Relevant bibliographies by topics / Bolted steel connection

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Bolted steel connection'

Author: Grafiati
Published: 4 June 2021
Last updated: 14 February 2022

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Journal articles on the topic "Bolted steel connection"

1

Cheng, Bo, and Zhenyu Wu. "Finite Element Analysis on Tensile Stiffness of Cold-Formed Steel Bolted Connections." Open Civil Engineering Journal 9, no. 1 (September 23, 2015): 724–35. http://dx.doi.org/10.2174/1874149501509010724.

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This paper presents a finite element analysis on the tensile stiffness of steel bolted connections which are fabricated from thin-walled cold-formed steel strips and their members. This type of bolted connection is usually used to assemble the diagonal bracing member in the light steel structure. Unlike the architectural steel structure, thin walled steel bolted connection cannot be simplified into a hinge joint due to the weak tensile stiffness of connection. The calculation of tensile stiffness of bolted connection is necessary to accurately evaluate the effectiveness of bracing system in the coldformed steel structure. Based on the existing test results and analysis results, finite element (FE) models with threedimensional solid elements were established to investigate the tensile stiffness of bolted connections between cold-formed steel plates under shear. The analysis with non-linear material and contact elements was carried out in order to predict the load-displacement relationships of bolted connections. Furthermore, a parametric study on single-bolted or two-bolted connections with different configurations was performed to study the relationship of connection tensile stiffness and structural parameters such as bolt diameter, plate thickness and steel yield strength. According to the stiffness results obtained from parametric study, six calculating equations for practical design of cold-formed steel bolted connection have been proposed. The calculation results of the stiffness equations are in a good correlation with those of FE analysis, and the proposed equations have been found to provide estimates of tensile stiffness of bolted connections with reasonable accuracy.
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Konkong, N. "An Investigation on the Ultimate Strength of Cold-Formed Steel Bolted Connections." Engineering, Technology & Applied Science Research 7, no. 4 (August 9, 2017): 1826–32. http://dx.doi.org/10.48084/etasr.1243.

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This paper presents experimental results and finite element analysis of the cold-formed steel bolted connection under shear loading. Experiments are conducted to study the ultimate behaviors, such as ultimate strength and failure mode of connections. The samples were fabricated into three different groups, single bolted, double bolted and quadruple bolted connection. Material properties were determined by tensile coupon testing. Bearing failure modes were detected in the bolted connection tests. The ultimate capacities were compared with the nominal strengths calculated using the AISI (2012). The comparisons show that the nominal strength parameters predicted by this specification is conservative. The finite element analysis shell elements were used to model the cold-formed steel plate while solid elements were used to model the bolted fastenings for the purpose of studying the structural behavior of bolted connections. Material nonlinearities, contact problem and geometry nonlinearities analysis are carried out in order to predict ultimate strength and failure mode of connections. The results show that the proposed model accurately represents the failure mode and ultimate strength of bolted connection, as determined from experimental investigation. The new factor for type of bearing connection has a good agreement with the tested bearing strength of bolt connection.
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Shin, Jinwon, and Jinkyu Kim. "Numerical and Experimental Study on Welded and Bolted Steel Beam–Column Connections Subjected to Cyclic Loading." Journal of Earthquake and Tsunami 11, no. 04 (October 2017): 1750014. http://dx.doi.org/10.1142/s1793431117500142.

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This paper presents experimental and numerical studies for predicting the seismic responses of welded and bolted steel beam–column connections, namely, welded unreinforced flange and bolted web connection, and welded unreinforced flange and welded web connection. Cyclic tests of these connections composed of members applied widely to steel structures are conducted to examine their seismic performance. Numerical simulations with a focus on the bolted joint are conducted using a nonlinear finite element code. Two different strategies of modeling bolted parts are provided to improve the computational efficiency of numerical analysis: solid contact elements and more simply using shell connector elements. Numerical solutions obtained for full connection models are experimentally validated. The rotational capacity and dissipated energy of the welded and bolted connections are discussed. The local responses for stress and strain in the vicinity of welded and bolted joints are also investigated.
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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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Xu, De Liang, Wei Qing Liu, Ding Zhou, Jian Dong Ding, Ying Lei, and Wei Dong Lu. "The Study on Mechanical Properties of Single-Bolted Steel-Glulam-Steel Joints." Advanced Materials Research 255-260 (May 2011): 204–8. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.204.

