Journal articles: 'Bolted steel connection'

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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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8

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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11

Wang, Jing Feng, Xin Yi Chen, and Lin Hai Han. "Structural Behaviour of Blind Bolted Connection to Concrete-Filled Steel Tubular Columns." Advanced Materials Research 163-167 (December 2010): 591–95. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.591.

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This paper studies structural behaviour of the blind bolted connections to concrete-filled steel tubular columns by a serial of experimental programs, which conducted involving eight sub-assemblages of cruciform beam-to-column joints subjected to monotonic loading and cyclic loading. The moment-rotation hysteretic relationships and failure models of the end plate connections have been measured and analyzed. A simplified analysis model for the blind bolted connections is proposed based on the component method. It is concluded that the blind bolted end plate connection has reasonable strength and stiffness, whilst the rotation capacity of the connection satisfies the ductility requirements for earthquake-resistance in most aseismic regions. This typed joint has excellent seismic performance, so it can be used in the moment-resisting composite frame.

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Razak Abdul Karim, Abdul, Pierre Quenneville, Norazzlina M.Sa’don, and Mahshuri Yusof. "Investigating the Meraka Hardwood Failure in Bolted Connections Parallel to the Timber Grain." International Journal of Engineering & Technology 7, no. 3.18 (August 2, 2018): 62. http://dx.doi.org/10.14419/ijet.v7i3.18.16675.

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The present study was performed to investigate the ductile failure mode of timber bolted connections, specifically in Meraka hardwood. This was done to initiate an effort in developing a comprehensive guideline in designing the timber bolted connections for the purpose of strengthening the wall-diaphragm connections of the Malaysia unreinforced masonry buildings. A series of experimental tests was conducted on the steel-wood-steel (SWS) with a single row connection type. A total of eight different bolted connection configurations or groups with ten replicates for each group was tested. The Meraka hardwood was selected in this study as it was found to be one of the most hardwood species that are commonly used in the construction of floor and roof diaphragms in the existing Malaysia unreinforced masonry buildings. From the experimental results obtained, the effectiveness of the Malaysian timber code of MS544 and European Yield Model (EYM) in predicting the bolted connection strength was verified. It was determined that the MS544 is too conservative in estimating the bolted connection strength with an average ratio of 0.38 compared to the test results. Thus, the use of the EYM is recommended to complement the timber code as the average ratio of 0.81 was identified in comparison to the test data.

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Tajeuna, Thérèse A. D., Frédéric Légeron, Sébastien Langlois, Pierre Labossière, and Marc Demers. "Experimental investigation of multi-material aluminum-to-steel and glass fiber reinforced polymer-to-steel bonded and bolted–bonded connections." Canadian Journal of Civil Engineering 43, no. 7 (July 2016): 657–66. http://dx.doi.org/10.1139/cjce-2015-0285.

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Through an experimental study, this paper describes the behavior of single-lap bonded and bolted–bonded connections for configurations with minimum geometric parameters proposed in design references. Two types of multi-material connections are considered: glass fiber reinforced polymer (GFRP)–steel and aluminum–steel. At first, the behavior of bonded connections using methacrylate and epoxy adhesives is evaluated. Then, the contribution of adhesive in bolted connections is investigated. Test results show that on bonded joints, failures mostly occur at the substrate to adhesive interface. Sanding the GFRP plate was found to improve the connection strength. Despite their lower elastic modulus, methacrylate adhesives with larger capacity to undergo plastic deformation provide better strength than other methacrylate and epoxy adhesives. For bolted–bonded joints, the adhesive was found to improve the elastic behavior and the strength of GFRP–steel joints while its effect for aluminum–steel joints was not apparent due to reduced bonded surface and the high strength performance of the bolted plates.

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14

Kim, TaeSoo, BoKyung Hwang, and YoungChul Lim. "Development on ultimate strength equation of ferritic stainless steel (STS430) two-bolted connection." Advances in Structural Engineering 23, no. 6 (December 6, 2019): 1209–23. http://dx.doi.org/10.1177/1369433219891592.

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This article presents the experimental and numerical results of cold-formed ferritic stainless steel (STS430) bolted connection with two bolts. Single-shear bolted connections with varying end distance were planned and tested. Block shear fracture and curling (out-of-plane deformation) were observed in specimens. Finite element analysis was performed to investigate the conditions for curling occurrence and the curling effect on the ultimate strength of ferritic stainless steel bolted connections with extended end distances and edge distances varying from 24 to 60 mm. Curling occurred for bolted connections with end distances exceeding 39 mm and edge distances exceeding 30 mm. Ultimate strength of curled specimens was reduced up to 33% compared to the ultimate strength of uncurled connection. Since current design equations do not consider the curling effect and the difference in material properties, they did not provide accurate ultimate strength predictions of specimens with typical block shear fracture and curling occurrence. Therefore, a modified block shear equation was suggested for ferritic stainless steel bolted connection with typical block shear fracture mode, considering the actual fracture path and shear stress factor. A revised equation was also proposed for specimens with strength reduction by curling influence, considering the concepts of bearing action against connected plate by bolt (bearing factor, C = 1.6) and net-section tensile fracture between two bolts perpendicular to the direction of the applied force. Moreover, additional experiments for six specimens were performed and the reliability of the two suggested equations in this study was verified.

