Academic literature on the topic 'Full-strength connection design'
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Journal articles on the topic "Full-strength connection design"
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Jong, Wan Hu, and Myung Jang Hee. "Case Study for Bolted T-Stub Connection Design." Advanced Materials Research 716 (July 2013): 626–31. http://dx.doi.org/10.4028/www.scientific.net/amr.716.626.
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This paper is mainly performed to investigate T-stub connection that is described on the basis of ideal strength limit states. The determination of T-stub based on the full plastic strength of the steel beam in accordance with 2005 AISC Seismic Provisions. The T-stub connections considered herein were performed to include the T-stub component of bolted moment connection frames. Therefore, the proposed T-stub models will be evaluated by comparing the required factored bar strength. T-stub components using ten high strength bolts with wider gages are demonstrated in this design. In addition, equations for connection design will be described in this paper. Finally, new design methodology is applied to T-stub connections suggested in this study.
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Hu, Jong Wan, and Jun Hyuk Ahn. "New Bolted End-Plate Connection Design." Advanced Materials Research 1025-1026 (September 2014): 878–84. http://dx.doi.org/10.4028/www.scientific.net/amr.1025-1026.878.
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This paper is principally performed to survey end-plate connection are described in the next part based on ideal limit states. The determination of end-plate based on the full plastic strength of the steel beam in accordance with 2001 AISC-LRFD manual and AISC/ANSI 358-05 Specifications. The bolted connections considered herein were performed to include the end-plate component of moment connections. This study is intended to investigate economic design for end-plate connections. In addition, the proposed end-plate model is evaluated by comparing the required factored bolt strength. The end-plates using 8 high strength bolts with wider gages demonstrated this design. The equations belonging to the step-by-step design procedure are described based on complete proving of design. Finally, new design methodology is applied to end-plate connections suggested in this study.
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Zhao, Xin, Mai Wu, Dan Dan Kong, and Nan Wu. "Nonlinear Analysis on Static Behaviors of New All-Bolted Beam-to-Column Connections for Concrete-Fillled Square Steel Tube." Advanced Materials Research 671-674 (March 2013): 718–21. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.718.
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All-bolted steel beam-to-column connections for concrete-filled square steel tube (CFST) have the advantages of industry manufacture, being constructed quickly and easily concreting. The new design all-bolted connection discussed in this paper has the construction details of Π-shape plate and high strength bolts which connect the steel beam and CFST column. In order to investigate the static performances and failure modes of this new all-bolted connection, a full three-dimension ANSYS finite element (FE) model of the connection subjected to montonic load is built up. The theoretical values and experimental results are very close, that verifies the rationality of the FE models and the analysis method in this research. Further the calculated results demonstrated the new bolted connections belong to typical semi-rigid connection and have the superior static resistance in stiffness, strength, and rotating capacity.
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Dawe, J. L., and G. Y. Grondin. "W-shape beam to RHS column connections." Canadian Journal of Civil Engineering 17, no. 5 (October 1, 1990): 788–97. http://dx.doi.org/10.1139/l90-091.
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Tests on full-scale connections between wide flange beams and rectangular hollow section (RHS) columns reveal various modes of failure as a function of connection geometry. Tension and compression moment plates with web clip angles or tension plates and seat angles welded to doubler plate reinforced RHS walls are investigated. Eight failure modes were identified from an experimental program consisting of ten full-scale specimens. Semi-empirical expressions based on assumed stress distributions predict failure modes and corresponding moment capacities reasonably well for various connection configurations. Further analytical parametric studies showed the importance of tension plate and doubler plate dimensions on joint strength and behaviour. Key words: RHS, W-shape, columns, beams, connections, experimental, analytical, design, steel.
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Quenneville, J. HP, and M. Mohammad. "Design method for bolted connections loaded perpendicular-to-grain." Canadian Journal of Civil Engineering 28, no. 6 (December 1, 2001): 949–59. http://dx.doi.org/10.1139/l01-059.
