisors.

Reinforced concrete poles are commonly used as street lighting and electrical transmission poles. Typical concrete lighting poles experience very little load due to torsion. The governing design loads are typically bending moments as a result of wind on the arms, fixtures, and the pole itself. The Canadian pole standard, CSA A14-07 relates the helical reinforcing to the torsion capacity of concrete poles. This issue and the spacing of the helical reinforcing elements are investigated. Based on the ultimate transverse loading classification system in the Canadian standard, the code provides a table with empirically derived minimum helical reinforcing amounts that vary depending on: 1) the pole class and 2) distance from the tip of the pole. Research into the minimum helical reinforcing requirements in the Canadian code has determined that the values were chosen empirically based on manufacturer’s testing. The CSA standard recommends two methods for the placement of the helical reinforcing: either all the required helical reinforcing is wound in one direction or an overlapping system is used where half of the required reinforcing is wound in each direction. From a production standpoint, the process of placing and tying this helical steel is time consuming and an improved method of reinforcement is desirable. Whether the double helix method of placement produces stronger poles in torsion than the single helix method is unknown. The objectives of the research are to analyze the Canadian code (CSA A14-07) requirements for minimum helical reinforcement and determine if the Canadian requirements are adequate. The helical reinforcement spacing requirements and the effect of spacing and direction of the helical reinforcing on the torsional capacity of a pole is also analyzed. Double helix and single helix reinforcement methods are compared to determine if there is a difference between the two methods of reinforcement. The Canadian pole standard (CSA A14-07) is analyzed and compared to the American and German standards. It was determined that the complex Canadian code provides more conservative spacing requirements than the American and German codes however the spacing requirements are based on empirical results alone. The rationale behind the Canadian code requirements is unknown. A testing program was developed to analyze the spacing requirements in the CSA A14-07 code. Fourteen specimens were produced with different helical reinforcing amounts: no reinforcement, single and double helical spaced CSA A14-07 designed reinforcement, and single helical specimens with twice the designed spacing values. Two specimens were produced based on the single helical reinforcement spacing. One specimen was produced with helical reinforcement wound in the clockwise direction and another with helical reinforcement in the counter clockwise direction. All specimens were tested under a counter clockwise torsional load. The clockwise specimens demonstrated the response of prestressed concrete poles with effective helical reinforcement whereas the counter clockwise reinforced specimens represented theoretically ineffective reinforcement. Two tip sizes were produced and tested: 165 mm and 210 mm. A sudden, brittle failure was noted for all specimens tested. The helical reinforcement provided no post-cracking ductility. It was determined that the spacing and direction of the helical reinforcement had little effect on the torsional capacity of the pole. Variable and scattered test results were observed. Predictions of the cracking torque based on the ACI 318-05, CSA A23.3-04 and Eurocode 2 all proved to be unconservative. Strut and tie modelling of the prestressing transfer zone suggested that the spacing of the helical steel be 40 mm for the 165 mm specimens and 53 mm for the 210 mm specimens. Based on the results of the strut and tie modelling, it is likely that the variability and scatter in the test results is due to pre-cracking of the specimens. All the 165 mm specimens and the large spaced 210 mm specimens were inadequately reinforced in the transfer zone. The degree of pre-cracking in the specimen likely causes the torsional capacity of the pole to vary. The strut and tie model results suggest that the requirements of the Canadian code can be simplified and rationalized. Similar to the American spacing requirements of 25 mm in the prestressing transfer zone, a spacing of 30 mm to 50 mm is recommended dependent on the pole tip size. Proper concrete mixes, adequate concrete strengths, prestressing levels, and wall thickness should be emphasized in the torsional CSA A14-07 design requirements since all have a large impact on the torsional capacity of prestressed concrete poles. Recommendations and future work are suggested to conclusively determine if direction and spacing have an effect on torsional capacity or to determine the factors causing the scatter in the results. The performance of prestressed concrete poles reinforced using the suggestions presented should also be further investigated. Improving the ability to predict the cracking torque based on the codes or reducing the scatter in the test results should also be studied.

This master theses deals with different methods for automatic tuning of the existing controller for external axis. Three methods for automatic tuning have been investigated. Two of these are based on the manuell method used today. The third method is based on optimal placement of the dominant poles. Different sensitivity functions are important for this method. At the end of the thesis, a proposal of a complete tool for automatic tuning is given.

