In the oil and gas industry, brownfield projects focus on the modification of or addition to an existing production facility that is fully operational and operating. Welding is typically avoided on these projects. The drilling of holes in existing primary structural elements is also prohibited. Clamped connections are often used when adding additional services in a brownfield project. There are different types of clamped connections utilized when a new structural support must be attached to an existing vertical structural pipe. The short bolt clamped connection is a well-established connection and typically used on offshore projects. The U-bolt clamped connection is an alternative connection, although its use in the offshore oil and gas industry is not as well documented. The main drawback to using the U-bolt clamp connection is the lack of a well researched and vetted design methodology. A preliminary analysis methodology is proposed in this thesis. The material, fabrication, installation, and maintenance of both the short bolt connection and U-bolt connection will also be discussed. The following thesis will end with recommendations for moving forward.

Orientador: Luís Gustavo Gosuen Gonçalves Dias Gosuen / Resumo: O presente trabalho teve como objetivo avaliar biomecanicamente por meio de teste de compressão axial, diferentes posicionamentos e quantidade de bolts em haste intramedular bloqueada de ângulo estável (HIB-AE), em simulação de fratura diafisária irredutível em corpos de prova (CP). Os CPs, produzidos a partir do ácido polilático por impressora 3D, foram projetados e manufaturados com bloco de apoio na extremidade para a preensão na máquina de ensaios. A haste utilizada no experimento apresentava 6 orifícios (denominados de 1 a 6, de proximal para distal), com roscas internas, sendo 3 em cada extremidade (proximal e distal). Um aparato específico (bancada gabarito) foi desenvolvido para total padronização e precisa inserção da haste intramedular e bloqueios nos corpos de prova. Foram usadas 28 amostras divididas em 4 Grupos. No Grupo 1 (G1) a haste foi bloqueada nos orifícios 1 e 6. No Grupo 2 (G2) o bloqueio aconteceu nos orifícios proximais 1 e 2, e nos orifícios distais 5 e 6. Para o Grupo 3 (G3) foram fixados os orifícios 2 e 3 (segmento proximal) e 4 e 5 (segmento distal). Já no Grupo 4 (G4) todos os 6 orifícios foram bloqueados. Os referidos orifícios foram bloqueados utilizando-se bolts especialmente desenvolvidos para esse modelo de HIB-AE. Os testes de compressão axial foram realizados por máquina de ensaios universal a uma velocidade e 5 mm/minuto. Os dados foram avaliados entre os quatro Grupos (G1, G2, G3 e G4), resultando em sete repetições a cada combinação. O t... (Resumo completo, clicar acesso eletrônico abaixo) / Abstract: The present study aims to evaluate biomechanically (axial compression test) different positions and number of bolts locked to a new model of stable-angle intramedullary interlocking nail (ILN) in a simulation of complex diaphyseal fracture in synthetic bone models. The specimens were designed with end support for gripping on testing machines and were manufactured from polylactic acid (PLA) by 3D printer. The interlocking nail used in the experiment was developed with 6 holes (called 1 to 6 from proximal to distal) with internal threads, 3 at each end (proximal and distal). A specific apparatus (template stand) has been developed for full standardization and precise insertion of the interlocking nail and locking in the specimens. Twenty-eight samples were used, divided into four groups. In Group 1 (G1) the ILN was blocked in holes 1 and 6. In Group 2 (G2) the locking occurred in proximal holes 1 and 2, and distal holes 5 and 6. Group 3 (G3) fixed holes 2 and 3 (proximal segment) and 4 and 5 (distal segment). In Group 4 (G4), all 6 holes were locked by specific bolts. Axial compression tests were performed by a universal testing machine at a speed of 5 mm / minute. Data were evaluated between the four groups (G1, G2, G3 and G4), resulting in seven repetitions for each combination. The Shapiro-Wilk test was applied and concluded that the data presented normal distribution (p = 0.070). Among the average loads the highest value was recorded in G4 (9420.34N ± 4081.37N) followed by ... (Complete abstract click electronic access below) / Mestre