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Seven groups, total of 31 single-bolted steel-glulam-steel joints, were tested for their mechanical performance. The mechanical properties of single-bolted steel-glulam-steel connection subjected to a load parallel to the grain have been studied. The failure mode and failure mechanism of bolted connections were discussed in detail. It is shown that the failure mode, bearing capacity, stiffness and ductility of the joint are mainly relative to the thickness of the glulam and the diameter of the bolt. Due to the wide application of bolted steel-glulam-steel connections in engineering, the present work can be taken as a reference in manufacture, and design of modern timber structures.
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Kakaliagos, Aristotle K., and Jack G. Bouwkamp. "Tests on Steel and Composite Beam-to-Column Connections Strength and Stiffness Aspects." Earthquake Spectra 9, no. 4 (November 1993): 755–80. http://dx.doi.org/10.1193/1.1585739.

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The connection interface of seven welded and bolted beam-to column connections under cyclic alternating loads, has been studied. Three fully welded connections were designed to compare the effect of filled-in concrete in a typical steel column section (a composite section) with the response of typical welded connections with and without column-web stiffeners. A similar set of three specimens were tested to assess the composite effect for connections with bolted endplates. A final, seventh, bolted beam-column connection, with composite sections for both the column and the beam, was also tested. The test results have demonstrated the effectiveness of concrete in replacing the stiffeners. Compared to the welded unstiffened connection, the use of bolted endplate connections or of composite column sections can increase the elastic moment-rotation stiffness of the connection, introducing however cyclic stiffness degrading phenomena when stressed beyond the elastic limit.
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Grigorian, C. E., T. S. Yang, and E. P. Popov. "Slotted Bolted Connection Energy Dissipators." Earthquake Spectra 9, no. 3 (August 1993): 491–504. http://dx.doi.org/10.1193/1.1585726.

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Slotted Bolted Connections (SBCs) are modified bolted connections designed to dissipate energy through friction during rectilinear tension and compression loading cycles. Experimental results on two types of SBCs are reported. In one type, friction occurs between clean mill scale steel surfaces; in the other, friction is between clean mill scale steel and brass surfaces. The behavior of connections with brass on steel frictional surfaces is found to be more uniform and simpler to model analytically than that with steel on steel surfaces. These connections maintain essentially constant slip force, and unlike those with steel on steel surfaces, require minimal overstrength of the system in design. The frictional mechanisms giving rise to the observed behavior are explained. As an example of application a one story diagonally braced frame was designed and its behavior determined for four different earthquakes. Experimental results are presented for the fabricated SBC for this frame subjected consecutively to the four displacement histories derived from these earthquakes. The agreement between the analytical and experimental results is found to be excellent. Because of the intrinsic simplicity of the SBCs and their very low cost, their use in seismic design and retrofit applications appears to be very promising.
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Roeder, Charles W. "Prequalification of Steel Moment-Frame Connection Performance." Earthquake Spectra 19, no. 2 (May 2003): 291–308. http://dx.doi.org/10.1193/1.1574325.

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Welded-flange/bolted-web connections were damaged during the Northridge earthquake, and the SAC Steel Project was funded by the Federal Emergency Management Agency to find solutions to the problems caused by this damage. The Connection Performance Technical Advisory Panel was one of several groups completing the project research, and this group examined all connection performance issues. Many connections were evaluated, and some were prequalified for future use without detailed testing or evaluation. This prequalification criteria and the methods used to satisfy the criteria are described. Some connections that satisfy the prequalification criteria are summarized and the general basis for the prequalification limits are noted. Prequalification requires an adequate experimental database for understanding and evaluating all yield mechanisms and failure modes for each connection type. The concept of the yield mechanisms and failure modes, and the application of the experimental data toward meeting the prequalification requirements are described. A wide range of connections including fully bolted connections, welded connections, and a range of partial-strength and partial-stiffness connections are included.
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He, Min Juan, Yi Zhao, and Ren Le Ma. "Lateral Resisting Experiment of Prestressed-Tube Bolted Connection for Post-and-Beam Timber Construction." Advanced Materials Research 778 (September 2013): 631–38. http://dx.doi.org/10.4028/www.scientific.net/amr.778.631.

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Connections are key elements and the weak points for timber structures. The most commonly used bolted timber connections with slotted in steel plate have low lateral stiffness and poor ductility in post-and-beam construction. This paper introduces the prestressed-tube bolted connection to alleviate this problem. To evaluate its lateral resisting performance, the failure mode, strength, lateral stiffness, ductility, hysteresis curve and equivalent viscous damping ratio of the ordinary and improved connections, as determined by the monotonic and reversed cyclic loading test, are compared. The results demonstrate that the lateral stiffness of the prestressed-tube bolted connection has been significantly improved, and its ductility is also better than the normal bolted connection with no decrease in the ultimate moment resisting capacity. It is believed that the semi-rigid prestressed-tube bolted connection, as an alternative to current bolted solutions, may provide reasonable lateral stiffness and has good potential for use in post-beam timber construction.
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Zhou, Jun Wen, Dong Sheng Huang, Wen Hu Li, Ai Hua Liu, and Wei Cheng Shi. "Failure Modes of Bolted Steel-Wood-Steel Connections Loaded Parallel-to-Grain." Applied Mechanics and Materials 256-259 (December 2012): 652–56. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.652.