Reinforced concrete poles are commonly used as street lighting and electrical transmission poles. Typical concrete lighting poles experience very little load due to torsion. The governing design loads are typically bending moments as a result of wind on the arms, fixtures, and the pole itself. The Canadian pole standard, CSA A14-07 relates the helical reinforcing to the torsion capacity of concrete poles. This issue and the spacing of the helical reinforcing elements are investigated. Based on the ultimate transverse loading classification system in the Canadian standard, the code provides a table with empirically derived minimum helical reinforcing amounts that vary depending on: 1) the pole class and 2) distance from the tip of the pole. Research into the minimum helical reinforcing requirements in the Canadian code has determined that the values were chosen empirically based on manufacturer’s testing. The CSA standard recommends two methods for the placement of the helical reinforcing: either all the required helical reinforcing is wound in one direction or an overlapping system is used where half of the required reinforcing is wound in each direction. From a production standpoint, the process of placing and tying this helical steel is time consuming and an improved method of reinforcement is desirable. Whether the double helix method of placement produces stronger poles in torsion than the single helix method is unknown. The objectives of the research are to analyze the Canadian code (CSA A14-07) requirements for minimum helical reinforcement and determine if the Canadian requirements are adequate. The helical reinforcement spacing requirements and the effect of spacing and direction of the helical reinforcing on the torsional capacity of a pole is also analyzed. Double helix and single helix reinforcement methods are compared to determine if there is a difference between the two methods of reinforcement. The Canadian pole standard (CSA A14-07) is analyzed and compared to the American and German standards. It was determined that the complex Canadian code provides more conservative spacing requirements than the American and German codes however the spacing requirements are based on empirical results alone. The rationale behind the Canadian code requirements is unknown. A testing program was developed to analyze the spacing requirements in the CSA A14-07 code. Fourteen specimens were produced with different helical reinforcing amounts: no reinforcement, single and double helical spaced CSA A14-07 designed reinforcement, and single helical specimens with twice the designed spacing values. Two specimens were produced based on the single helical reinforcement spacing. One specimen was produced with helical reinforcement wound in the clockwise direction and another with helical reinforcement in the counter clockwise direction. All specimens were tested under a counter clockwise torsional load. The clockwise specimens demonstrated the response of prestressed concrete poles with effective helical reinforcement whereas the counter clockwise reinforced specimens represented theoretically ineffective reinforcement. Two tip sizes were produced and tested: 165 mm and 210 mm. A sudden, brittle failure was noted for all specimens tested. The helical reinforcement provided no post-cracking ductility. It was determined that the spacing and direction of the helical reinforcement had little effect on the torsional capacity of the pole. Variable and scattered test results were observed. Predictions of the cracking torque based on the ACI 318-05, CSA A23.3-04 and Eurocode 2 all proved to be unconservative. Strut and tie modelling of the prestressing transfer zone suggested that the spacing of the helical steel be 40 mm for the 165 mm specimens and 53 mm for the 210 mm specimens. Based on the results of the strut and tie modelling, it is likely that the variability and scatter in the test results is due to pre-cracking of the specimens. All the 165 mm specimens and the large spaced 210 mm specimens were inadequately reinforced in the transfer zone. The degree of pre-cracking in the specimen likely causes the torsional capacity of the pole to vary. The strut and tie model results suggest that the requirements of the Canadian code can be simplified and rationalized. Similar to the American spacing requirements of 25 mm in the prestressing transfer zone, a spacing of 30 mm to 50 mm is recommended dependent on the pole tip size. Proper concrete mixes, adequate concrete strengths, prestressing levels, and wall thickness should be emphasized in the torsional CSA A14-07 design requirements since all have a large impact on the torsional capacity of prestressed concrete poles. Recommendations and future work are suggested to conclusively determine if direction and spacing have an effect on torsional capacity or to determine the factors causing the scatter in the results. The performance of prestressed concrete poles reinforced using the suggestions presented should also be further investigated. Improving the ability to predict the cracking torque based on the codes or reducing the scatter in the test results should also be studied.