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RODRIGUES, Mariana Ferreira, José CORREIA, Bruno PEDROSA, Abílio DE JESUS, Bruno CARVALHO, Carlos REBELO, José XAVIER, and Rui CALÇADA. "NUMERICAL ANALYSIS OF A DOUBLE SHEAR STANDARD BOLTED CONNECTION CONSIDERING MONOTONIC LOADINGS." Engineering Structures and Technologies 9, no. 4 (December 21, 2017): 183–94. http://dx.doi.org/10.3846/2029882x.2017.1414638.

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The behaviour of standard bolted steel connections submitted to monotonic loads, through the use of numerical models, is presented in the current paper. The bolted connections allow speed up constructive processes in an increasingly competitive and globalized world in which the costs are a decisive factor in the development of a project. The use of computational tools in the analysis of bolted connections becomes determinant, mainly for new solutions or solutions less explored in terms of design codes. Throughout the years, bolted connections have been suffering transformations resulting from research activities performed by many authors. Rivets have been replaced by bolts, the main achievement being the pre-stressed bolts. Methodologies based on finite element analyses were proposed for double shear bolted connection. The non-linear behaviour of these connections is investigated and their performances are compared. In the numerical modelling of the bolted connection, linear elastic and elastoplastic analyzes reveal that there are two slip levels associated with local non-linearities caused by the contact pairs, which vary with clamping stresses.

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Nadya, Rahima Ummi Kulsum, and Fathoni Usman. "An Experimental Analysis on the Moment Rotation of Beam-Column Connection using Cold-form Steel Section." International Journal of Engineering & Technology 7, no. 4.35 (November 30, 2018): 668. http://dx.doi.org/10.14419/ijet.v7i4.35.23086.

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A beam-column connection of cold-formed steel section was arranged as an isolated joint. An experimental testing has been done on the model specimen until the model reached its failure mode. The behaviour of the cold-formed bolted connection in the matter of its strength and stiffness of the steel connection was studied. In this study, gusset-plate and bolted angle flange cleat connection were used in which it can stiffen the cold-formed beam-column connection. Moment-rotation curves were generated from the test results to represent the behaviour of the bolted connections. The design expression of the beam-column connection is following the design standard of Eurocode 3 BS EN 1993-1-8. The set-up of the experimental analysis, the procedure and the failure mode results are discussed in details. The moment capacity of 5.9 kN.m has been recorded for the beam section and 7.3 kN.m for the column section. The stiffness (Sj) was recorded as 120.94 kN.m/rad for the beam section and 182.42 kN.m/rad for the column section.

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Mohammad, M., and J. HP Quenneville. "Bolted woodsteel and woodsteelwood connections: verification of a new design approach." Canadian Journal of Civil Engineering 28, no. 2 (April 1, 2001): 254–63. http://dx.doi.org/10.1139/l00-105.

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This paper covers the verification tests carried out at the Royal Military College of Canada on woodsteelwood and woodsteel bolted connections. Thirty groups of specimens were tested. Specimen configurations were selected in such a way to include fundamental brittle and ductile failure mode cases. Comparisons between experimental results and predictions from proposed equations developed from steelwoodsteel bolted connections are given. Proposed design equations were found to provide better predictions of the ultimate loads than current CSA Standard O86.1 design procedures especially for bearing. However, row shear-out predictions seem to overestimate the strength. An adjustment using the reduced (effective) thickness concept is therefore proposed. Experimental observations on specimens that failed in row shear-out indicated that shear failure occurred over a reduced thickness. Stress analysis confirms findings on the reduced thickness. The research program is described in this paper along with the results and the proposed design equations for woodsteelwood and woodsteel bolted connections loaded parallel-to-grain.Key words: woodsteelwood, woodsteel, bolt, connection, strength, failure, design, thickness.

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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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Kim, Tae Soo, Min Seong Kim, S. H. Kim, Y. T. Lee, and S. W. Shin. "Block Shear Behaviours of Stainless Steel Channel Bolted Joints with Four Bolts." Advanced Materials Research 255-260 (May 2011): 74–78. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.74.

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The introduction of thin-walled stainless steel in buildings has been increased gradually for ensuring the sustainability thanks to excellent corrosion resistance and durability. Many studies on structural behaviors of stainless steel bolted connection fabricated with plane plate have been carried out. This paper is aimed at investigating the ultimate behaviors such as ultimate strength, fracture mode and out of plane deformation(i.e. curling) of channel bolted connection of cold-formed austenitic stainless steel with four bolts (2×2 bolt arrangement). End distance parallel to the direction of applied force is adopted as main variables. Specimens are planned with block shear fracture in ultimate state. In case of bolted connections with a long end distance, curling has also been observed. Ultimate strengths by test results are compared with those of current ASCE design specification and the influence of curling on ultimate strength is discussed.

