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Littérature scientifique sur le sujet « Reduced Beam Section »

Auteur : Grafiati

Publié le 4 juin 2021

Mis à jour le 17 février 2022

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Articles de revues sur le sujet "Reduced Beam Section"

Dinu, Florea, Dan Dubină, Cristian Vulcu et Calin Neagu. « Design by Qualification Testing of Reduced Beam Section Welded Connections ». Advanced Materials Research 1111 (juillet 2015) : 229–34. http://dx.doi.org/10.4028/www.scientific.net/amr.1111.229.

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Steel moment frames are common systems in multi-storey buildings. Even the relatively low stiffness of the system limits the applicability, they remain popular in seismic applications due to the good dissipation capacity. Considered deemed-to-comply in seismic applications, welded beam to column connections experienced serious damages and even failures during strong seismic earthquakes. These failures included fractures of the beam flange-to-column flange groove welds, cracks in beam flanges, and cracks through the column section. To reduce the risk of brittle failure of welded connections, beam weakening near the ends became popular. To assure the desired behavior, i.e. the development of plastic deformations in the reduced beam section zones rather than at the face of the column, proper detailing and sizing is necessary. Today design provisions are limited to long beams, where the effect of shear stresses may be neglected. The application of the same rules for short beams might be non-conservative, and therefore qualification testing is necessary. The study presents the qualification testing of reduced beam sections welded connections of short beams. Both monotonic and cyclic tests were performed and numerical models were validated based on the test data.

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Morshedi, Mohamad A., Kiarash M. Dolatshahi et Shervin Maleki. « Double reduced beam section connection ». Journal of Constructional Steel Research 138 (novembre 2017) : 283–97. http://dx.doi.org/10.1016/j.jcsr.2017.07.013.

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Nie, Shao Feng, Tian Hua Zhou, Xiang Bin Liu et Xiu Mei Wang. « Study on Mechanical Behavior of Concrete-Filled Square Tubular Column and Bolt-Weld Steel Beam Joints with Reduced Beam Section ». Advanced Materials Research 163-167 (décembre 2010) : 620–23. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.620.

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The nonlinear FEM models of concrete-filled square tubular column with internal diaphragms and steel beams with reduced beam section bolt-weld joints, involving geometric, materials and contact nonlinear, were established. The 3D models of beam-to-column joints with internal diaphragms by 3D solid elements are founded. The bearing capacity behavior of joints under the monotonic loading are analyzed, including P-Δ curves, the stresses distribution of beam, the dissipating energy ability and destruction form. The analysis results show that the initial stiffness of joint with reduced beam section is close to that of non-reduced beam section joint. The bearing capacities of joints with reduced beam section are lower a little than that of non-reduced beam section joint. The plastic hinge in the joint with reduced beam section is removed to the reduced beam region.

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H Aswad, Nini, Herman Parung, Rita Irmawaty et A. Arwin Amiruddin. « The Effects of Reduced Beam Section on Castellated Beam ». MATEC Web of Conferences 138 (2017) : 02018. http://dx.doi.org/10.1051/matecconf/201713802018.

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Moon, Ki Hoon, Sang Whan Han et Ji Eun Jung. « Fracture Moment Strength of Reduced Beam Section with Bolted Web Connections ». Key Engineering Materials 348-349 (septembre 2007) : 717–20. http://dx.doi.org/10.4028/www.scientific.net/kem.348-349.717.

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Reduced Beam Section (RBS) moment connections are developed for Special Moment Resisting Frames (SMRF). According to the beam web attachment the column flange RBS connections are classified into Reduced Beam Section with Bolted web connections (RBS-B), and the Reduced Beam Section with Welded web connections (RBS-W). Beam flanges are welded to the column. Regardless of different web attachment details in RBS-B and RBS-W connections current design procedures (FEMA 350) assumes that they could develop plastic moment of the beam gross section. In current design procedures, RBS-B connections should provide the sufficient strength that can reach the plastic moment capacity of the connected beam. However, some experimental researches reported that the beams in RBS-B connections fractured before the connection reached its plastic moment capacity. Such undesirable fracture shows that RBS-B connections have less strength than RBS-W connections. And if RBS-B connections designed in current design procedures, it might fail in a brittle manner and not satisfy SMRF due to undesirable fracture. Thus, this study develops a new set of equations for accurately computing the moment strength of RBS-B connections. The proposed strength equation accurately predicts connection moment capacity for RBS-B connections.