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A new design approach to evaluate the resistance of bolted timber connections loaded perpendicular-to-grain is presented in this paper. The design method consists of calculating the resistances of the ductile failure modes, based on the original European yield model, and that of the splitting mode, and of using the smallest of the two. The splitting calculations are adapted from the wood resistance calculation for timber rivet connections. The new design method is based on the assumption that the bolted connection is forming a cluster considered to be equivalent in dimension to a cluster of timber rivets. The rivet design equations were modified to reflect the fact that bolts extend to the full thickness of the wood members, whereas rivets do not. In this paper, the research program is described, results are presented and the alternative design approach is proposed to predict the failure modes and the ultimate strengths of steelwoodsteel, woodwoodwood, and woodsteelwood bolted connections.Key words: connections, strength, design, bolt, connection, prediction, failure, perpendicular-to-grain.
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M. Khandaker and Anwar Hossain. "Experimental & theoretical behavior of thin walled composite filled beams." Electronic Journal of Structural Engineering 3 (January 1, 2003): 117–39. http://dx.doi.org/10.56748/ejse.334.
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The behaviour of thin walled composite (TWC) filled beams with normal (NC) and lightweight volcanic pumice concrete (VPC) as in-fill, is described based on comprehensive series of tests. The strength and failure modes of the beams are found to depend on the interface connections. The effect of various modes interface connections are co-related to the generation of shear bond between sheeting and concrete using both experimental and theoretical results. Analytical models for the design of beams are developed and their performance is validated through experimental results using both full and partial connection. Appropriate design recommendations and practical design charts have been developed so that the designer can check whether the strength will be governed by buckling or yielding of steel and be able to design the beam accordingly.
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Duan, Wei. "Experimental and Strength Analysis of the Trapezoidal Threaded Connection of Large-Scale Steel Tie Rod." Advanced Materials Research 211-212 (February 2011): 1152–56. http://dx.doi.org/10.4028/www.scientific.net/amr.211-212.1152.
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Steel tie rods are very important load-carrying components in places where high pre-stresses are required, such as in long-span buildings, docks, bridges and stadiums. Steel tie rods are connected by threaded connections. The bearing capacity of a steel tie rod is determined not only by the strength of rod’s body alone, but also by the strength of threaded connection. This paper reports the results of the full-scale tensile rupture experiments on a LG100-00 steel tie rod with trapezoidal threaded connection. The full-scale tensile rupture experiments were carried out to test the maximum axial working load under different numbers of turns of trapezoidal thread engagement. The minimum number of turns of trapezoidal threaded engagement such that the thread teeth do not fail in shear and bending is determined by the experiments and finite element analyses. The equivalent stress distribution and contact pressure on the engaged thread teeth under different axial loads are analyzed and compared. The concordant comparison provides strong guidelines and support for the design and fabrication of steel tie rods in practical operations.
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Guravich, Susan J., and John L. Dawe. "Simple beam connections in combined shear and tension." Canadian Journal of Civil Engineering 33, no. 4 (April 1, 2006): 357–72. http://dx.doi.org/10.1139/l05-057.
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An investigation into the behaviour of simple beam-to-column connections subjected to combined shear and tension was carried out by testing 108 full-scale specimens, including header angle, knife angle, single angle, and shear tab configurations. Specimens were rotated 0.03 rad, and a prescribed shear between zero and the design shear resistance was held constant while the specimens were loaded in tension to failure. Results showed significant differences in serviceability, ductility, interactions, and ultimate tension strength. Ductility was provided through yielding in bearing at bolt holes, bending of angle legs, and shear yielding of the gross section of connection elements. Tension and shear load versus displacement plots were acquired for all tests because of ductility and serviceability considerations in design. Existing methods of determining connection resistance, including bolt shear, net section shear, and bearing resistance, were used to compare predicted capacity with test results. The findings of the test program indicate that most simple connections can sustain significant amounts of tension in combination with design shear capacity.Key words: beam, connections, shear, tension, experimental, design, steel.
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Beamish, M. J. "Cyclic loading tests on steel portal frame knee joints." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 1 (March 31, 1987): 42–52. http://dx.doi.org/10.5459/bnzsee.20.1.42-52.