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Yan, Zhu Ling. "Overview of the Status of Research on the Behavior of Beam-Column End Plate Connection Joints of Steel Frame." Advanced Materials Research 971-973 (June 2014): 893–98. http://dx.doi.org/10.4028/www.scientific.net/amr.971-973.893.

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This paper introduces the concepts and characteristics of beam-column end plate semi-rigid connection joints of steel structure, analyzes the current status of studies on various performance of semi-rigid extended end plate bolted connection joints of steel frame at home and abroad, as well as the shortcomings of existing studies on end plate bolted connection joints of steel frame, and on these bases, makes suggestions on the contents need to be studied further regarding this type of connection joints.

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Zhu, Mei Chun, Yan Jun Jiang, Guo Biao Lou, and Guo Qiang Li. "Test on Slip Coefficient of High-Strength Bolted Slip-Critical Connections after Fire." Applied Mechanics and Materials 351-352 (August 2013): 1368–71. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.1368.

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Fire safety is a major concern with steel structures. Actually, steel structures were not fatally destroyed in most cases of fire. These damaged steel structures may be reused after structural inspection, safety appraisal and necessary repair. Bolted connections are the most widely used connection in steel structures. Slip coefficient is a key parameter to calculate the slip bearing capacity of bolted slip-critical connections. Currently there are few research results available about slip coefficient of bolted slip-critical connections after fire. To obtain the effect of heating and cooling on slip coefficient, a series of slip load tests on connections that had been heated and cooled to ambient temperature were carried out in this study. Methods of friction surface treatment included shot blast and painting inorganic zincs after shot blast. Test results show that heating and cooling have a great effect on slip coefficient of connections with two methods of friction surface treatment, among which effect on connections with shot blasting surfaces is more significant.

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Ma, Hong Wei, and Chong Du Cho. "Application of Superelasticity of SMAs in Bolted End-Plate Connection." Key Engineering Materials 353-358 (September 2007): 3039–42. http://dx.doi.org/10.4028/www.scientific.net/kem.353-358.3039.

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Superelastic shape memory alloys (SMAs) can experience large strains up to 8~10% and restore residual strains just by removing the stress. By employing this unique characteristic of SMAs, a new beam-to-column connection is presented in this paper. The proposed SMA connection consists of an extended end-plate, eight long shank Nitinol SMA bolts, beam flange ribs, beam web stiffeners and continuity steel plates for reinforcing column flanges. In order to predict the behavior of SMA connection, 3-D solid finite element models are set up in ANSYS. The numerical results indicate that the local buckling of beam is avoided and a plastic hinge forms at beam-to-column interface when the moment-carrying capacity of bolt cluster is below the elastic flexural capacity of connecting beam. The SMA connection shows stable moment-rotation hysteresis curves with re-centering capability, which demonstrates the connection’s self-healing deformations function. Far different from energy dissipated by steel yield in traditional connection, the SMA connection shows moderate energy dissipation capacity, and this amount of energy is mainly dissipated by the superelastic behavior of SMA bolts. Moreover, the connection model shows a large inelastic rotation capacity beyond 0.03 rad. The ductility of SMA connection is deeply influenced by the length of SMA bolts, and the 2.2 times length of normal bolt is suggested for SMA bolts.

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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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Lee, Kang Min, Keun Yeong Oh, Liu Yi Chen, and Rui Li. "Effects of Different Bolted Connection Types on Seismic Performance of Column-Tree Steel Moment Connections." Advanced Materials Research 753-755 (August 2013): 581–84. http://dx.doi.org/10.4028/www.scientific.net/amr.753-755.581.

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This paper experimentally presents the effects of different bolted connection types on the seismic performance of column-tree steel moment connections used in moment resisting frames. Two full scale test specimens were fabricated and tested: one specimen with slip critical bolted beam splices and the other one with bearing type bolted beam splices. The bearing type splice specimen was expected an improved deformation capacity by means of bolt slippage. The experimental results showed that the slip critical splice specimen successfully developed ductile behavior without brittle fracture until 5% story drift ratio, however for the bearing type splice specimen, the beam bottom flange fractured at 4.0% story drift ratio due to stress concentration around the weld access hole area. However the energy dissipation capacity of the bearing type splice specimen was better than that of the slip critical splice specimen until 4.0% story drift ratio.

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Pan, Zhishun. "Finite element analysis of bolt shear connection of steel-concrete composite structure." E3S Web of Conferences 198 (2020): 01027. http://dx.doi.org/10.1051/e3sconf/202019801027.