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Wang, Yan, Xiu Li Liu et You Sheng Yu. « The Mechanical Behavior Study on Reduced Beam Section and Widened Beam Section Connections of Steel Frames ». Advanced Materials Research 163-167 (décembre 2010) : 717–25. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.717.

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In the paper, finite element models are established by using numerical methods to study the mechanical behavior of these kinds of connections. By discussing the range of design parameter of reduced beam section connection and widened beam section connection, stress distribution of connections and the influence of design parameter on bearing capacity at elastic stage and plastic stage are studied. The FEM models of these two kinds of connections behaved good ductility behavior. The purpose of moving plastic hinge outward from the beam and column interface is realized. Stress concentration near welds at the end of beam is reduced significantly. The bearing capacity of widened beam section connection increase obviously due to expanding the local area of beam flanges at the end of beam, but that of reduced beam section connection decrease due to trimming beam flanges. After studies, the range of design parameter of reduced beam section connection and widened beam section connection are given in the paper, and comparing with FEMA-350 [14] of American. The suggestion parameters would be useful for seismic design of steel frames.

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Pantelides, Chris P., Yasuteru Okahashi et Lawrence D. Reaveley. « Experimental Investigation of Reduced Beam Section Moment Connections without Continuity Plates ». Earthquake Spectra 20, n^o 4 (novembre 2004) : 1185–209. http://dx.doi.org/10.1193/1.1814369.

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The AISC 2002 Seismic Provisions for Structural Steel Buildings recommend that usage and sizing of beam flange continuity plates across the column web shall be based on tests. The Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings ( FEMA-350) state that unless project-specific testing is performed to demonstrate that continuity plates are not required, moment-resisting connections should be provided with continuity plates when the thickness of the column flange is below a minimum value. One of the preferred moment connections for seismic-resistant steel frames is the reduced beam section (RBS) moment connection, which has performed well under cyclic loads in laboratory testing. To demonstrate the effectiveness of the RBS moment connection without continuity plates in the panel zone, a series of four full-scale tests of exterior beam-column connections was carried out. All materials were A572 Grade 50 steel; the beams were W30×132, two of the assemblies used W14×283 columns, and the other two used W18×211 columns. The beams were welded to the columns using complete joint-penetration welds. All four tests demonstrated that the RBS connections without continuity plates developed a total interstory drift angle greater than 0.04 radians and met the requirements for special moment frames.

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Sivandi-Pour, Abbas. « Performance Assessment of Steel Moment Connections Retrofitted with Various Reduced Section Patterns ». Civil and Environmental Engineering Reports 29, n^o 4 (1 décembre 2019) : 1–17. http://dx.doi.org/10.2478/ceer-2019-0041.

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Abstract It is of high importance in seismic retrofitting of lateral load-bearing systems to increase the connections performance. The crucial point in the steel frame retrofitting process is to create plastic hinges in these types of frames. The formation of plastic hinges in beams and near columns generates large strains on column flanges as well as welding metal and heated surroundings, which can lead to brittle failure. The connection should be designed in such a way as to allow plastic hinge formation at certain points of the beam. One such method suggested for retrofit connections is to reduce the beam section locally away from the connection zone. There are various patterns available to locally reduce the beam section, such as circular, elliptical, and symmetric/asymmetric. In recent years, different proposals have been presented to design these connections which vary from older instructions. For this study, radiused cuts in the flange and slotted holes in the web of connection beams were selected for retrofitting analysis. Cyclic behavior, energy damping levels, and ductility of these connections were studied and compared before and after the retrofit by using nonlinear dynamic analysis. The results showed that the symmetrical circular hole pattern in the beam flanges demonstrated reliable performance.

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Aswad, Nini Hasriyani, Tachrir, Herman Parung et A. Arwin Amiruddin. « Shear Strength Analysis of Reduced Beam Section (RBS) on Castellated Beam ». IOP Conference Series : Materials Science and Engineering 797 (4 juin 2020) : 012024. http://dx.doi.org/10.1088/1757-899x/797/1/012024.

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Parung, H., N. H. Aswad et Tachrir. « Shear strength analysis of reduced beam section (RBS) on castellated beam ». IOP Conference Series : Earth and Environmental Science 473 (14 mai 2020) : 012131. http://dx.doi.org/10.1088/1755-1315/473/1/012131.

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Thèses sur le sujet "Reduced Beam Section"

Shakya, Anuj Man. « P-DELTA EFFECTS ON STEEL MOMENT FRAMES WITH REDUCED BEAM SECTION CONNECTION ». OpenSIUC, 2011. https://opensiuc.lib.siu.edu/theses/702.