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Bolted steel-wood-steel connection is an important fashion of connections in timber structure, the manners of failure loaded parallel-to-grain include bearing, row shear-out, group tear-out and splitting, and the brittle failure modes are predominant in some tested results of bolted connections specimens. End distance, bolt spacing, row spacing and the thickness of wood have important influence on the failure modes, and meanwhile, the bolt diameter can not be neglected. Based on the different failure fashion, the equations of strength were given.
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Dissertations / Theses on the topic "Bolted steel connection"

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Blumenbaum, Stephen E. "Response of Cyclically Loaded Extended End-Plate Moment Connections When Used With Welded Built-Up Sections." Thesis, Virginia Tech, 2004. http://hdl.handle.net/10919/10060.

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An experimental investigation was conducted to study the behavior of extended end-plate moment connections subjected to cyclic loading. Eleven specimens were tested, representing typical connection configurations used in the metal building manufacturing industry. Four of the beams were shallow (30 in. or less), and seven were deep (60 in. or more). Two of the beams had compact webs, two had non-compact webs, and seven had slender webs. All specimens were designed according to the "thick plate" procedure contained in AISC Design Guide 16, Flush and Extended Multiple-Row Moment End-Plate Connections. A displacement-controlled history was used to load the specimens. Experimental maximum moments were compared to analytical predictions of beam and connection strength. Also, each moment versus rotation relationship was analyzed for compliance with the requirements of Ordinary, Intermediate, and Special Moment Frames, as defined by AISC in the Seismic Provisions for Structural Steel Buildings. The experimental results demonstrated that the thick plate procedure in Design Guide 16 is an accurate model for predicting the strength of the connection elements, and the procedure is recommended for designing connections subject to cyclic (seismic) loads. The connection design moment should be based on the expected plastic strength of the beam, regardless of the equations governing nominal beam strength.
Master of Science
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Schrader, Craig A. "Prequalification and Design of Rolled Bolted T-stub Connections in Moment Resisting Frames." University of Cincinnati / OhioLINK, 2010. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1291060563.

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Sumner, Emmett A. "Unified Design of Extended End-Plate Moment Connections Subject to Cyclic Loading." Diss., Virginia Tech, 2003. http://hdl.handle.net/10919/28078.

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Experimental and analytical research has been conducted to develop unified design procedures for eight extended end-plate moment connection configurations subject to cyclic/seismic loading. In addition, the suitability of extended end-plate moment connections for use in seismic force resisting moment frames was investigated. Eleven full-scale cyclic and nine monotonic extended end-plate moment connection tests were conducted. Design procedures for determining the required bolt diameter and grade, end-plate thickness, and column flange thickness were developed. The proposed design procedure utilizes a strong column, strong connection, and weak beam design philosophy. This forces the connecting beam to provide the required inelastic deformations through formation of a plastic hinge adjacent to the connection region. The proposed design procedure was used to make comparisons with ninety experimental tests conducted over the past twenty-six years. A limited finite element study was conducted to investigate the behavior of the column flange. The experimental results demonstrate that extended end-plate moment connections can be detailed and designed to be suitable for use in seismic force resisting moment frames. The proposed design procedure strength predictions correlated well with the results from ninety experimental tests. The limited finite element modeling conducted as a part of this study, correlated well with the strength predictions produced by the proposed design procedure.
Ph. D.
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Xu, Ke. "Cold-Formed Steel Bolted Connections Using Oversized and Slotted Holes without Washers." Thesis, University of North Texas, 2010. https://digital.library.unt.edu/ark:/67531/metadc30530/.