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Bolted shear connectors are an important component to ensure that steel-concrete composite structures can work together. High-strength bolt shear connectors can replace traditional stud connectors because of their disassembly, good mechanical performance and fatigue resistance. It applied to steel-concrete composite structure. In order to study the influencing factors of the bearing capacity of high-strength bolted shear connectors, this paper uses ABAQUS finite element simulation software as a research tool to establish a reasonable finite element model to study the influence of bolt strength, bolt diameter and concrete strength on bolted shear connectors. Studies have shown that increasing the diameter, strength, and concrete strength of bolted connections can effectively increase the bolt’s shear capacity.

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Quenneville, J. HP, and M. Mohammad. "On the failure modes and strength of steel-wood-steel bolted timber connections loaded parallel-to-grain." Canadian Journal of Civil Engineering 27, no. 4 (August 1, 2000): 761–73. http://dx.doi.org/10.1139/l00-020.

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The current Canadian code provisions for the design of timber bolted connections were essentially developed based on connections showing a ductile behavior and then further modified to account for situations where connections fail in a brittle way. An experimental study was undertaken to evaluate the strength of bolted connections specifically experiencing a brittle mode of failure. Specimens consisting of steel-wood-steel connections with either 19.1 mm or 12.7 mm bolts were tested in tension. Test variables included end distance, bolt spacing, row spacing, number of bolts per row, number of rows, thickness and species of wood member, glulam or sawn lumber members. Connections were tested to the ultimate to observe possible modes of failure as variables were changed. Results show that the current Canadian standard approach to evaluate the resistance of timber bolted connections is not optimal although conservative. Brittle modes of failure such as row shear-out, group tear-out, and splitting were observed. The resistances calculated using the O86.1 design provisions are as little as a third as compared to tested results. Also, the design equations do not allow the designer to take advantage of the increases in strength as a result of increases in row spacing, as observed in tests. Analysis of the results show that the longitudinal shear stress at failure is related to a parameter which is a function of the smaller distance (end distance or bolt spacing) and the specimen thickness. This relation was used to formulate design equations to predict the row shear-out and group tear-out strengths of glulam specimens using the specified strength values listed in O86.1. As well, it was found that Mode I of the European yield model is the only ductile ultimate failure mode and that other equations for bearing failure can be neglected. In this paper, the research program is described, results are presented, and an alternate design approach is proposed to predict the failure mode and the ultimate strength of steel-wood-steel bolted connection groups.Key words: bolt, connection, strength, failure, design, code, ductile, brittle.

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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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Ustimenko, Evgeniy, Sergey Skachkov, Elena Vinogradova, and Genrikh Muro. "Stress-strain connection analysis of bolted joints for thin-walled steel profiles working in tension and compression." E3S Web of Conferences 164 (2020): 02007. http://dx.doi.org/10.1051/e3sconf/202016402007.

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The issues of designing structures from thin-walled profiles with nodal joints on bolts are considered, a method of strength calculation is developed. The calculation takes into account two variants of bolted joints on high-strength bolts and unregulated tightening connections, two variants of the operation of a shear-resistant connection with a “breakdown” when overcoming the force over the friction force of the contact surfaces and without a “breakdown”. The methodology includes the bolted connection splitting for the elements working in tension and compression.

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Erven, Maren, Jörg Lange, and Thilo Feucht. "3D‐Printing with steel of a bolted connection." ce/papers 4, no. 2-4 (September 2021): 825–32. http://dx.doi.org/10.1002/cepa.1367.

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Park, Kwan Sik, Jae Hyuk So, Keun Yeong Oh, and Kang Min Lee. "Analysis Study on Axial Force in Bolted Connection under Fatigue Load." Applied Mechanics and Materials 858 (November 2016): 57–60. http://dx.doi.org/10.4028/www.scientific.net/amm.858.57.

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High-strength bolted connection is widely used for steel structure construction. Because high-strength bolted connection has simple constructability and structural qualification. Especially friction type with high-strength bolted connection has high stiffness and fatigue strength. At this time, initial clamping force is one of main factor to affect the strength and deformation behavior of connection. Therefore, the objective of this study is to investigate reduction of initial clamping force in high-strength bolted connection under fatigue load. And the parameter of this study is the size of the bolt and 3 types of initial clamping force. The analysis is used the finite element analysis program ANSYS Workbench.

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31

Lee, Yeong Huei, Cher Siang Tan, Shahrin Mohammad, Mahmood Md Tahir, and Poi Ngian Shek. "Review on Cold-Formed Steel Connections." Scientific World Journal 2014 (2014): 1–11. http://dx.doi.org/10.1155/2014/951216.

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The concept of cold-formed light steel framing construction has been widespread after understanding its structural characteristics with massive research works over the years. Connection serves as one of the important elements for light steel framing in order to achieve its structural stability. Compared to hot-rolled steel sections, cold-formed steel connections perform dissimilarity due to the thin-walled behaviour. This paper aims to review current researches on cold-formed steel connections, particularly for screw connections, storage rack connections, welded connections, and bolted connections. The performance of these connections in the design of cold-formed steel structures is discussed.