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The P-delta effect is a second order effect experienced by any structure when subjected to lateral loads like earthquake or wind loads, and is originated by an additional destabilizing moment generated due to the gravity acting on the laterally deflected member further displacing it. For the purpose of this research, displacement is considered as the study parameter to analyze the second order P-Delta effects. The main objective of this study is to investigate effects of forces causing P-Delta effects on Single Story Single Bay Steel Moment Frames with Reduced Beam Section Connection (RBS). FEMA-350 and AISC Seismic Design Manual suggest that, if the specified conditions are satisfied, there is no need to provide additional panel zone reinforcements as continuity and doubler plates. This study makes an effort to observe the effects of panel zone strength in formation of plastic hinges and in shifting fracture zone away from the column face on frames with RBS connections under P-Delta effects and find whether further increasing the stiffness of panel zone will have beneficial outcome or not.

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Vaicik, Stephen L. « The deflection amplification factor of steel moment resisting frames using reduced beam section connections / ». Available to subscribers only, 2006. http://proquest.umi.com/pqdweb?did=1136091381&sid=5&Fmt=2&clientId=1509&RQT=309&VName=PQD.

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Mirza, Muhammad Bilal. « COMPARISON OF STRENGTH, DUCTILITY AND STIFFNES OF REDUCED BEAM SECTION AND WELDED FLANGE PLATE CONNECTION ». OpenSIUC, 2014. https://opensiuc.lib.siu.edu/theses/1547.

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The earthquake of Northridge, CA in 1994 caused damages in steel moment frame buildings due to the brittle fractures in beam to column connections. This led to the modifications and improvements in the connection detailing used prior to the Northbridge earthquake. These improvements included use of better welding material and process, use of cover plates (such as Welded Flange Plate connections (WFP)), Reduced Beam Section (RBS) etc. RBS and WFP connections are the two most widely used connection configuration today. Both RBS and WFP connections allow the steel moment frame systems to extensively yield and deform plastically thus avoiding brittle fracturing occurring at the connections. Steel moment frames are comprised of beams and column, in which beams are rigidly connected with columns by welding or bolting. Members and joints resist flexural and shear forces and lateral stability is achieved through bending of the frame elements. WFP connection uses the cover plates of certain thickness and length. This addition of cover plate increases the depth of the beam at the face of the column and thus forces the plastic hinge to form away from face of the column at a certain distance. The RBS connection also protects the beam column connection by forcing the plastic hinge in a beam to form away from the face of the column at a certain distance within the reduced section. This research aims to compare the two types of steel moment connections, WFP and RBS connections, in terms of ductility, strength and stiffness. The connections were designed using the guidelines provided by Federal Emergency Management Agency FEMA-350 (2000) and AISC Seismic Design Manual. The modeling and analysis of the WFP and RBS connection was performed using finite element analysis software. A two story and two bay special moment resisting frame was considered for this study and the first story exterior beam column connection was designed using two different sections of beam and column. Total of four models were used in a half beam and half column configuration. Each selected section of beam and columns was first designed, modeled and analyzed using WFP criteria and then by RBS design guidelines. The span, height, boundary conditions and loads are kept typical for all four models. Results were computed and comparison is made in terms of ductility, strength and stiffness. Strength obtained for each model using finite element analysis software is also compared with hand calculations.

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Vootukuri, Venkat Ramana Reddy. « COMPARISON OF STRENGTH, DUCTILITY AND STIFFNESS FOR RADIUS CUT AND STRAIGHT CUT OF REDUCED BEAM SECTION ». OpenSIUC, 2019. https://opensiuc.lib.siu.edu/theses/2536.

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In 1994 there was an earthquake occurred in Northridge, California which caused damage in structures built with Steel Moment Frames (SMF) due to the brittle fractures in the beam and column connections. It has led to the major modifications and improvements in the connection detailing prior to the earthquake occurred in the Northbridge. These changes came up with better materials for welding and introduced the use of cover plate and Reduced Beam Section (RBS). RBS connections are the most widely used connection today and it allows the SMF systems to yield extensively and deform plastically by avoiding brittle fracturing at connections. The most important factors that affect the response along with the design of Steel Moment Frames (SMF) and Reduced Beam Section (RBS) connections are connection strength, stiffness, connection type, use of deep columns and phenomena associated with its instability, the strength of ductility of the column panel zone-beam instability.