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In cold-formed steel (CFS) construction, bolted connections without washers for either oversized or slotted holes may significantly expedite the installation process and lower the cost. However, the North American Specification (AISI S100, 2007) for the Design of Cold-Formed Steel Structural Members requires washers to be installed in bolted connections with oversized or slotted holes. A research project (Phase 1) sponsored by American Iron and Steel Institute (AISI) was recently completed at the University of North Texas (UNT) that investigated the performance and strength of bolted CFS connections with oversized and slotted holes without using washers. The research presented in this thesis is the Phase 2 project in which the bolted CFS connections were studied in a broader respect in terms of the failure mechanism, the material thickness, and the hole configurations. Single shear and double shear connections without washers using oversized holes, oversized combined with standard or slotted holes were experimentally examined. Combined with Phase 1 results, the Phase 2 gives a comprehensive evaluation of the behavior and strength of bolted CFS connections with oversized and slotted holes without using washers. Revisions to the existing AISI North American Specification requirements for bolted connections are proposed to account for the reduction in the connection strength caused by the oversized and slotted hole configurations without washers. Specific LRFD and LSD resistance factors and ASD safety factors for different hole configurations in terms of the new proposed methods were presented.
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Hahnel, Christopher. "Analysis of Bolted Top and Seat Angle Connection Failure Modes & Fracture Prediction." University of Cincinnati / OhioLINK, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1447688781.

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Johnson, Curtis Mathias. "A comparison of Reduced Beam Section moment connection and Kaiser Bolted Bracket® moment connections in steel Special Moment Frames." Thesis, Kansas State University, 2017. http://hdl.handle.net/2097/36233.

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Master of Science
Department of Architectural Engineering and Construction Science
Kimberly W. Kramer
Of seismic steel lateral force resisting systems in practice today, the Moment Frame has most diverse connection types. Special Moment frames resist lateral loads through energy dissipation of the inelastic deformation of the beam members. The 1994 Northridge earthquake proved that the standard for welded beam-column connections were not sufficient to prevent damage to the connection or failure of the connection. Through numerous studies, new methods and standards for Special Moment Frame connections are presented in the Seismic Design Manual 2nd Edition to promote energy dissipation away from the beam-column connection. A common type of SMF is the Reduce Beams Section (RBS). To encourage inelastic deformation away from the beam-column connection, the beam flange’s dimensions are reduced a distance away from the beam-column connection; making the member “weaker” at that specific location dictating where the plastic hinging will occur during a seismic event. The reduction is usually taken in a semi-circular pattern. Another type of SMF connection is the Kaiser Bolted Bracket® (KBB) which consists of brackets that stiffen the beam-column connection. KBB connections are similar to RBS connections as the stiffness is higher near the connection and lower away from the connection. Instead of reducing the beam’s sectional properties, KBB uses a bracket to stiffen the connection. The building used in this parametric study is a 4-story office building. This thesis reports the results of the parametric study by comparing two SMF connections: Reduced Beam Section and Kaiser Bolted Brackets. This parametric study includes results from three Seismic Design Categories; B, C, and D, and the use of two different foundation connections; fixed and pinned. The purpose of this parametric study is to compare member sizes, member forces, and story drift. The results of Seismic Design Category D are discussed in depth in this thesis, while the results of Seismic Design Category B and C are provided in the Appendices.
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Hsia, Wei-Kung 1958. "DOUBLE ANGLE CONNECTION MOMENTS (RICHARD EQUATION, PRYING FORCE, BEAM-LINE THEORY, MOMENT ROTATION CURVE)." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/291892.

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Ye, Wei. "A study of the rotational behaviour of the bolted connections in the cold-formed steel purlin system." Thesis, University of Wolverhampton, 2015. http://hdl.handle.net/2436/615652.

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Cold-formed steel purlin systems are widely used in modem building construction, for supporting the roof and floor structures. The rotational behaviour of beam-to-beam bolted connections, which are used between the sections, significantly affects the performance of purlin systems and is hard to predict. The behaviour models currently available for the connections only offer linear or multilinear predictions with low levels of accuracy. The aim of the research presented in this thesis is to develop and propose a nonlinear, more accurate behaviour model for the sleeved modified Z bolted connections, by means of experimental and numerical analysis. Finite element models are presented for the single-bolt, single-lap connection, sleeved modified Z connections in the simply supported arrangement, and a six-span purlin system. Based on the numerical results that have been validated by the experiments, a nonlinear behaviour model is proposed for the sleeved modified Z connections. In the model, the behaviour of the connections is divided into four stages, based on the dominant mechanism that provides the resistance to the rotation. Different formulas are used in different stages to determine the behaviour of the connection, boundary conditions, and magnitudes of bolt forces. The new model reflects well the true behaviour of the connections, and provides a good understanding of what happens inside the connections. The model reveals the failure pattern of the connections and enables optimization in the design of purl in systems, for improving efficiency in material usage.
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Hamodi, Sara, and Sadi Taha Fahandezh. "Analysis of Tension-Zone Resistance in Bolted Steel Connections : Component Method according to Eurocode3." Thesis, KTH, Stålbyggnad, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-213723.