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Kim, Tae Soo, Min Seong Kim, Seung Hun Kim, and Yong Taeg Lee. "A Numerical Study on Block Shear Strength of Channel Four-Bolted Connections Fabricated with Austenitic Stainless Steel." Advanced Materials Research 680 (April 2013): 247–51. http://dx.doi.org/10.4028/www.scientific.net/amr.680.247.

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Stainless steel has been utilized on structural members of building due to significant characteristics in its superior corrosion resistance, durability, aesthetic appeal etc. Recently, structural behaviors and curling effect in single shear bolted connection fabricated with thin-walled plane plates have been studied by T.S. Kim. In this paper, finite element analysis (FEA) has been conducted based on the existing test result of channel bolted connections in austenitic stainless steel. The validation of numerical approach was verified to predict the structural behaviors such as fracture mode, ultimate strength and curling occurrence of bolted connections. Curling (out-of- plane deformation) also occurred in the connections with a long end distance like bolted connections assembled with plane plates. The curling caused the ultimate strength reduction and ultimate strength reduction caused by curling has been estimated quantitatively through the comparison of FEA results of FE models with free edge and restrained curling. Additional parametric analysis for FE models with extended variables has been performed. Therefore, the ultimate strengths were compared with current design strengths and reasonable strength formulae for connections with no curling effect were proposed.

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33

Urbonas, Kęstutis, and Alfonsas Daniūnas. "NUMERICAL TESTS OF STEEL BEAM-TO-COLUMN SEMI-RIGID CONNECTIONS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 9, no. 4 (December 31, 2003): 292–96. http://dx.doi.org/10.3846/13923730.2003.10531342.

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This paper presents an analysis of semi-rigid beam-to-column connections in which the beam is connected to column not at 90 degrees angle. Beam-to-column bolted end-plate connections that are subjected to pure bending were modelled by three-dimensional finite elements. Numerical modelling of connection covers the geometrical and material non-linearities as well as contact and separation between various components of connection. Moment-rotation M-Φ curves for modelled connections using numerical results are made and stress distribution in connection components is presented. The study shows a significant influence of inclination of beam and quantity and location of bolts on the joint rigidity.

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34

Li, Jun, and Cheng Yu Li. "Studying on the Tension Distribution of High Strength Bolted Endplate Connections." Applied Mechanics and Materials 696 (November 2014): 8–11. http://dx.doi.org/10.4028/www.scientific.net/amm.696.8.

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The tension distribution of high-strength bolted extended endplate connections does not have unified regulations in china, the assuming tension distribution between the "Code for Design of Steel Structure"(GB50017-2003) and the "Specification of High Strength Bolt Connection of Steel Structures"(JGJ82-2011) are different, it may lead some problems in practical engineering. "Specification of High Strength Bolt Connection of Steel Structures"(JGJ82-2011) has given the assumed tension distribution ,but has not given formula .But its distribution assumption is the same as the British Standard ,so the calculation is given below reference to British Standard. Comparing their calculation methods and referencing to the British Standard ,the latter distribution is more reasonable.

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Ma, Yu Rong, Xiao Bin Song, Tian Qi Xu, and Lie Luo. "Rotational Behavior of Bolted Glulam Beam-to-Column Connections Reinforced with Section Steel." Applied Mechanics and Materials 858 (November 2016): 15–21. http://dx.doi.org/10.4028/www.scientific.net/amm.858.15.

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Bolted connections with slotted-in steel plates are commonly used to connect beams and columns in heavy timber structures. While due to the low tensile strength of wood in the perpendicular-to-grain direction, these connections are usually not able to present satisfying rotational performance. In order to solve this problem, a relatively new type of bolted connection, reinforced with section steel, was designed and tested in this paper. Two groups of total six specimens were tested under monotonic loading to investigate their rotational behavior. Tests showed that the brittle failure mode of wood splitting in the perpendicular-to-grain direction was fully restrained. Only slight cracks were observed in most specimens, except one that underwent bending failure in the beam member. Test results indicated an average increase of 78.7% in moment resistance and a 54.8% increase in ductility ratio for middle-storey connections, compared with conventional connections simply using slotted-in steel plates. Top-storey connections, without previous test results as comparison, also presented high moment-bearing capacity and reliable deformability. As a result, such connection may receive a broad application, especially in multi-storey heavy timber structures.

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Zhang, Jin Fan, Zhen Yu Wang, and Jian Qun Jiang. "Modeling of Steel Bolted T-Stub Connection under Large Deformation Condition." Advanced Materials Research 1049-1050 (October 2014): 479–82. http://dx.doi.org/10.4028/www.scientific.net/amr.1049-1050.479.

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Based on the component method of EuroCode3, a new component model to evaluate properties of T-stub connections under large deformation condition has been proposed in this paper. Firstly, the T-stub connection was breakdown into several components. And then those components was equivalent to bilinear springs. Finally the multi-spring model of T-stub connection was set up to describe its load deformation behaviour. With the purpose of verifying and calibrating the proposed model, a series of case studies were carried out and corresponding finite element models has also been set up. Results of FEM and multi-spring model fit well each other. And the applicability of the proposed model can be testified by the parametric study. The method of this paper can describe the behaviour of T-stub connections under large deformation condition, which can be a useful improvement to conventional design codes.