Thesis (Ph. D.)--University of Alabama at Birmingham, 2007. / Title from PDF title page (viewed Feb. 5, 2010). Additional advisors: Ashraf Al Hamdan, Wilbur A. Hitchcock, Jason T. Kirby, Talat Salama. Includes bibliographical references (p. 148-153).

In the years immediately following World War II in Vancouver, native Northwest Coast images and objects were frequently made visible in the public spaces of the city, claimed and exchanged physically and symbolically in events involving both aboriginal and non-native participants. Like the political and social relations surrounding them, the meaning and purpose of these objects and images was, arguably, pliable and constantly shifting. The Totemland Pole, commissioned in 1950 by Vancouver's fledgling Totemland Society, and designed by local Kwakwaka'wakw carver Ellen Neel, was one such object-as-symbol. Numerous individuals and communities, aboriginal as well as non-native, were implicated in the object's production. Following anthropologist Anthony Cohen's work on social symbols in The Symbolic Construction of Community, I argue that while the symbol itself was held in common, its meaning varied with its participants' unique orientations to it. The differently motivated parties, specifically the work's creator, Ellen Neel, and its commissioners, the Totemland Society, attributed divergent meaning to the Totemland Pole simultaneously. As Cohen suggests, I propose that this difference did not lead to argument. Rather it was the form of the Totemland Pole itself, its impreciseness or "malleability," within the particular socio-political climate of its production, which enabled these divergent meanings to co-exist. In order to investigate ways in which the Totemland Pole was understood simultaneously as symbolically meaningful, this project attempts to map out the subject positions of and relations of power between Ellen Neel and the members of the Totemland Society, in relation to the particulars of the local historical moment. The forgotten details of the Totemland Commission and the lack of a legitimizing discourse of Neel's production, both fuelled by the gendered, class and race inflected politics of knowledge construction, have necessitated that the concept of absence be fundamental to my project. I have therefore approached the Totemland Commission from a number of surrounding institutional and social discourses, which form trajectories I see as intersecting at the site of the Totemland Pole. Any one of these trajectories may have been taken as the singular approach for the investigation of such an object. However, I wish to deny the autonomy normally granted these discursive fields, emphasizing instead the ways they are interdependent and may operate in tandem to enrich our understanding of an object which was the result of, and relevant to, shared histories.

A section of the total tangent space of a scheme X of finite type over a field k, i.e. a vector field on X, corresponds to an X-valued 1-jet on X. In the language of jets the notion of a vector field becomes functorial, and the total tangent space constitutes one of an infinite family of jet schemes Jm(X) for m ≥ 0. We prove that there exist families of “logarithmic” jet schemes JDm(X) for m ≥ 0, in the category of k-schemes of finite type, associated to any given X and its family of divisors D = (D₁, . . . ,Dr). The sections of JD₁(X) correspond to so-called vector fields on X with logarithmic poles along the family of divisors D = (D₁, . . . ,Dr). To prove this, we first introduce the categories of pairs (X,D) where D is as mentioned, an r-tuple of (effective Cartier) divisors on the scheme X. The categories of pairs provide a convenient framework for working with only those jets that pull back families of divisors.

The majority of Eskom's 22kV lines use wood as the support structure material. The economics of wood pole cross arms and their flashover withstand capabilities outweigh those of steel cross arms. However, wood pole structures are vulnerable to what is known as a Pole Top Fire. When insulators and wood cross arms become polluted, small and sustained leakage currents flow along the surface of the insulator and thereafter into the wood itself. This eventually leads to burning of the wood. Many of the 22kV lines traverse vast rural lands, going over people's path ways. If this fire is not discovered timeously, it can cause breakage of the relevant cross arm or the pole itself. A broken cross arm usually causes the outer phase conductor to hang between one and two meters above ground. When it's dark, rural inhabitants cannot see clearly and walk directly into these low lying energized conductors which cause severe injuries and often fatalities. Low hanging conductors cannot be detected electrically and are potentially hazardous to humans and animals. Safety is currently one of the highest priorities for Eskom Distribution and hence there is a dire need to mitigate Pole Top Fires. The researcher hypothesizes that the implemented mitigating technique of bonding does not eliminate Pole Top Fires. In this study accurate statistics on Pole Top Fires in KwaZulu - Natal are provided and causes of fires investigated to provide an understanding thereof. Two basic mechanisms of burning have been identified and explained. These are surface tracking and sparking, and internal sparking. This has helped to explain what mitigation techniques will be effective. A critical analysis on the performance of recommended mitigation techniques is conducted. This study therefore aims to conclude on the effectiveness of implemented techniques to mitigate Pole Top Fires. By comprehensive and critical analysis of a complex operational and safety related problem technical options for mitigating or eliminating the fires are identified, critically analyzed and only those options that are really technically feasible are proposed. This has not been properly done in Eskom before. It is within this context that this research has been undertaken. / Thesis (M.Sc.Eng.)-University of KwaZulu-Natal, Durban, 2007.