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In order to predict the behaviour of bolted steel connections, different methods can be applied to calculate the design tension resistance. In this thesis, the tension resistance is evaluated in the context of the so called Component Method according to Eurocode 3 part 1-8. The design approach establishes a unified procedure of modelling steel joints. Each joint configuration is decomposed into its basic components depending on loading type. In order to design the resistance of components subjected to tensile forces, a simple substitute model, the so-called Tstub flange is adopted. The Component Method is rather complicated to apply for all joint configurations. Therefore, the aim of this thesis is to create a brief and facilitated handbook covering the most common types of connections Kadesjös’ engineers deal with. The topic to be studied is rather comprehensive. Thus, this work is only focusing on the resistance calculation of components located in tension zone of HEA-sections in order to go deeper into the equivalent T-stub approach. To get a complete view about the designing procedure, general information about the Component Method are gathered by a literature study. Thereafter, the technical rules for calculation introduced in codes and standards were used to generate a general solution algorithm for two different connection configurations. The calculations have been performed using Mathcad, and the obtained results from a parametric analysis for particular profiles in each example are then summarised in tables and diagrams using Microsoft Excel.
Att förutse skruvförbands beteende kan kräva tillämpning av diverse metoder. Metoderna används för att kalkylera den dimensionerande lastkapaciteten. I denna avhandling värderas lastkapaciteten i enlighet med den så kallade Komponentmetoden från del 1-8 i Eurokod 3. Denna dimensioneringsmetod fastslår en enhetlig procedur när det gäller modelleringen av stålförband. Varje förbandstyp bryts ner till sina baskomponenter med avseende på belastningstypen. För att beräkna den dimensionerande lastkapaciteten för dragbelastade komponenter används en förenklad substitutionsmodell en så kallad T-knut. Komponentmetoden är något komplicerad att tillämpa för alla former av skruvförband. Därmed är den huvudsakliga ambitionen med arbetet att skapa en kortfattad handbok vars syfte är att täcka de vanligaste typerna av skruvförband som Kadesjös konstruktörer använder sig av. Ämnet som kommer att studeras är relativt omfattande, således bestämdes det att i huvudsak sätta fokus på bärförmågan hos komponenter i dragzonen för HEA-profiler och därav dyka djupare i den ekvivalenta T-knutmetodiken. För att få en helhetsbild av dimensioneringsprocessen samlades allmän information om komponentmetoden genom litteraturstudier. Därefter användes dimensioneringsreglerna, presenterade i koder och standarder, för beräkning av lastkapacitet. Dessa utnyttjades för att generera en lösningsalgoritm för två skilda förband. Beräkningen genomfördes med hjälp av beräkningsprogrammet Mathcad. De erhållna resultaten, från en parametrisk analys för särskilda profiler i varje exempel, sammanfattades i form av tabeller och diagram med hjälp av Microsoft Excel.
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Citipitioglu, Ahmet Muhtar. "Development and assessment of response and strength models for bolted steel connections using refined nonlinear 3D finite element analysis." Diss., Atlanta, Ga. : Georgia Institute of Technology, 2009. http://hdl.handle.net/1853/31691.

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Thesis (Ph.D)--Civil and Environmental Engineering, Georgia Institute of Technology, 2010.
Committee Chair: Haj-Ali, Rami; Committee Co-Chair: Leon, Roberto; Committee Co-Chair: White, Donald; Committee Member: DesRoches, Reginald; Committee Member: Gentry, Russell. Part of the SMARTech Electronic Thesis and Dissertation Collection.
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Books on the topic "Bolted steel connection"

1

Wilkinson, Thomas Lee. Strength of bolted timber connections with steel side members. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1992.

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Wilkinson, Thomas Lee. Strength of bolted timber connections with steel side members. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1992.

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Wilkinson, T. L. Strength of bolted timber connections with steel side members.. Madison: United States, Forest Service, Forest Products Laboratory, 1992.

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Wilkinson, Thomas Lee. Strength of bolted timber connections with steel side members. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1992.

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Zadanfarrokh, Farzin. Analysis and design of bolted connections in cold formed steel members. Salford: University of Salford, 1991.

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Reider, Bjorhovde, Brozzetti Jacques, and Colson André, eds. Connections in steel structures: Behaviour, strength, and design. London: Elsevier Applied Science, 1988.

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M, Murray Thomas. Flush and extended multiple-row moment end-plate connections. Chicago, IL: American Institute of Steel Construction, 2002.