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37

Wang, Jing Feng, Xin Yi Chen, and He Tao Hou. "Experimental Study of Blind Bolted Joints to Concrete-Filled Thin-Walled Steel Tubular Columns under Cyclic Loading." Applied Mechanics and Materials 166-169 (May 2012): 78–82. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.78.

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This paper discusses results of experiments on blind bolted end plate joints to concrete-filled thin-walled steel tubular (CFTST) columns. Four exterior joints to CFTST columns subjected to cyclic loadings. A feature of this novel joint is the use of the blind bolts and extensions to these bolts into the concrete-filled square steel tubular column. Failure modes, moment-rotation hysteretic curves and energy consumption of the connections were analyzed. Further, the connection rigidity and ductility were also elevated by present specifications. The test results showed that the end plate type and the steel tube thickness affect the seismic behaviour of the typed blind bolted end plate joints. The proposed joint has reasonable strength, stiffness and ductility by taking reasonable end plate type, steel tube thickness and blind bolt anchorage; its ultimate connection rotation satisfies the ductility design requirements, and could be reliably and safety used in low-layer or multi-layer composite frames.

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38

Ramadan, T., and A. Ghobarah. "Behaviour of bolted link-column joints in eccentrically braced frames." Canadian Journal of Civil Engineering 22, no. 4 (August 1, 1995): 745–54. http://dx.doi.org/10.1139/l95-085.

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Current seismic provisions require that shear links in eccentrically braced frames be fully welded to the column flanges at the link-column joint. Since field welding may have its disadvantages, the use of bolted extended end-plate connection is examined. An experimental program is conducted to assess the response of extended end-plate connections of link-column joints in eccentrically braced frames. Six link-column joint specimens are tested using a cyclic load that represents the severe load reversals that the frame may be subjected to during strong earthquakes. The specimens are selected on the basis of different connection designs. Measurements of forces, strains, and displacements are made. Interaction curves relating the shear force and moment acting on links with semirigid connections are developed. The slip tendency and energy dissipation capacity of the different specimens are compared. On the basis of the test results, a design procedure is developed for the bolted extended end-plate link-column connection. It is concluded that bolted extended end-plate connections can be used for link-column joints of eccentrically braced frames. In properly designed connections bolt slippage was not measured even at high shear forces that are characteristic of link-column joint. Existing guidelines for the design of extended end-plate link-column joints are modified to account for the variable shear force and moment associated with links of different lengths. Key words: steel, frame, eccentric, braced, bolted, end plate, link, connection.

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Zhang, Yan Xia, Lu Yao Wang, and Fan Yang. "Experimental Study on Improved Beam-to-Column Connections of Steel Moment Frame." Advanced Materials Research 243-249 (May 2011): 1335–39. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1335.

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Five different full-scale improved beam-to-column connections in steel moment frame were tested to study the failure process, failure mode, strength and plastic deformation capacity. The speciments consisted of one Welded-Bolted Widen Flange-Dog Bone Connection(SP1-1), one Welded Widen Flange-Dog Bone Connection(SP1-2),one T-Widen Flange Connection(SP2),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=0)(SP3-1),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=50mm)(SP3-2). The test showed that the five connections effectively moved the plastic hinges away from the face of the column so that end welding of beam would be effectively protected, the ultimate plastic rotation of connection exceeded 0.03rad, ductility factor is large than 4 and hysteresis loop is full .these connections provided good plastic deformation and energy dissipation.

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Kim, Young Moon, Cheol Min Yang, Nag Ho Ko, and Dong Pyo Hong. "Deformation Behavior and Strength of Beam-To-Column Connections in Steel Portal Frame." Key Engineering Materials 353-358 (September 2007): 675–78. http://dx.doi.org/10.4028/www.scientific.net/kem.353-358.675.

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This paper presents an experimental work on the cyclic behavior of bolted and welded beam-to-column connections in steel portal frame. Three types of connection were used; tests for each specimen were performed twice in order to maintain test reliability. Specimen 1 (DWA) had only a double web angle connection, specimen 2 (TSD) had a top and seat angles with double web angle connection, and specimen 3 (FW) had a fully welded connection. All specimens were tested under cyclic loading conditions in order to simulate the effects of earthquakes. We also conclude that with appropriate design and careful consideration of connection strength and stiffness, the steel project economy may be maximized.

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41

Guo, Junting, and Zhan Shu. "Theoretical Evaluation of Moment Resistance for Bolted Timber Connections." MATEC Web of Conferences 303 (2019): 03003. http://dx.doi.org/10.1051/matecconf/201930303003.