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The results of cyclic loading tests on three full-size portal frame knee joints are presented. All members complied with the flange and web slenderness limits for plastic design (AS 1250-1981) but were the lightest sections for their respective depths. Large decreases in load capacity were observed when either lateral-torsional or combined local flange and web buckling occurred. Lateral restraint forces were measured and were found to exceed the minimum ultimate strength values specified by the design code rules. One fully welded connection and two bolted connections were used and suffered only minor damage during the tests.
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Sheng, Qin Zhu, Qun Xie, and Xin Wang. "Design and Analysis of Anchor Group under Eccentric Shear Loading." Advanced Materials Research 446-449 (January 2012): 3457–61. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3457.
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Adhesive anchors are widely used as post-installed fasteners in civil engineering. A typical steel-to-concrete connection includes multiple anchors which are commonly subjected to combined moment and shear loading. Based on the assumption that all anchors take up shear load, a revised method is developed for the design of ductile anchors, which considers that only the row of most stressed anchors in the tension zone are needed to meet the elliptical interaction of tension and shear capacity requirement during the design process of anchorage group under combined shear and moment loading. The ultimate strength of post-installed fastenings should be controlled by the strength of anchor steel for the purpose of connection safety and full utilization of anchor capacity. For the objective of ductile design in anchor group, the ratio of shear span could be used as an evaluation parameter in the process of strength prediction. According to the theoretical analysis and results comparison, the ductile failure of anchor steel in post-installed fastenings can be guaranteed when the ratio of shear span is greater than 0.6.
Conference papers on the topic "Full-strength connection design"
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Tikhonov, Vadim, Mikhail Gelfgat, Rudolf Alikin, Valery Chizhikov, Valery Shaposhnikov, and Paulo Dias. "Aluminum Catenary Production Riser: Design, Testing Results, Ways to Improvement." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83001.
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One of the widely used systems for offshore oil production in water depths up to 500–2500 meters is a steel catenary riser (SCR). Requirements for long-term corrosion resistance of SCR are very stringent, that obliges to manufacture it from expensive steels. Still, the increased water depth leads to increased riser tension, grown pressure, aggravated buckling and oscillation problems. Among alternative materials to manufacture catenary risers, i.e., steel, titanium and aluminum alloys, the aluminum is the best from the “Strength/Weight/Cost” aspects with its high corrosion strength. Design of an aluminum catenary production riser (ACPR) was developed in Russia; and comprehensive tests were performed on mechanical characteristics and corrosion resistance properties of ACPR tubes and their connections. Two possible connections of riser sections were considered, i.e., welded and threaded. Strength analysis of threaded connection was performed by FEM. Mechanical testing included: testing of small samples of pipe material and welded connection cut out of riser section, testing of full-scale specimens of connection prototypes, and measurement of residual stresses. Structural and corrosion tests of samples consist of investigation of standard metallographic characteristics of pipe material and welded connection, and assessment of effects of different types of corrosion in seawater and oil fluid. The results of performed work have led to the conclusion that welded connection is most prospective for ACPR manufacturing. At the same time, the testing revealed certain improvements need to be done in the course of further work on this project.
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Varma, Amit H., Saahastaranshu R. Bhardwaj, and Sanjeev R. Malushte. "Design of SC Walls and Connections in Nuclear Facilities." In 2016 24th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/icone24-60962.
