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Ju Chen - One of the best experts on this subject based on the ideXlab platform.
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study on in plane behavior of thin walled concrete filled steel tubular Gusset Plate t joints
Social Science Research Network, 2021Co-Authors: Juan Chen, Ju ChenAbstract:The paper discusses the in-plane bending behavior of thin-walled concrete-filled steel tubular (CFST) Gusset Plate T-joints by using test and refined finite element analysis method. The failure of thin-walled CFST Gusset Plate T-joints can be due to the local plastic buckling of brace and Gusset Plate. First of all, the correctness and accuracy of the refined finite element model were verified by comparing with the test results. Then the influences of thickness of the chord, thickness of the brace, the chord form and the strength of the concrete on the failure mode and capacity of the joint were comprehensively studied. The results showed that the failure modes of thin-walled CFST Gusset Plate joints were different from those of thin-walled steel tube Gusset Plate joints, and their bending capacity were much higher than that of thin-walled steel tube Gusset Plate joints. Finally, the design formulas of bending capacity of thin-walled CFST Gusset Plate joints were given, so as to provide basis for engineering application of these joints.
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experimental investigation of concrete filled steel tubular longitudinal Gusset Plate connections
Journal of Constructional Steel Research, 2016Co-Authors: Ju Chen, Weiliang JinAbstract:Abstract A series of tests on the concrete-filled tubular Gusset Plate T–connections is presented in this paper. Three different loading conditions, including axial tension, eccentric tension and in-plane bending, were applied to the brace. The chord wall slenderness ratio ( D / t ) of the test specimens ranged from 48 to 75. The material properties of the steel and concrete used in the test specimens were measured. Each connection was tested to failure, and the behavior under loading was recorded. Punching shear failure of the chord member was the main failure mode observed during the tests. The test results were compared with the current AISC-360 and CIDECT DG1 design predictions, which only concern hollow section steel tubular connections. It is shown that the design strengths predicted by the current design rules are quite conservative for all the test specimens examined in this study. It is recommended that the contribution of concrete be considered in the design because it could effectively restrain the deformation of the chord wall that was observed in the test. The proposed design equations predict the ultimate strengths of the concrete-filled tubular Gusset Plate T–connections generally well.
Qing Sun - One of the best experts on this subject based on the ideXlab platform.
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tension and compression stiffness of ring stiffener in tube Gusset Plate connections
Thin-walled Structures, 2021Co-Authors: Sitong Wei, Jun Yuan, Qing SunAbstract:Abstract Tube–Gusset Plate joints with multiple ring stiffeners are commonly used in steel tube towers. The load on the Gusset Plate can be distributed to each stiffener according to its Tension and Compression (T&C) stiffness. The ultimate state of joints with multi-stiffener Plates can be equivalent to that of the stiffener Plate. In this study, an experimental investigation and theoretical analysis of the failure mode and T&C stiffness of ring stiffener under symmetrical loading were performed. The experimental programme included material tests and 10 groups of static loading tests of the ring stiffener Plates. Then, finite-element models were developed and validated against the test results. The validated numerical models were utilised to perform numerical investigations of 280 different single-ring stiffener Plate specimens with D/ t = 32 .3–55.9 and R/ t r = 6–33.3. Using the experimental and numerical results, the parameters affecting the T&C stiffness of the ring stiffener Plates were identified. According to the deformation characteristics of the ring stiffener Plates, a T-shaped ring beam calculation model was established, along with the corresponding calculation formula. Calculation results based on the formula were compared with the numerical analysis results, and the results indicated that the theoretical model can accurately calculate the T&C stiffness of the ring stiffener Plate. Thus, the proposed calculation method for the T&C stiffness of a ring stiffener can be used to guide the design of joints in actual engineering projects.
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study on synergistic mechanism of tube Gusset Plate connections with multi stiffened Plates
Thin-walled Structures, 2021Co-Authors: Guanghui Tang, Qing Sun, Jun Yuan, Jiantao WangAbstract:Abstract In this study, an experimental investigation and theoretical analysis of the synergistic mechanism of multi-stiffened ring Plates under loading were performed. The experimental programme included material tests and nine groups of static loading tests on X-type tube–Gusset Plate joints with two stiffeners. This was followed by a numerical simulation study in which the numerical models were first developed and validated against the experimental data. The validated models were then utilised to perform numerical investigations of typical joints containing three, four, and five ring Plates to generate additional results over a broader number of stiffened ring Plates. From the experimental and numerical results, the load distribution of each stiffened ring Plate was extracted under the load component perpendicular to the chord axis, and the results were compared with the calculation results of the Japanese code to verify the applicability of the calculation method in the code. This comparison revealed that there were significant differences between the standard calculation results and the numerical analysis results. Thus, based on the characteristics of the load transfer and deformation of joints with multi-stiffened ring Plates, a rigid beam–spring bearing calculation model was proposed, and the corresponding calculation program was implemented. The results of the program calculation were compared with the numerical analysis results, and the improved rigid beam–spring bearing model could accurately calculate the distributed load of each stiffened ring Plate. Thus, the proposed program can be used to guide the design of joints in actual engineering projects.