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Ocel, Justin M. Guidelines for the Load and Resistance Factor Design and Rating of Riveted and Bolted Gusset-Plate Connections for Steel Bridges. Washington, D.C.: Transportation Research Board, 2013. http://dx.doi.org/10.17226/22584.

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1936-, Chen Wai-Fah, ed. Steel beam-to-column building connections. London: Elsevier Applied Science, 1988.

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Overbeeke, J. L. The Application of Welded, Bolted and Riveted Connections in HSLA Steel in Structures Subjected to High-dynamic Loading. European Communities / Union (EUR-OP/OOPEC/OPOCE), 1991.

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Book chapters on the topic "Bolted steel connection"

1

Galić, Mario, Hrvoje Draganić, and Tihomir Dokšanović. "Finite Element Mesh Size Optimization for Steel Bolted Connection." In EngOpt 2018 Proceedings of the 6th International Conference on Engineering Optimization, 53–60. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97773-7_5.

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Sun, Yuping, and Liping Nie. "The Seismic Behavior Analysis of Steel ColumnTree Web Connection with Bolted-Splicing." In Computational Structural Engineering, 243–51. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2822-8_28.

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Leon, R. T., and J. A. Swanson. "Cyclic modeling of T-stub bolted connections." In Behaviour of Steel Structures in Seismic Areas, 703–10. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-96.

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Beg, D., P. Skuber, and C. Remec. "Earthquake resistance of frames with unsymmetric bolted connections." In Behaviour of Steel Structures in Seismic Areas, 551–57. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-76.

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Becque, J., and I. Hajirasouliha. "Countersunk bolted moment connections in cold-formed steel." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1074–79. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-177.

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Tucki, P., and E. Hotała. "Innovative bolted end-plate connections for high web I-beams." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 370–77. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-47.

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Kasai, Kazuhiko, Yanghui Xu, and Arum Mayangarum. "Experiment and analysis of bolted semi-rigid beam-column connections Part I: Cyclic loading experiment." In Behaviour of Steel Structures in Seismic Areas, 199–206. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-28.

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Sobrinho, K. P., A. T. Silva, M. C. Rodrigues, P. C. G. S. Vellasco, L. R. O. Lima, and J. Henriques. "Modelling of the ferritic stainless steel grade 430 bolted connections with damage implementation." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 349–55. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-44.

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Raghava, G., S. Vishnuvardhan, M. Saravanan, and P. Gandhi. "Studies on Fatigue Life of Typical Welded and Bolted Steel Structural Connections." In Advances in Structural Engineering, 2397–408. New Delhi: Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_182.

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Xu, Yanghui, Kazuhiko Kasai, and Changshi Mao. "Experiment and analysis of bolted semi-rigid beam-column connections Part II: 3-D finite element analysis of the connections using angles." In Behaviour of Steel Structures in Seismic Areas, 207–14. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-29.

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Conference papers on the topic "Bolted steel connection"

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Wang, Yan-Bo, Yi-Fan Lyu, and Guo-Qiang Li. "Experimental investigation of two-bolt connections for high strength steel members." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7211.

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This paper presents an experimental research on bearing-type bolted connections consisting of two bolts positioned perpendicular to the loading direction. A total of 24 connections in double shear fabricated from high strength steels with yield stresses of 677MPa and 825MPa are tested. Two failure modes as tearout failure and splitting failure are observed in experiments. The effect of end distance, edge distance, bolt spacing and steel grade on the failure mode and bearing behavior are discussed. For connection design with bolts positioned perpendicular to loading direction, it is further found that combination of edge distance and bolt spacing effectively determines the failure mode and ultimate load. The test results are compared with Eurocode3. An optimal combination of edge distance and bolt spacing as well as related design suggestion is thus recommended.
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H., Yao, Goldsworthy H. M., and Gad E. F. "Behaviour of Blind-Bolted Moment Connection to a Concrete-Filled Circular Column." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_bus-th043.

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Jiao, Y. F., and X. M. Liu. "Experimental Investigation on Flange Bolted-Welded Connection for Steel Frame." In 2015 International Conference on Electrical, Automation and Mechanical Engineering. Paris, France: Atlantis Press, 2015. http://dx.doi.org/10.2991/eame-15.2015.75.

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Zahmatkesh, F., and E. Talebi. "The Performance of Bolted Slant Endplate Connections Subjected to Temperature Increase." In ASME 2010 10th Biennial Conference on Engineering Systems Design and Analysis. ASMEDC, 2010. http://dx.doi.org/10.1115/esda2010-24720.