The Fully Encapsulated Resin Bolt (FERB) is widely utilised for strata control and ground support in civil and mining applications worldwide, with approximately 6 million installed per annum by the Australian coal mining industry. Independent studies have concluded that 30-35% of these rockbolts, which represents an annual expenditure of $40 million, are ineffective. The anchorage and failure mechanisms of FERB are yet to be quantified, and support systems are designed primarily from empirical rather than scientific methods. There are no standardised methods of assessing FERB components, installation techniques and support behaviour. The majority of research into FERB support systems remains commercial intellectual property, with little information released into the public domain. This thesis investigated several variables of FERB support systems, and also examined differences between field and laboratory pull-out test load distributions. This research was conducted in two phases, with Phase 1 seeking standardised methodology and repeatability in results, while Phase 2 further refined Phase 1 methods and extended the range of tests. The results in both phases were encouraging, with reasonable repeatability attained in all testing series. The findings included: ??? Annulus Thickness: There was little change in load capacity with small annulus thickness, however the maximum peak load (MPL) significantly reduced once annulus thickness exceeded 4mm ??? Resin Installation Spin Time: Underspinning of cartridge resin was found to have an insignificant effect on rockbolt load/deformation characteristics. Overspinning, however, led to a dramatic reduction in anchorage performance with a lessening in both MPL and stiffness ??? Rockbolt Load Transfer: The magnitude of an applied load reduced to zero along the length of the rockbolt, being greatest nearest the rock free surface (the point of load application). An exponential reduction was found when tested in the manner of laboratory tests, with the loading jack reacting against the free surface. This reduction was linear when the load was applied as in the field, with no load placed on the free surface This basic investigation into FERB support systems has validated many empirical understandings of rockbolts, while highlighting the need for further testing into several key areas.

The Fully Encapsulated Resin Bolt (FERB) is widely utilised for strata control and ground support in civil and mining applications worldwide, with approximately 6 million installed per annum by the Australian coal mining industry. Independent studies have concluded that 30-35% of these rockbolts, which represents an annual expenditure of $40 million, are ineffective. The anchorage and failure mechanisms of FERB are yet to be quantified, and support systems are designed primarily from empirical rather than scientific methods. There are no standardised methods of assessing FERB components, installation techniques and support behaviour. The majority of research into FERB support systems remains commercial intellectual property, with little information released into the public domain. This thesis investigated several variables of FERB support systems, and also examined differences between field and laboratory pull-out test load distributions. This research was conducted in two phases, with Phase 1 seeking standardised methodology and repeatability in results, while Phase 2 further refined Phase 1 methods and extended the range of tests. The results in both phases were encouraging, with reasonable repeatability attained in all testing series. The findings included: ??? Annulus Thickness: There was little change in load capacity with small annulus thickness, however the maximum peak load (MPL) significantly reduced once annulus thickness exceeded 4mm ??? Resin Installation Spin Time: Underspinning of cartridge resin was found to have an insignificant effect on rockbolt load/deformation characteristics. Overspinning, however, led to a dramatic reduction in anchorage performance with a lessening in both MPL and stiffness ??? Rockbolt Load Transfer: The magnitude of an applied load reduced to zero along the length of the rockbolt, being greatest nearest the rock free surface (the point of load application). An exponential reduction was found when tested in the manner of laboratory tests, with the loading jack reacting against the free surface. This reduction was linear when the load was applied as in the field, with no load placed on the free surface This basic investigation into FERB support systems has validated many empirical understandings of rockbolts, while highlighting the need for further testing into several key areas.

Thesis (M. E.)--University of New South Wales, 2003. / "The precursor to this thesis was an industry-sponsored project, completed in 2000 by C. Offner at the School of Mining Engineering, UNSW ; this project is referred to as the Stage 1 project"--summary. Also available online.

This thesis presents the results of testing to determine if spacing between bolts in a multiple-bolt, single-shear connection subjected to natural hazard loading affects seven strength and serviceability parameters: maximum load, failure load, E.E.P. yield load, 5% offset load, elastic stiffness, E.E.P. energy, and ductility ratio. This research also determines if a statistical difference exists between previously published research for 4D spacing as compared to results produced by this research for five alternate spacings: 8D, 7D, 6D, 5D, and 3D. Finally, this research determines which of the spacings examined: 8D, 7D, 6D, 5D, 3D; produced the most optimal results for each examined strength and serviceability parameter where optimization is based on economy and performance. Three connection configurations with five different spacings between bolts were subjected to reverse cyclic loading for a total of one hundred and fifty tests. The reverse cyclic protocol was based on recommendations by the Consortium of Universities for Research in Earthquake Engineering (CUREE) for testing woodframe structures. The same connection configurations were also subjected to monotonic loading for an additional forty-five tests. Results of this research can be used to evaluate the current design recommendation presented in the National Design Specification (NDS) for Wood Construction (AF&PA, 2001) of spacing bolts at four times the bolt diameter (4D) to determine if a different spacing should be recommended for natural hazard loading conditions. / Master of Science

No description available.