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Steel-plate composite (SC) walls and associated connections can be designed based on the provisions of Appendix N9 to AISC N690s1. AISC N690s1 is Supplement No. 1 to AISC N690-12 specification for safety related steel structures in nuclear facilities and was published in October 2015. AISC is currently in the process of developing a design guide to further enable the use of this specification. This design guide will explore the provisions of this specification in detail and discuss different possible design methodologies. SC wall details at the beginning of the design process are based on typical plant layouts, shielding requirements and prevalent practices. The spacing of tie bars and steel anchors in SC wall needs to ensure the faceplate does not undergo buckling before steel yielding. The steel anchor additionally need to be spaced to ensure that (i) interfacial shear failure does not occur before out-of-plane shear failure, and (ii) the yield strength of the faceplates is developed over the development length. The tie bars need to have sufficient tensile strength to prevent splitting failure of SC walls. The elastic analysis of the SC walls is performed using a finite element analysis. The analysis needs to consider cracked transformed stiffnesses and equivalent material properties. The analysis will be conducted for operating thermal and accident thermal load combinations. The individual demands and the combination of demands need to be compared with the available strengths. The SC walls need to be adequately detailed for openings, meet construction and fabrication tolerances, and satisfy the Quality Assurance and Quality Control requirements. The designed SC walls needs to be safe for impactive and impulsive loads. SC wall panel may need to be (i) anchored to basemat, (ii) connected to another SC wall panel, or (iii) connected to RC slab. The SC connections can be designed as full strength connection or over strength connections. The connection needs to have a well-defined force transfer mechanism. The connection required strength is determined from the design demands of SC walls and the connection design philosophy. The available strength is determined from the individual strengths of connectors participating in the force transfer mechanism.
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Xiao, Cong-zhen, Jian-hui Li, Yin-bin Li, Yue Wei, and Chao Sun. "Application And Innovation of High-Strength Concrete in High-Rise Building Structures." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.2042.
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<p>In the process of popularization and application of high-strength materials, it is often difficult to design their strength and ductility. Starting from the seismic design of complex high-rise building structures, this paper proposes a performance-based design method based on the predetermined yield mode, which can comprehensively consider the strength and ductility of structural members. On the basis of this seismic design method, a high-strength concrete high-rise energy dissipation structural system and a high-performance assembled high-rise building structural system are proposed that can give full play to the strength of high-strength materials and the ductility of energy dissipation members. The research results can provide technical support for the application of high-strength concrete in high-rise building structures.</p>
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Sakura, Ryo, Takashi Yamaguchi, and Yasumoto Aoki. "Experimental study on the cooperative slip/bearing limit state of high-strength bolted frictional girder connection." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.0189.
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<p>Bolted girder connections resist applied bending moment through the cooperation of flange and web resistances. To utilize the bending plastic capacity of the girder connection at the ultimate limit state, the bearing capacity of the girder connection should be defined by the cooperative resistance and the ductility of bolt hole deformation. In the present study, pure bending test of plate girders bolted connection has been conducted to evaluate quantitatively the resistance and the ductility of the connection. From obtained results, it was found that the overall slip would not occur until the bolt group in the web other than around the neutral axis reaches their slip strength. In addition, overall slip strength formula with a 5% discrepancy from the experimental results has been newly proposed. As for the deformation capacity, it was found that the flange bolt hole deformation was about 10% of the bolt diameter at the design full plastic moment.</p>
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Song, Fei, and Ke Li. "Nonlinear Finite Element Modeling and Experimental Validation of Advanced High Fatigue Strength Threaded Connections for Sucker Rod Pumping Applications." In ASME 2021 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/imece2021-72196.
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Abstract Rod pump systems can be the most commonly used artificial lift technology for oil production. A rod pump system that brings underground oil to the earth’s surface consists of a prime mover, a surface pump, a sucker rod string, and a downhole pump. A pin at each end of the rod and a box coupling are threaded together to connect the sucker rod and form the rod string. The sucker rod string acts as the connecting link between the surface pumping unit and the subsurface rod pump. The loads generated from the reciprocating upstroke and downstroke motions could impose a risk of fatigue failure in the sucker rod connections with cyclic tensile stresses. The increasingly harsh field operational conditions that require deeper wells and higher production are pushing the connections to their limits. As a result, failures of the standard API (the American Petroleum Institute) sucker rod connections are becoming increasingly more frequent. The resulting rod string failures are expensive to repair because the whole string must be disassembled and removed so that the failed rod can be accessed, and the rod string must then be reassembled. Such high repair cost is unaffordable for the wells with low production rates. Therefore, there is a strong demand for having a threaded connection design with high fatigue strength that is suitable for sucker rod pumping applications. To enable a long service life and to reduce cost of service delivery caused by frequent repairs, an advanced rod pump threaded connection design with significantly improved fatigue resistance over the standard API design has been developed and experimentally qualified. Modeling and simulation techniques had been extensively used to drive the design and qualification process. The newly developed connection design is featured by an optimized thread form and stress relief groove, and an advanced manufacturing process. Nonlinear finite element analysis (FEA) was extensively utilized to predict the fatigue resistance of the threaded connection with makeup torque and service stroke loads, and to explore and optimize the designs of the threads and stress relief feature prior to physical prototyping and testing. The FEA models had favorably predicted the performance of the new design, which was later experimentally validated through full-scale axial and rotary bending fatigue tests, respectively. The work presented in the paper sets a successful example of model-driven design, which can significantly shorten the development time and cost. The newly developed high fatigue strength sucker rod connections have great potential for mitigating the risk of rod string failures during pumping operations and therefore improving operational reliability for both beam and progressing cavity pumping systems.