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Timber construction is nowadays becoming more and more favorable due to multiple advantages. In this paper, the connection type and material of timber building were first highlighted. Then, the bolted joints with slotted-in steel plates were systematically tested and analyzed. A typical slotted-in bolted glulam connection was simulated using the software Abaqus. Furthermore, a few important design variables were measured and used to numerically estimate the embedment strength, the shear force per plane, and the ultimate moment capacity of the connections. At last, multiple configurations of joint design were compared in the paper, and a parametric design was made. The results were systematically explained.

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42

Wang, Xi Yu, Yong Feng Luo, Xu Hong Qiang, and Xiao Liu. "Review on High Strength Steel Bolted End-Plate Connections." Applied Mechanics and Materials 744-746 (March 2015): 265–73. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.265.

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Past three decades have seen the rapid development of high strength steel (HSS) in its application in structural engineering. However, so far the mechanical performance of a HSS beam-to-column connection has not been systematically studied, especially for bolted end-plate connections, the commonly employed beam-to-column connections in steel structures, which could restrict the application of HSS. Therefore, this paper aims to represent the basic methods, current achievements, recent applications, and the existing problems that lie in the way. In doing so, this paper is composed of three parts, experimental results, numerical analysis as well as component method. At the end, this paper indicates that future investigation should be based upon experimental analysis and proper finite element modeling, to verify a numerical model and to refine design standards.

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43

Rong, Xian, Xiuchen Xu, and Yansheng Du. "Research on the resistance of modified bolted connection under progressive collapse scenario." Advances in Structural Engineering 24, no. 11 (March 27, 2021): 2555–71. http://dx.doi.org/10.1177/13694332211004836.

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Beam-to-column connection configurations, such as welded, bolted, and mixed welded-bolted connections, play an important role in structural resistance and ductility under middle column-removal scenarios. This paper illustrates full-scale laboratory tests of two steel frame assemblies with different connection details under the progressive collapse scenario. One specimen adopts the modified conventional technique which has reinforced welded flange-bolted web connection (SC-WR), and the other specimen uses a slotted-hole connection based on the former (SC-WB). The failure modes, load transfer mechanism, and vertical resistance are analyzed in the test. Both connection configurations exhibit satisfactory load resistance and ductility supply. Specimen SC-WB shows the higher ultimate vertical capacity and greater chord rotation at later catenary stage due to a sufficient redistribution of the stress with the modified bolted shear tab. Moreover, finite element models (FEM) are developed and validated against the test data. FEM can accurately simulate the mechanical behaviors and the failure of specimens, which can provide an effective reference for the beam-to-column connection configurations in similar working conditions. Finally, a simplified mechanical model is exhibited in accordance with the experimental and numerical results to reveal the effect of the catenary mechanism. This result suggests that the duration of the catenary mechanism, rather than the magnitude of the axial force, plays an essential role in the resistance of vertical load.

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44

Peng, Han, Jinping Ou, Andreas Schellenberg, Frank Mckenna, and Stephen Mahin. "Seismic Behavior of Steel Moment Frames with Mechanical Hinge Beam-to-Column Connections." International Journal of Structural Stability and Dynamics 20, no. 06 (June 2020): 2040005. http://dx.doi.org/10.1142/s0219455420400052.

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This paper presents an investigation on the seismic behavior of steel moment frames with mechanical hinge beam-to-column connections. The connection uses a mechanical hinge to carry shear force and a pair of buckling-restrained steel plates bolted to the beam flange to transfer bending moment. The moment-rotation behavior of the connection was theoretically studied. A nonlinear numerical model for steel moment frames under strong earthquakes was developed and validated using a shaking table test of an 18-story steel moment frame at the E-Defense facility. Then, nonlinear static and time-history analyses were conducted to compare the seismic behavior of a conventional steel moment frame and three innovative steel frames equipped mechanical hinge connections in terms of roof displacement, base shear, inter-story drift ratio, and plastic hinge rotation.

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Kim, Tae Soo, and Min Seung Kim. "An Experimental Study on Ultimate Behaviors of Double Shear Bolted Connections with Ferritic Stainless Steel." Advanced Materials Research 664 (February 2013): 976–79. http://dx.doi.org/10.4028/www.scientific.net/amr.664.976.

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Based on the existing test results of single shear bolted connection fabricated with cold-formed ferritic stainless steel, in this study, the experiment for double shear bolted connections with bolt arrangements(1×2, 2×2) and end distance parallel to the loading direction as main variables has been performed. Specimens were planed with a constant dimension of edge distance perpendicular to the loading direction, bolt diameter, pitch and gauge. Ultimate strength and fracture mode obtained from test results were compared with those predicted by current American and Japan design codes such as AISI and AIJ.

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Wang, J. F., and Lin Hai Han. "Seismic Behaviour of Semi-Rigid Joints to Concrete Filled Steel Tubular Columns." Key Engineering Materials 400-402 (October 2008): 693–99. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.693.