Historic concrete fence posts were created in the early twentieth century. This study examined how they were constructed and who constructed them. A survey of Randolph county, Indiana was conducted in order to determine the possible construction methods. Literature sources indicate that farmers were encouraged to construct concrete posts on their own. The survey also points to the idea that historic concrete fence posts were created by the farmers who used them. While commercially manufactured posts exist in Randolph county, they are from a later date, and thus not the focus of this study. Interviews with members off the farming community also indicate that most farmers built their own concrete fence posts, from molds they also made. While many businesses and colleges promoted the use and construction of concrete fence posts, they were individually made to serve farmers' immediate and long term fencing needs. / Department of Architecture

Då ett eventuellt förbud av nya kreosotimpregnerade stolpar kan bli en verklighet inom EU år 2018 letar Vattenfall efter andra alternativ. Stål, betong, limträ och komposit anses idag vara de mest konkurrenskraftiga alternativen och kommer att undersökas i denna rapport. Grundläggande tekniska egenskaper, miljöutsläpp och kostnader för de olika stolptyperna kommer att analyseras i rapporten och jämföras mot den kreosotimpregnerade furustolpen. Rapporten beskriver hur de olika stolpalternativen lämpar sig i Vattenfalls elnät i Sverige. P.g.a. sekretesskäl kommer exakta prisuppgifter inte att redovisas. Prisuppgifterna för inköp och återvinning kommer istället att redovisas som en kvot mellan den alternativa stolpen dividerat kreosotstolpen. Inte heller kommer slipers och andra fundament att behandlas i rapporten. Metoden som används bygger på att först presentera relevant teori kring vardera stolptyp. Även impregneringsprocessen, besiktningsmetoder och nedbrytning/återvinning av stolpar redogörs i rapporten. Den miljömässiga analysen bygger på IVL Svenska Miljöinstitutets LCA-analys där kreosotstolpen jämförs med andra stolptyper. Det visar sig dock att kreosotstolpen är den stolptyp som bidrar till minst miljöutsläpp om man ser till hela dess livscykel. Slutsatsen är att kompositstolpen visar sig vara ett av de mest konkurrenskraftiga alternativen då den ses som ett miljövänligt alternativ och dess vikt gör den lätt att hantera. Den är heller inte impregnerad och kan därför monteras överallt utan några rättsliga restriktioner. Denna stolptyp är också väldigt aktuell då den i dagsläget är väl etablerad på marknaden. / Because of a possible ban of creosote impregnated poles can become a real scenario within the EU the year 2018 Vattenfall are searching for other alternatives. Steel, concrete, laminated wood and composite are considered the most competitive alternatives today and are being investigated in this report. Basic technical specifications, impacts on the environment and costs of the different pole types are being analyzed in the report and compared to the creosote impregnated pine pole. This report will describe how well the alternative pole types are suited in Vattenfalls electrical grid in Sweden. Due to confidentiality reasons the exact amount of costs and expenses will not be included in the report. The price of purchase and recycling will instead be presented as a quota between the alternative pole divided by the creosote pole. Neither will sleepers nor other pole foundations be included in this report. The method that is being used is to first present relevant theory about the mentioned pole types. Also the impregnation process, survey and disintegration/recycling of poles will be explained. The environmental analysis are based on IVL Svenska Miljöinstitutet's LCA where the creosote pole are compared to its alternatives. They conclude that it is the creosote pole that has the least impact on the environment if you look at the whole life-cycle. The conclusion is that the composite pole are shown to be one of the most competitive alternatives because it is considered to be environmental-friendly and its low weight makes it easy to work with. Also, it's not impregnated and can therefore be used everywhere without any legal restrictions. This pole type is also very relevant as it is already released on the market.