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Yu, Da, Jae B. Kwak, Seungbae Park, Soonwan Chung, and Ji-Young Yoon. "Effect of Shield-Can Design on Dynamic Responses of PCB Under Board Level Drop Impact." In ASME 2009 International Mechanical Engineering Congress and Exposition. ASMEDC, 2009. http://dx.doi.org/10.1115/imece2009-12639.
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When a handheld device is subjected to a drop impact, the out-of-plane deformation of printed circuit board (PCB) is a major concern to manufacturers as it is directly proportional to the stress which causes failure for the solder joints. The shield-can attached to the PCB can provide additional mechanical strength and minimize the out-of-plane deformation. In this work, board level drop test is conducted with instrumentation following the Joint Electron Device Engineering Council (JEDEC) test standards. A non-contact full field optical measurement technique, Digital Image Correlation (DIC), is applied to monitor and document the dynamic responses of PCB during the drop test. Different shield-can type varying in shape and size are attached to the PCB through frame or clip type connection. The effects of these two connecting methods, as well as the shape and size of shield-can, on the dynamic responses of PCB are analyzed experimentally. Along with board level drop experiments, a detailed 3D FEA model has been developed to verify and analyze the dynamic responses of PCB using ANSYS/LS-DYNATM. Several simulations have been performed to verify experimental results. Different contact techniques, such as Nodes merge and Tied Nodes to Surface (TDNS) contact have been applied as boundary conditions to connect shield-can with PCB and a proper representation of connection is found in the simulation.
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Alexander, Chris, and Tony Wilson. "Reinforcing Field Fabricated Branch Connections Using Composite Materials." In 2006 International Pipeline Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/ipc2006-10483.
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Field fabricated branch connections are manufactured in lieu of forged tee fittings. To be used in accordance with ASME B31.8, these connections are subject to the area replacement method to ensure that sufficient material is present to reinforce the opening in the run piping. If insufficient material is present in the weld itself, pads are welded into place to serve as the reinforcing mechanism. One question posed recently to Stress Engineering Services, Inc. and Armor Plate, Inc. by a gas pipeline company was the feasibility of using composite materials to reinforce previously-fabricated branch connections that did not have sufficient steel material present to satisfy the requirements of the area replacement method. Initial evaluation of the concept involved calculating the strength required to ensure that the branch connection would have sufficient long-term strength to withstand operating condition. Elastic-plastic finite element analyses were also performed using limit analysis methods to determine the minimum composite thickness that was required. Once all analytical efforts were completed, a full-scale test was performed on an exemplar branch connection fabricated from a 24-in × 0.375-in pipe and a branch pipe fabricated from 12.75-in × 0.375-in pipe (both Grade X42). Pressure levels exceeding 2.9 times the MAOP of the 24-inch pipe (787 psi) were reached before the branch connection leaked at a maximum pressure level of 2,314 psi. This burst pressure is 1.76 times SMYS. A burst in the connection did not occur, but rather a leak developed in the weld joining the branch and the run pipes and most likely initiated in the crotch region where the highest levels of strain occurred during pressure testing. Considering the results of the test program and the calculated results, the pipeline operator concluded that a sufficient design margin existed to warrant the use of the composite materials as a valid reinforcement method. In addition to specific elements of the evaluation program, this paper will also provide discussions on using composites materials in repairing and reinforcing high pressure pipelines.