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This paper discussed the results of experiments on bolted moment connection joints of square or circular concrete filled steel tubular (CFST) columns and H-shaped steel beam using high-strength blind bolts under cyclic loading. The objective of this work was to study the seismic performance of the blind bolted flush endplate connections to CFST columns. The test parameters varied were the column section type and the thickness of the endplate. The feasibility of the proposed beam-column connection is successfully verified by the experiments. The test results showed that under cyclic loading the tested specimens displayed large rotation ductility capacities and could satisfy the request of the structural seismic design. When subjected to cyclic loading, most of failure modes of the tested joints are similar to those under monotonic loading. Moreover, the energy dissipation of the type joints is influenced by the column section type and the thickness of the endplate.

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47

Tagawa, Hiroshi, Shinichiro Yoshida, Yudai Nakaoka, and Xingchen Chen. "BOLTED CONNECTIONS FOR NON-INTERSECTING H-SECTION BEAM AND COLUMN IN STEEL MOMENT FRAMES." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 25, no. 5 (May 2, 2019): 460–76. http://dx.doi.org/10.3846/jcem.2019.9749.

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This research proposes connection configurations of two types for non-intersecting H-section steel beam and column. To elucidate the mechanical behavior of the proposed connections, full-scale moment connection tests and finite element analyses were conducted using T-shaped partial frame models. Comparisons between the proposed connections and regular intersecting connections demonstrate that the proposed connection is able to provide sufficient stiffness and energy-dissipation capacity if the beam and column flanges are designed to provide sufficient shear resistance. Then to understand the global behavior of frames using the proposed connections, pushover analyses of a two-story two-span frame were conducted. Because the bending moment of the beam acts on the column by a torque through the proposed connections, torsion spring models were incorporated for representing the proposed connections in 3D frame analysis. Analysis results showed that the girders and columns exhibited lower stiffness and strength than those of frames with intersecting connections because of torsion. To overcome this issue, torsion restraint by secondary beams with different configurations was discussed and optimal configuration was suggested. By utilizing the optimal configuration, torsion of girders and columns can be efficiently reduced into a similar level as that of regular intersecting connections.

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Wang, Peng, Hai Bo Chen, Wei Dong Huang, Yue Lin, and Hui Wu Zhang. "Effect of Bolt Slippage on the Static Response of Lattice Structure." Applied Mechanics and Materials 444-445 (October 2013): 90–95. http://dx.doi.org/10.4028/www.scientific.net/amm.444-445.90.

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Bolted connection technology has been widely used in steel structure engineering. Conventional structural analysis softwares solve related problems with the assumption of regarding the bolted connection as a rigid joint connection. Thus the calculated internal forces of the structure members are bigger than those of real measurements, and the calculated displacement are smaller than the experimental ones under the same load. One of the main reasons is the bolt slippage. In the lattice structure, there are a large number of bolted connections with thin connection members and small-diameter bolts, however, their clamping forces are relatively small. These characteristics have significant effects on the static response of the lattice structure. In this paper, in comparison with the test results, the deformation-load curves of the bolt connections are introduced into the finite element simulation, revealing the effect of bolt slippage on the static response of lattice structure. The simulation and test results show that the bolt slippage causes the redistribution of the member internal forces of the lattice structure and increases the displacement of the lattice structure,thus the simulation results with bolt slippage are more close to the real values. The proposed algorithm and simulation results would provid good reference for further engineering applications.

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Lokaj, Antonín. "Round Timber Bolted Joints with Steel Plates under Static and Cyclic Loading." Key Engineering Materials 627 (September 2014): 29–32. http://dx.doi.org/10.4028/www.scientific.net/kem.627.29.

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Aim of this paper is in presentation of results of static and dynamic tests of round timber bolted connections with slotted – in steel plates. Round timber joints static tests in tension were made on pressure machine. Round timber joints multicyclic (fatigue) tests in tension were made on pulsator. Results of laboratory tests have been statistically evaluated and completed by graphical records of deformation response on loading. Samples of round timber bolt connections with slotted - in steel plates were tested for carrying capacity and deformation of a single tension – up to the failure of connection.

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Kim, Tae Soo, Min Seung Kim, and Sung Woo Shin. "An Experimental Study on Structural Behaviours of Single Shear Cold-Formed Stainless Steel Bolted Connections with Two Bolts." Key Engineering Materials 452-453 (November 2010): 617–20. http://dx.doi.org/10.4028/www.scientific.net/kem.452-453.617.

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The application of stainless steel in buildings has been increased gradually with excellent life cycle cost for ensuring the sustainability in structures for the reduction of green house gas emission. Especially, the purpose of this paper is to investigate the structural behaviors such as ultimate strength, fracture mode and out of plane deformation, i.e., curling of single shear bolted connection of cold-formed austenitic stainless steel with two bolts (2×1 bolt arrangement). Plate thickness and end distance parallel to the direction of applied force are considered as main variables. The curling was also observed in the bolted connections with a long end distance and edge distance as the previous researches. Curling occurrence resulted in the change of fracture modes in connections with same bolt arrangement and end distance and ultimate strength reduction.

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Journal articles on the topic 'Bolted steel connection'

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