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In this paper the main goal is to evaluate the vertical and slant bolted endplate connections performance in steel moment frame structures under thermal effect in elastic field, and by a finite element software. the connections are simulated to complete and verify simple modeling of analytical and numerical analysis of the behavior of vertical and slant bolted endplate connections due to increase in temperature. The results that are obtained from performance of a vertical bolted endplate connection and a slant bolted endplate connection due to increase in temperature will be compared.
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Nagata, Satoshi, and Toshiyuki Sawa. "Effects of Temperature Change on Bolt Load and Gasket Load of Bolted Flange Connection With Ring Type Joint Gasket." In ASME 2008 Pressure Vessels and Piping Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/pvp2008-61418.

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Finite element analysis is carried out to clarify the effects of temperature change on the bolt load and gasket load of the bolted flange connections with ring type joint gasket so called RTJ. The RTJ type bolted flange connections are usually utilized for such severe operating conditions as high pressure and/or elevated temperature. It is important for the RTJ type flange connections to be clarified its behavior under internal pressure and thermal load. In this paper, finite element analysis is performed for the piping flange connection of 12 inch class 900 RTJ subjected to the combinations of internal pressure 10 MPa and/or uniform temperature 450°C. Three material combinations are also studied such as both low alloy flange and bolt, stainless steel flange and low alloy bolt and both stainless steel flange and bolt. Elastic analysis and elastic-plastic analysis are both computed and compared. From the analysis results, it is observed that the elastic analysis and elastic-plastic one give completely different behaviors especially in the bolt load change under the loading and the unloading conditions. The difference in coefficients of thermal expansion is essential on the bolt load change when the different materials are used for the flanges and the bolts. As a conclusion, in order to establish a simplified calculation of the RTJ type flange connection for its optimal design, it is necessary to consider the elastic-plastic material behavior at the contact between the gasket and the groove. It is also required to incorporate the difference of thermal expansion and stiffness between flange and bolt with temperature dependency.
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Sudirja, Abdul Hapid, Sunarto Kaleg, Amin, and Alexander Christantho Budiman. "Stress Distribution of Bolted Joint Connection in a Hybrid Composite-Steel Chassis." In 2020 International Conference on Sustainable Energy Engineering and Application (ICSEEA). IEEE, 2020. http://dx.doi.org/10.1109/icseea50711.2020.9306164.

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Kondo, Koji, Toshiyuki Sawa, Koji Sato, Tsutomu Kikuchi, and Shota Tsubaki. "The Sealing Characteristics of Bolted Flanged Connection With Metal Gasket." In ASME 2012 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/pvp2012-78413.

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Metal gaskets have been used in bolted flanged connections under high pressure and high temperature conditions. However, it is difficult to estimate an amount of leakage from the metal contact interfaces in the connections. Recently, it has been noticed that a tiny leakage occurs from the gasket interfaces in bolted flanged connections. Thus, it is necessary to study on the sealing characteristics of the metal to metal contact gasket in the connections under internal pressure and high temperature. In the present paper, for clarifying the characteristic of the metal gaskets, some experiments were conducted at room temperature. The gaskets are used aluminum, copper and mild steel flat gaskets. Firstly, according to JIS B 2490, the sealing behavior was measured taking account the surface roughness of the metal gaskets. The gaskets were compressed using a material testing machine while the amount of leakage was measured. Secondly, the amount of leakage was measured for bolted flanged connections with metal gaskets. The flange nominal diameter used was 2″. Finally, the contact gasket stress distributions in the connection were analyzed using 3-D FEM analysis. Using these results, discussion was made on the sealing behavior of the metal gaskets. In the result, it is found that plastic strain is important for the sealing performance of the metal gasket.
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Guan, Jian, Yuanqing Wang, Yong Zhang, and Yongjiu Shi. "Comparative study on design methods for stainless steel bolted connection in different codes." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5774411.

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Dai, Xianghe, Dennis Lam, Therese Sheehan, Jie Yang, and Kan Zhou. "Use of bolted shear connectors in composite construction." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7039.

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Composite beam incorporated steel profiled decking has been extensively used for multi-storey buildings and is now one of the most efficient and economic form of flooring systems. However, the current composite flooring system is not demountable and would require extensive cutting on site during demolition, and the opportunity to reuse the steel components is lost even though these components could be salvaged and recycled. This paper presents the use of high strength bolts as shear connectors in composite construction, the shear behaviour and failure modes were observed and analysed through a series of push-off tests and numerical simulation. The results highlighted the structural behaviour of three different demountable shear connection forms in which continuous slabs or un-continuous slabs were used. Numerical models were validated against experimental observation. Both experimental and numerical results support the high strength bolts used as demountable shear connectors and lead to a better understanding to the behaviour of this form of shear connectors.
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Semke, William H., George D. Bibel, Sanjay B. Gurav, Adam L. Webster, and Sukhvarsh Jerath. "Dynamic Response of a Pipe Having Bolted Flange Connection With a Gasket." In ASME 2002 Engineering Technology Conference on Energy. ASMEDC, 2002. http://dx.doi.org/10.1115/etce2002/pipe-29026.