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ultimate load capacity analysis of q690 high strength steel kk type tube Gusset Plate connections
Journal of Structural Engineering-asce, 2019Co-Authors: Qing SunAbstract:AbstractA KK-type tube–Gusset Plate joint is a typical joint configuration used widely in the tubular structures of transmission towers. The mechanical characteristics of KK-joints, compared with K...
Lip H Teh - One of the best experts on this subject based on the ideXlab platform.
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bolted Gusset Plate yielding in special concentrically braced frames
Journal of Structural Engineering-asce, 2020Co-Authors: Matthew D Elliott, Lip H TehAbstract:AbstractBased on the authors’ recent findings regarding the Whitmore section and the block shear criteria for determining the ultimate tension resistance of a structural steel-bolted Gusset Plate, ...
Jeffrey A. Packer - One of the best experts on this subject based on the ideXlab platform.
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hohlprofilstreben mit verbindungselementen aus stahlguss unter erdbebenbelastung tubular brace members with cast steel connectors under seismic loading
Stahlbau, 2011Co-Authors: J De Oliveira, Jeffrey A. Packer, Constantin Christopoulos, Robert Tremblay, Michael Gray, S WillibaldAbstract:Es wird ein Stahlgussverbindungselement zum Anschluss von Diagonalen mit runden Hohlprofilen in Fachwerk- und Rahmenkonstruktionen unter Einwirkung von Erdbeben vorgestellt. Dieses Verbindungselement ermoeglicht den Anschluss von Rundhohlprofilen an Knotenbleche. Es wurde mit einer Finite-Element-Analyse auf der Basis von Volumenelementen entwickelt und die Tragfaehigkeit mittels Versuchen festgestellt. Vor den Versuchen wurde zunaechst ein Prototyp entworfen und eine versuchsgestuetzte Machbarkeitsstudie durchgefuehrt. Die Machbarkeitsstudie war erfolgreich, so dass Versuche im Originalmassstab erfolgen konnten. Insgesamt wurden vier Probekoerper mit unterschiedlichem Durchmesser der Hohlprofile angefertigt, die dann in einer Universalpruefmaschine einer quasi-statischen zyklischen Zug- und Druckbeanspruchung unterworfen wurden. Alle vier untersuchten Bauteile ueberstanden die als Eignungpruefung geltenden Versuche mit den vorgegebenen Einwirkungen. Die Versuche wurden aber weiter bis zum Versagen der Pruefkoerper fortgesetzt. In den Pruefkoerpern bildeten sich dann infolge Knickens faecherfoermige plastische Gelenke jenseits der Enden der Verbindungselemente in der freien Laenge der Knotenbleche aus. Nach entsprechender Anzahl von Druckwechseln trat bei allen vier Probekoerpern lokales Beulen in der Mitte der Rundhohlstrebe auf. Bei der anschliessenden Zugbeanspruchung versagten dann die Streben an dieser Stelle. Die Stahlgusselemente selbst zeigten in saemtlichen Versuchen keinerlei Anzeichen von Plastizierungen. Zusammenfassend wird festgestellt, dass sich die entwickelten Stahlgussverbindungselemente sehr gut zur Anwendung bei zyklischen inelastischen Einwirkungen eignen und die unter Erdbebeneinwirkung geforderten Vorgaben erfuellen. ABSTRACT IN ENGLISH: Although concentrically braced frames are an efficient and popular choice for the lateral force resisting systems of mid- to low-rise steel frames, their bracing connections may be prone to premature failure unless complex design and fabrication procedures are undertaken. Frames utilizing hollow structural section (HSS) braces, slotted to receive a concentric welded Gusset Plate, are particularly susceptible to connection fracture due to stress concentrations arising from the shear lag phenomenon at the net-section. To address this issue, a cast steel connector was developed at the University of Toronto that provides a bolted connection between a circular hollow section (CHS) brace and a typical corner Gusset Plate. Unlike standard, fabricated, slotted-tube type connections, the cast connector is designed such that shear lag in the brace member is virtually eliminated. Thus, there is no need for cumbersome reinforcing Plates in the connection region. The connector was designed using solid modeling software and finite element analysis, and cast using ASTM A958 grade steel, which is very similar to most wrought grades. This contribution presents the results of a series of full-scale brace tests in which four moderately slender, compact, cold-formed CHS brace assemblies were cyclically loaded to failure. Each of the brace assemblies employed a different size of CHS and cast steel connector, with the latter in turn bolted to a typical corner Gusset Plate. Each of the tests followed the buckling restrained brace protocol specified in the American Institute of Steel Construction (AISC) seismic provisions. All of the braces survived several cycles beyond the protocol and failed in tension at the center of the brace. In each test the cast steel connectors showed no sign of yielding, illustrating that the use of a cast steel connector is a viable means of connecting CHS brace members for seismic applications. (A)