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Bakaldin, V. I., V. I. Kashirin, V. V. Petrov, V. G. Fedosov, and G. V. Fedosova. "Design and Manufacturing of VVER-1500 Reactor Vessel Principal Problems and Ways of Their Solution." In ASME 2006 Pressure Vessels and Piping/ICPVT-11 Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/pvp2006-icpvt-11-94032.
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The principal design problems of VVER-1500 reactor vessel and its cover are reviewed in this report. A wide range of preliminary studies carried out permitting to solve principal design and manufacturing problems of the vessel and rector cover within the framework of the draft design: • minimization of overall dimensions, • sustentation of principle possibility to provide tightness of the reactor main seal, • process work-out of the vessel, reactor cover and bottom with provision of manufacturing, • design of the reactor vessel support structures. The main attention is payed to the aspects of manufacturability of the reactor vessel and its cover in design dimensions with provision of required mechanical properties and their transportability to the constructing site. It’s required to carry out experimental work to prove manufacturing technology and to ensure mechanical properties of the following: • cover; • nozzle zone shells; • supporting shell; • bottom. To confirm construction efficiency during design life-time (60 years) the principal design approaches should be worked out on a test bench. Taking into account the complexity of the construction and restrictions of full-scale simulation, experimental confirmation of reactor vessel and cover on photoelastic epoxide resin models should be performed. Moreover, strength and life-time of threaded connection parts of the reactor main seal shall be confirmed on full-scale models.
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Cotter, Adrian, and Peter Boothby. "Technical Challenges of a High Pressure Heavy Wall Hot Tap Connection on the Bord Gáis Éireann Brighouse Bay Project." In 2012 9th International Pipeline Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/ipc2012-90173.
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The UK onshore high pressure gas export terminal at Brighouse Bay in south west Scotland is a key strategic facility for Bord Gáis Éireann currently providing the predominant source of gas supply to Ireland via two interconnector pipelines that cross the Irish sea. A high design pressure of 150 barg combined with a low minimum design temperature (−30°C) has led to the use of heavy wall thickness station pipework, i.e. 508 mm outside diameter × 38.1 mm wall thickness ASTM A333 grade 6 (240MPa yield strength) seamless pipe. A requirement for a new hot tap connection at Brighouse Bay to improve security of supply identified several issues that needed to be addressed. Firstly, the normal UK requirement for 2 × carrier pipe thickness for the shell of the full encirclement split tee for the main branch connection could not be achieved due to the impracticality of rolling 76.2 mm thickness material to an internal diameter of only 508 mm to match the carrier pipe. Consequently there was concern that the area replacement ratio achieved by use of a thinner fitting may not be adequate for any additional site specific system loading despite meeting the ASME B31.3 code. Furthermore, the pressurised circumferential fillet welds made between the split tee and the carrier pipe may not be of sufficient size in view of the restricted leg length and hence resultant reduced fillet weld throat thickness. The parameters for the Brighouse Bay pipework in term of pipe material specification, pipe wall thickness and design pressure were also outside the range for which the existing UK hot tap welding procedure had been qualified. Hence a hot tap simulation assembly would need to be fabricated to qualify the welding procedure. In addition, the 38.1mm thickness Brighouse Bay pipework required PWHT in accordance with the ASME B 31.3 design code, but PWHT was not feasible for the hot tap connection. Hence there would be a need to demonstrate adequate toughness and fitness for purpose in the as welded condition. The paper describes the detailed approach taken to address these concerns which included preliminary on-site material sampling and NDE, evaluation and assessment of the project pipe and fitting materials requirements, pipework stress analysis, finite element analysis and engineering critical assessment of the split tee connection, and hot tap weld procedure qualification. The paper concludes by describing the successful hot tap installation phase of the project.
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Buitrago, Jaime, Nathan A. Nissley, and Gabriel Rombado. "Verification of Fracture and Fatigue Performance of Titanium Gr. 29 Welds in Tapered Stress Joints." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83696.