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In this paper the effect of a bolted joint on the dynamic response of a pipe will be presented. The problem is analyzed both experimentally and by computer modeling. Standard 2-in. (51mm) Schedule 40 steel piping with a Class 300 RFWN flange is used. The pipe is used as a simply supported beam at its ends with a 14.5-ft (4.42 m) span. It is connected at the midspan by two flanges, with or without a gasket, and high strength bolts. The gasket used is a flexible spiral wound steel gasket of 0.180in. (4.57mm) thickness. Two values of pre-tensioning, 25,000 psi (172.5 MPa) and 50,000 psi (345 MPa) are used in the high strength bolts connecting the two flanges. Experimental values of fundamental frequency are comparable to the values obtained by computer modeling. It is found that the presence of the gasket and the loading exerted by the bolts on the flanges had very little effect on the fundamental frequency of the pipe system.
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Reports on the topic "Bolted steel connection"

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Ban, Huiyong, Lu Yang, and Junwei Fan. A NEW TYPE OF BLIND BOLTED CONNECTION FOR DECONSTRUCTABLE STEEL STRUCTURES. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.175.

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Liu, Xuechun, Xu Lu, Shuanghui Pu, and Ailin Zhang. STATIC PERFORMANCE STUDY ON SLIDEABLE ALL BOLTED CONNECTION OF TRUSS TO SQUARE STEEL TUBE COLUMN. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.110.

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Meng, Lingye, and Yongjiu Shi. EXPERIMENTAL STUDY ON SHEARED HIGH-STRENGTH BOLTED CONNECTIONS FABRICATED OF HIGH STRENGTH FIRE-RESISTANT STEEL AT HIGH TEMPERATURE. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.048.

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Xu, Fei, and Tak-Ming Chan. STRUCTURAL BEHAVIOUR OF BLIND-BOLTED T-STUB TO OCTAGONAL TUBE CONNECTIONS USING NORMAL AND HIGH-STRENGTH STEELS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.152.

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Lyu, Yi-Fan, Yan-Bo Wang, and Guo-Qiang Li. INVESTIGATION ON LOCAL BEARING BEHAVIOR IN HIGH STRENGTH STEEL SINGLE-BOLT CONNECTION WITH MACHINE LEARNING TECHNIQUES. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.072.

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CAPACITY EVALUATION OF EIGHT BOLT EXTENDED ENDPLATE MOMENT CONNECTIONS SUBJECTED TO COLUMN REMOVAL SCENARIO. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.6.

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The extended stiffened endplate (8ES) connection is broadly used in the seismic load-resisting parts of steel structures. This connection is prequalified based on the AISC 358 standard, especially for seismic regions. To study this connection’s behaviors, in the event of accidental loss of a column, the finite element model results were verified against the available experimental data. A parametric study using the finite element method was then carried out to investigate these numerical models’ maximum capacity and effective parameters' effect on their maximum capacity in a column loss scenario. This parametric analysis demonstrated that these connections fail at the large displacement due to the catenary action mode at the rib stiffener's vicinity. The carrying capacity, PEEQ, Von-Mises stress, middle column force-displacement, critical bolt axial load, and the beam axial load curves were discussed. Finally, using the Least Square Method (LSM), a formula is presented to determine the displacement at the maximum capacity of these connections. This formula can be used in this study's presented method to determine the maximum load capacity of the 8ES connections in a column loss scenario.
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EXPERIMENTAL STUDY OF RESILIENT PREFABRICATED STEEL FRAME WITH ALL-BOLTED BEAM-TO-COLUMN CONNECTIONS. The Hong Kong Institute of Steel Construction, September 2020. http://dx.doi.org/10.18057/ijasc.2020.16.3.7.

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EXPERIMENTAL STUDY ON THE MECHANICAL BEHAVIOUR OF Q345 STEEL HIGH-STRENGTH BOLT BEARING-TYPE CONNECTIONS. The Hong Kong Institute of Steel Construction, June 2021. http://dx.doi.org/10.18057/ijasc.2021.17.2.4.

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