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Gusset Plate Connections to Circular Hollow Section Braces under Inelastic Cyclic Loading
Journal of Structural Engineering-asce, 2008Co-Authors: Gilberto Martinez-saucedo, Jeffrey A. Packer, Constantin ChristopoulosAbstract:Braces are commonly used to provide lateral stiffness and strength to steel framed buildings subjected to wind or earthquake loading. Of the structural sections that can be employed as brace members, hollow structural sections represent a very good solution due to their excellent structural properties in compression. Nevertheless, their use has been hitherto compromised for seismic applications mainly due to a lack of simplified connection details that avoid brittle failures. At present, slotted hollow structural section connections are popular in seismic zones but the hollow section is typically reinforced with steel cover Plates to increase the net area at the critical location to avoid premature fracture under tension loading cycles. This reinforcing practice can likely be avoided, for circular hollow sections, if both the tube and the Plate are slotted in such a manner that the weld terminates at the tube gross cross section. The potential of this innovative detail is demonstrated by means of three large-scale specimen tests under pseudodynamic loading.
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investigation of block shear tear out failure in Gusset Plate welded connections in structural steel hollow sections and very high strength tubes
Engineering Structures, 2007Co-Authors: Tong Wei Ling, Xiao Ling Zhao, Riadh Almahaidi, Jeffrey A. PackerAbstract:Block shear tear-out (TO) failure commonly occurs in Gusset-Plate welded structural steel hollow section (SSHS) connections under tension when a short weld length is used. However, investigation of TO failures in such connections is still limited. Very high strength (VHS) tubes, with a nominal yield stress of 1350 MPa, are produced for automotive industries in Australia, and may be used in Gusset-Plate welded connections. This paper presents an investigation of block shear tear-out (TO) failure for Gusset-Plate welded connections in both VHS tubes and SSHS. Twenty-five Gusset-Plate welded connections in VHS tubes with various weld lengths were tested under tension. The existing design rules for TO failure were examined by comparing their strength predictions with the test results from the welded connections in VHS tubes, previous test results from connections in SSHS and a combination of welded VHS tubes and SSHS. It was found that the existing design rules are inadequate, and five possible modifications have been examined. A modification of the effective net area and failure stress definitions is proposed. For this design model, a first order, second moment (FOSM) reliability analysis is performed and a resistance (capacity) factor of 0.70 is derived.
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investigation of shear lag failure in Gusset Plate welded structural steel hollow section connections
Journal of Constructional Steel Research, 2007Co-Authors: Tong Wei Ling, Xiao Ling Zhao, Riadh Almahaidi, Jeffrey A. PackerAbstract:Abstract Shear lag (SL) failure is a premature tensile failure that may occur in Gusset-Plate welded connections in structural steel hollow sections (SSHS). There have been a number of studies of SL failure in Gusset-Plate welded SSHS connections, but these are all limited to SSHS with a yield stress less than 500 MPa. This paper presents an investigation of SL failure for Gusset-Plate welded connections in very high strength (VHS) tubes with a yield stress of 1350 MPa, and SL design for Gusset-Plate welded connections in both VHS tubes and regular SSHS. Tensile tests on 16 specimens of Gusset-Plate welded connections in VHS tubes with various weld lengths were conducted. The experimental maximum connection strengths from the tensile tests were compared with predictions based on the existing SL design rules in the US, Canada and Australia. It was found that these design rules are not adequate. Therefore, modifications to these design rules were postulated and examined. Design rules are proposed for Gusset-Plate welded connections in all SSHS including VHS tubes. A capacity (resistance) factor of 0.70 is also proposed based on a reliability analysis using the first order second moment (FOSM) method.