The research in this dissertation was undertaken because of a need for a more accurate, reliable and relatively simple method for determining the combined loading (i.e., axial, flexure and shear) along rock bolts. This combined load determination and understanding also resulted in a relatively simple and reliable new rock bolt design methodology. The new design method was based on a clearer understanding of the actual loading along a grouted rock bolt. To accomplish these research goals, double shear tests were conducted in the lab with reinforced concrete specimens, and field trials were conducted in room and pillar coal mines, with the aim to measure in-situ rock shear. Strain measurements were obtained using rock bolts instrumented with optical fibers that possessed high spatial resolution (≈ 1.25 – 2.5 mm). Corroboration with a past database of rock bolt measurements in shale aided in the deduction of the final support design method. The scientific contributions from this research include the conceptualization of a ground reaction curve that considers time effects such as rock relaxation, long term weakening effects, and lateral rock movement. A new explanation as to why rock bolts creep in practice (i.e., dislocation creep) is described based upon field measurements, which also indicated that the process of in-situ rock shear involves slow episodic movements. Specifically, there are localized compression (i.e., rock pinch) and tensile zones (i.e., dilatation) prior to the occurrence of plastic relief (i.e., rock slip). Finally, the design method is developed using simple factors (i.e., strain and shape factors) and loading conditions (e.g., installed load, rock slip) that occurred throughout the rock bolt’s design life. This approach results in a methodology that considers effects on reinforcement with time and combined loadings. The method is then extended by producing survival and hazard functions for rock bolts to ultimately reduce risk associated with design.

Um dos tipos de ligação mais comum em estruturas de madeira é aquele feito por meio de parafusos solicitados transversalmente (pino metálico). A revisão da ABNT NBR:7190 de 1997, que introduziu os conceitos do Método dos Estados Limites, apresentou alteração nos critérios de dimensionamento dessas ligações, levando a resultados diferentes em relação à norma anterior, de 1982, de acordo com o meio técnico-científico. Nesse contexto, o objetivo deste trabalho foi realizar uma comparação dos critérios de dimensionamento das normas ABNT NBR:7190, versões 1997 e 1982, com as normas EUROCODE 5: 2004, LRFD: 1996, AS: 1994, que possuem grande tradição na utilização de estruturas de madeira. Após a realização da comparação teórica entre os critérios, foi realizada experimentação em modelos de ligação, para a situação com maior divergência. Para pequenas relações entre a espessura da peça de madeira e o diâmetro do pino, os resultados obtidos na comparação teórica indicaram que os valores de resistência calculados pela ABNT NBR7190: 1997 são inferiores aos calculados pelas outras normas, enquanto que, para valores elevados dessa relação e com madeira de maior resistência, os valores obtidos pela norma brasileira podem ser superiores. / Bolts laterally loaded (metal dowel-type) are the most commonly used connectors in timber structures. The review of the NBR: 7190 1997 standard that introduced the concepts of the states limit method showed changes in design criteria of bolts, reaching different results compared to the previous standard, 1982, according to the scientific technician staff. In this context, the aim of this study was to compare the design criteria of NBR standards: 7190, versions 1997 and 1982, and standards of other countries with great tradition in the use of timber structures. After the theoretical comparison of the criteria, an experimental evaluation in connections was done considering the case with greater divergence. For small relationships between the thickness of the timber member and the bolt diameter, theoretical results indicated that the strength values calculated by ABNT NBR7190: 1997 are lower than those calculated by other standards, while for high values of this relationship and wood of higher strength classes, the values obtained by Brazilian standards may be higher.

Over the life span of a structure it may become necessary to retrofit, or strengthen certain components or elements. This may be due to construction errors, changes in use and occupancy, or changes due to material deterioration or damage. Slab-column connections in flat slab structures might need to be strengthened for punching shear. Using steel shear bolts to strengthen connections for punching shear is a new technique used for retrofit that was developed at the University of Waterloo. If the retrofitted part of the structure is exposed to the atmosphere, or to chemicals such as deicing salts, the steel can corrode, thus furthering to damage the structure. Non-corrosive materials that can replace the steel shear bolts can be a good practical alternative to steel. Reported in this thesis are the results of research on the development and use of non-corrosive shear bolts for reinforced concrete interior slab-column connections. Externally applied shear reinforcing bolts provide the punching shear reinforcement strength, while allowing the flexibility and ease of installation of an external application after construction. By providing a bearing area against both sides of the slab surface, the formation of punching shear cracks can be restrained, and the connection can become strengthened against punching shear failure. Three different types of non-corrosive shear bolts were developed and tested. The first was an off-the-shelf glass fiber reinforced polymer (GFRP) bolt / nut product. The two others used two different GFRP core rods with aluminum fittings crimped to their ends. A total of six specimens were tested, four were tested under an increasing static load, while two were tested with an unbalanced pseudo-dynamic lateral load. All six specimens were designed to fail in punching shear before reaching their flexural capacity. The results are compared against previous test results of specimens both unreinforced and reinforced with steel shear bolts to determine their effectiveness. From the test results it was found that the GFRP shear bolts did strengthen the connections for punching shear. The GFRP nut and bolt did not strengthen the connection, and, in fact, decreased its overall strength when compared to the unreinforced specimen. The presence of the GFRP shear bolts also increased the connection ductility and the deflection capability. In the pseudo-dynamic tests the GFRP shear bolts significantly increased the amount of energy dissipated by the connection under reverse cyclic loading. The results of the testing appeared to be depended on the proper application of the crimping technique to place the bolts in the slab.