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Design of a Steel Catenary Riser (SCR) requires the use of connection hardware to accommodate the bending moment that arises from the abrupt change in stiffness at the floater hang-off. Reliability of this connection hardware is of paramount importance in ultra deepwater applications (up to 3000m), especially those involving high pressure and temperature fluids. One type of such connection hardware is a metallic tapered stress joint. Because of its inherent density, strength, and stiffness, steel is not well suited for these applications due to the length and weight constraints. Titanium Gr. 29 (Ti), which is as strong as steel but lighter and more flexible, has been identified as a good material candidate for a tapered stress joint. The required length (∼40ft) and thickness (∼3.5in.) of the Titanium Stress Joint (TSJ) cannot be fabricated as a single piece due to forging size limitations. Thus, an intermediate girth weld becomes necessary. The fracture and fatigue performances in the presence of the external seawater and cathodic protection (CP) and the internal sour production with galvanic effects between the Ti and steel must be assessed to verify the service life of the stress joint. ExxonMobil has developed and initiated a Joint Industry Project to fully address the fracture and fatigue qualification of titanium welds. In particular, the project plans to establish a robust methodology for the future qualification of TSJs that parallels, to the extent possible, the qualification process currently used for SCRs. This paper discusses the primary aspects of the titanium weld qualification: (1) selection of test specimens, (2) load frequency effects on initiation and propagation lives, (3) environmental assisted cracking due to hydride formation under cathodic and galvanic conditions, (4) full-thickness small-scale fatigue, (5) size effect on fatigue, and (6) weld inspection.
Reports on the topic "Full-strength connection design"
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PARAMETRIC STUDIES ON THE MOMENT RESISTANT BEAMCOLUMN CONNECTION BEHAVIOR OF CONCRETE FILLED DOUBLE STEEL TUBULAR COLUMNS AND I STEEL BEAMS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.284.
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The configuration of Concrete filled double steel tubular cross-section (CFDST) has the potential to overcome the beam-column connection difficulties found in steel tubular cross-sections. Since experimental parametric studies are expensive, numerical methods are adopted in this study to understand the behavior of beam-CFDST column connection under monotonic and cyclic loading conditions. The connection type is observed to be as semi-rigid as per EN1993-1-8. Parametric study includes design parameters like, concrete infill strength, yield strength of inner steel tube and outer steel tube, hollowness ratio, width to thickness ratio of inner steel tube and outer steel tube, end plate thickness and provision of stiffeners for end plate. Thickening the inner steel tube locally at the bolt location and providing stiffener plate or bracket at the compression zone of the extended end plate improves the rotational capacity of the connection as high as 0.06 rad for full plastic moment capacity of the beam. Recommendations are given for proportioning the connection components like end plates, bolts, inner steel tube and stiffeners for an optimal semi-rigid connection design.
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EXPERIMENTAL AND NUMERICAL INVESTIGATION ON SEISMIC PERFORMANCE OF RING-BEAM CONNECTION TO GANGUE CONCRETE FILLED STEEL TUBULAR COLUMNS. The Hong Kong Institute of Steel Construction, March 2022. http://dx.doi.org/10.18057/ijasc.2022.18.1.9.
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This paper presents an investigation on seismic performance of a ring-beam connection that is used to connect reinforced gangue concrete (RGC) beam to coal-gangue concrete-filled steel tubular (GCFST) column. Two specimens, including an interior connection with two beams and an exterior connection with one beam, were designed and fabricated for experimental tests under full-reversing cyclic loads at beam ends. In addition, finite element models which corresponded to tested specimens were developed using ABAQUS to conduct numerical simulations of the composite connection subjected to the combined axial and cyclic loads. The feasibility of the developed model to predict failure modes and load-deformation response of the connection was validated by comparing with test results. The response of the ring-beam connection to cyclic loads was examined with respects to the load-bearing capacity, deformation resistance, stiffness and strength degradation, ability to dissipate energy in a seismic event, and ductility. With numerical models, parametric analysis was completed to evaluate the influences of material and structural parameters on connection resistance against cyclic loads. Based on the results of parametric studies, a restoring force model of skeleton curve for the ring-beam connection was developed in terms of ultimate capacity and corresponding deformation. The results provided practical suggestions for the application of ring-beam connection to GCFST column in the projects.