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behaviour of Gusset Plate connections to ends of round and elliptical hollow structural section members
Canadian Journal of Civil Engineering, 2006Co-Authors: S Willibald, Jeffrey A. Packer, Gilberto MartinezsaucedoAbstract:Gusset Plate connections to the ends of hollow structural section (HSS) members are regularly used in steel-framed buildings and roof trusses. Recent research on this connection type has indicated ...
Jilei Zhang - One of the best experts on this subject based on the ideXlab platform.
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IN-PLANE BENDING MOMENT RESISTANCE OF T-SHAPED ONE-SIDED TWO-Gusset-Plate FURNITURE JOINTS IN ORIENTED STRANDBOARD
Wood and Fiber Science, 2016Co-Authors: Samet Demirel, Onder Tor, Jilei ZhangAbstract:This study investigated the in-plane bending moment resistance of a T-shaped joint connected with two Gusset Plates stapled on one side of joint members in three oriented strandboard (OSB) materials. Experimental results indicated that in-plane moment resistance loads of T-shaped, one-sided, two-Gusset-Plate joints at ultimate point on average were about 1.9 times their corresponding moment loads at proportional limit. The proposed mechanical model was verified experimentally as a valid means for deriving estimation equations of in-plane bending moment resistance loads of T-shaped, one-sided, two-Gusset-Plate joints in OSB materials used in the study. Experimental results and derived equations of in-plane bending moment resistance loads indicated that a T-shaped, one-sided, two-Gusset-Plate joint in OSB materials will always have a higher in-plane bending moment resistance load than an L-shaped one if the rail width in a L-shaped joint is the same as the stump width in a T-shaped joint. The difference in magnitude is affected by the critical joint member width and distance from the point at the stump where the external in-plane moment load is applied to the rail top edge.
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Bending Moment Resistance of L-Shaped Two-Gusset-Plate Furniture Joints in Oriented Strandboard
Wood and Fiber Science, 2014Co-Authors: Samet Demirel, Jilei ZhangAbstract:Bending moment resistances of L-shaped joints connected with two Gusset Plates stapled on one side of joint members in oriented strandboard (OSB) were investigated. Factors were joint member material type, rail width, and number of staples. Experimental results showed that ultimate moment resistances of L-shaped, Gusset-Plate joints ranged from 429 to 842 N-m. Ultimate moment resistance loads of joints connected with 12 staples were 43% higher than those with 8 staples. Ultimate moment resistance loads increased as rail width increased from 152 to 203 mm with an increment of 25.4 mm, but the significance was affected by material type and number of staples. The increase in ultimate moment resistance loads of L-shaped, Gusset-Plate joints was not sensitive to material density profile change and density increase when 178-mm-wide or less rails were used, but the increase in moment resistances was sensitive to density increase when 203-mm-wide rails were used. Moment load-displacement curves of Gusset-Plate joints indicated that moment resistance loads at the ultimate point were two times their corresponding moment resistance loads at a proportional limit. The mechanical model was verified experimentally as a valid means for deriving estimation equations of moment resistances of L-shaped, Gusset-Plate joints in OSB.
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Moment capacity of oriented strandboard Gusset-Plate joints for upholstered furniture. Part 2: Fatigue load
Forest Products Journal, 2007Co-Authors: Xiaodong Wang, Alexander Salenikovich, Mohammad Mohammad, César Echavarría, Jilei ZhangAbstract:Power-driven staples are commonly used to join framing members in upholstered furniture construction because of their quick and easy installation. To successfully introduce oriented strandboard (OSB) into upholstered furniture as frame stock, moment capacity data for stapled Gusset-Plate joints constructed of OSB are needed. In this study, the static moment capacity of T-shaped, end-to-side joints with two Gusset-Plates was determined experimentally and analytically for Gusset-Plates of different lengths (4, 6, 8, 10, and 12 inches) attached with 1.0-inch- and 1.5-inch-long staples with and without adhesive. The moment capacity of the joint increased in proportion with the length of the Gusset-Plate until the strength of the Gusset exceeded that of the main joint member. Analytical prediction of the moment capacity of an unglued stapled joint was found satisfactory. Application of glue to the connection surface changed the failure modes ofthe joints and increased their moment resistance capacity.