Double-nut anchor bolt systems are used in the erection of traffic signal poles, high-mast luminaries, and other highway appurtenances. An absence of a tightening standard for such systems decreases the confidence in their performance under fatigue loading. Past research has shown that a tightening standard should include the development of preload in the anchor bolt sufficient to provide adequate resistance to fatigue failure. Preload should be measured by a turn-of-the-nut method. Laboratory progressive tightening tests were performed in order to monitor the stress ranges occurring in the bolt at various locations of interest at various degrees of turn-of-the-nut tightness. Tests were performed on six diameters of anchor bolt ranging from 1 to 2-1/4 inches in diameter and two different categories of thread pitch: UNC and 8UN. Plots of stress range versus degree of tightness were developed for each test and evaluated to find the minimum degree of turn-of-the-nut at which stress range inside the nuts dropped below that outside the nuts. This shift was considered to be the principle theoretical indication of adequate performance. A fatigue test which saw failure outside the double-nut connection was set down as the practical indicator of adequate fatigue performance. The 2 inch 8UN bolt was chosen as the critical specimen due to its overall low generation of preload during tightening tests. Theoretical testing showed that 1/24 turn-of-the-nut would guarantee sufficient fatigue performance. Two practical fatigue tests of the bolt at that tightness saw one positive and one negative failure. After actual lab tests, finite element modeling was used to investigate the behavior of the bolt. It was found that performance did not see improvement until 1/12 turn-of-the-nut. After all results were considered, a standard of 1/6 turn-of-the-nut or refusal of tightening by specified methods was recommended, provided a minimum of 1/12 turn-of-the-nut was achieved. This value allows for ease of measurement, sufficient tightness, degree of safety, and has been shown in past testing not to cause failure through over-tightening. However, tightening to only 1/12 turn-of-the-nut still provided adequate performance.

Master of Science / Department of Architectural Engineering / Don Phillippi / Concrete anchors represent an important transition for both the design and construction of a project. Anchors are produced in two main categories: cast-in-place and post-installed. For designers, anchors are used to attach steel members to supporting concrete members. The anchors are designed using the provisions outlined in Building Code Requirements for Structural Concrete, ACI 318-11, Appendix D. These anchors are used to transmit tension and shear forces by using an individual anchor or a multiple anchor group. For contractors, anchor installation marks the transition between concrete and steel construction. Various types of anchors are produced by manufacturers, requiring contractors to be familiar with many installation methods. Careful planning and coordination is necessary to layout and place anchors into their correct location. Once anchors are installed, they must be protected from damage resulting from moving machinery and material. The purpose of this report is to introduce the basics to design concrete anchors by outlining the provisions in ACI 318-11 Appendix D and demonstrating these provisions with design examples. Anchor types, applications and common construction issues important to the structural engineer are also discussed.

Shallowly embedded column base connections with unreinforced block out concrete are a common method of connecting steel columns to their foundation. There has been little research done to accurately quantify the effects of this block out concrete on the connection strength and rigidity, and therefore there is nothing to aid the practicing engineer in accounting for this in structural analysis. Due to this lack of understanding, engineers have typically ignored the effects of shallow block out concrete in their analysis, presumably leading to a conservative design. Recent research has attempted to fill this gap in understanding. Several methods have been proposed that seek to quantify the effects of shallow block out concrete on a column base connection. Barnwell proposed a model that predicts the strength of a connection. Both Jones and Tryon used numerical modeling to predict the rotational stiffness of the connection. An experimental study was carried out to investigate the validity of these proposed models. A total of 8 test specimens were created at 2/3 scale with varying column sizes, connection details, and embedment depths. The columns were loaded laterally and cyclically at increasing displacements until the connection failed. The results show that the strength model proposed by Barnwell is reasonable and appropriate, and when applied to this series of physical tests produce predictions that have an observed/predicted ratio of between 0.95 to 1.39. The results also show that methods for estimating the rotational stiffness of the connection at the top of the block out concrete, as proposed by Jones and Tryon also produce reasonable values that had observed/predicted ratios of between 0.93 to 1.47. An alternative model for determining a design value for the rotational stiffness of a shallowly embedded column base plate is also proposed. When the embedment depth to column depth ratio is greater than 1.22, the connection is sufficiently rigid and at small deflections (less than 1% story drift) may be accurately modelled with infinite rotational stiffness (a "fixed" connection) at the base of the column.

Made available in DSpace on 2014-07-29T15:03:33Z (GMT). No. of bitstreams: 1 Dissertacao Emmele G Fontenelle.pdf: 3889725 bytes, checksum: 2db009d8581a8358994f13fbf37f6062 (MD5) Previous issue date: 2011-06-27 / Fastenings inserted in concrete are used in order to allow the introduction of these components in concrete structures, enabling the structural link between metal structures and concrete foundation and between prefabricated components and fixing reinforcement elements. This work will study specifically an anchoring system pre-installed (cast-in-place anchor), consisting of single head studs with square head and subjected to tensile force. Assays were performed in 30 headed studs, using self-compacting concrete with compressive strength in the C-30 class. The main variables are the presence and rate of reinforcement, the arrangement of reinforcement in the blocks, and the influence of both the flexural reinforcement (longitudinal and transverse) and the shear reinforcement (hairpins) on the load capacity of the anchorage. The experimental results were compared with five methods of design found in the literature and show that the flexural einforcement has no effect in increasing the load capacity of the anchorage. The use of a shear reinforcement together with the flexural reinforcement can increase the capacity of the anchor up to 64%. Increasing the distance of the hairpins in relation to the head stud reduces the ultimate load achieved by the anchoring system while the increase in diameter and / or in the number of layers of hairpins can increase the ultimate load. / Pinos de ancoragem inseridos em concreto são empregados com a finalidade de permitir a fixação de elementos para a introdução de solicitações nas estruturas de concreto, viabilizando as ligações estruturais entre estruturas metálicas e a fundação de concreto, entre componentes pré-fabricados e na fixação de elementos de reforço. Neste trabalho será abordado e estudado especificamente um sistema de ancoragem pré-instalado, composto por pino de ancoragem único com cabeça quadrada e submetido à força de tração. Foram realizados ensaios em 30 pinos, utilizando-se concreto auto-adensável com resistência à compressão na classe C-30, tendo como principais variáveis a presença e taxa de armadura, e disposição da armadura nos blocos, analisadas tanto na armadura de flexão (longitudinal e transversal) quanto na armadura de cisalhamento (grampos). Os resultados experimentais foram comparados com cinco métodos de cálculo da literatura e mostram que a armadura de flexão não influencia no aumento da capacidade de carga do pino de ancoragem. A utilização de uma armadura de cisalhamento juntamente com a armadura de flexão pode aumentar a capacidade de carga do pino em até 64%. O afastamento dos grampos em relação ao pino diminui a carga última atingida pelo pino de ancoragem, enquanto o aumento do diâmetro e/ou o aumento do número de camadas dos grampos pode aumentar a carga última.