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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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Assenso, Antwi Akwasi. « LOCATION AND CONFIGURATION OF REDUCED BEAM SECTION CONNECTION EFFECTS ON STRENGTH, STIFFNESS AND DUCTILITY OF MOMENT STEEL FRAMES ». OpenSIUC, 2018. https://opensiuc.lib.siu.edu/dissertations/1532.

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Moment resistant frames are mainly used in resisting lateral loads in buildings. During the 1994 Northridge Earthquake, some of these moment steel frame connections could not undergo inelastic deformation which led to many structural damages. New connection systems were proposed and tested which performed better than the pre-Northridge moment frame connections. Reduced beam section (RBS) connection is one of the most widely used connections after the Northridge Earthquake. Instead of increasing the steel at beam-column, the RBS connection rather removed steel from the flange of the beam. This connection thus gives the designer the option of deciding where the yield will occur in the frame. This research studies the three different parameters used in describing the location and configuration of the radius cut reduced beam section by employing finite element modeling. Variations in ductility, strength and elastic displacement were observed as these parameters were changed. Reducing the flange thus helped with ductility but affected the lateral load carrying capacity and stiffness of the frame.

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Poudel, Sanchit. « EFFECTS OF CONCRETE SLAB ON THE DUCTILITY, STRENGTH AND STIFFNESS OF STEEL MOMENT FRAMES WITH REDUCED BEAM SECTION CONNECTIONS ». OpenSIUC, 2015. https://opensiuc.lib.siu.edu/theses/1798.

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It was not thought that there would be some major flaws in the design of widely used steel moment frames until the Northridge Earthquake hit the California on January 17, 1994. Until then, steel moment frames were practiced as the most ductile system and were used in buildings from few stories to skyscrapers. The heavy devastation from Northridge Earthquake was an alarm for all the people related to the design and construction of such structures and pushed everybody to act fast to find some possible solutions to such never-expected-problems. Following the earthquake, FEMA entered into a cooperative agreement with the SAC joint venture in order to get a transparent picture of the problems in the seismic performance of steel moment frames and to come up with suitable recommendations. The research was specifically done to address the following things: to inspect the earthquake-affected buildings in order to determine the damage incurred in the buildings, to find out ways to repair the damaged buildings and upgrade the performance of existing buildings, and to modify the design of new buildings in order to make them more reliable for seismic performance. Among the various new design suggestions, the Reduced Beam Section (RBS) connection has been one of the most efficient and reliable option for high ductility demands. The purpose of this research was to study the behavior of concrete slabs in the performance of steel moment frames with reduced beam sections based on ductility, strength and stiffness. The slab is an integral part of a building. It is always wiser to consider the slab in order to assess accurately the seismic behavior of a building under the earthquake loading. In this research, two sets of finite element models were analyzed. Each set had one bare steel moment frame and one concrete slab frame which acted as a composite section. The connections were designed using the AISC Seismic Design manual (AISC 2012). The finite element modeling was done using NISA DISPLAY-IV (NISA 2010). All the models, with and without the slab were analyzed under the same boundary conditions and loads. Both non-linear and linear analyses were performed. The results from non-linear analysis were used to compare the ductility and strength whereas linear analysis results were used to compare the stiffness between bare steel and composite frame models.

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Mensah, Frederick Ayisi. « Comparison of Strength, Stiffness and Ductility of Reduced Beam Section Subjected to Lateral Loads Only and Combined Gravity And Lateral Loads ». OpenSIUC, 2018. https://opensiuc.lib.siu.edu/theses/2434.

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Lateral loads from Northridge Earthquake in 1994 caused brittle fractures at column-beam connections in rigid frame structures which hitherto were thought to have high ductility to resist such brittle fractures. These brittle fractures were caused by the moment frame connections’ inability to undergo inelastic deformation which eventually resulted in several structural damages. Reduced beam section (RBS) connection was among one of the solutions proposed by researchers following the Northridge Earthquake. In RBS connections, part of the beam flanges or web at a distance from the face of the column is selectively cut off to reduce its capacity in order to induce plastic hinge away from the beam-column interface. Reducing the beam section, weakens the beam and allows the groove welds and the panel zone to have a higher strength compared to the beam, thereby achieving stronger column-weaker beam design which have a better seismic performance. RBS must provide adequate combination of stiffness, strength and ductility in order to ensure acceptable seismic performance. The scope of this study is to compare strength, ductility and stiffness of reduced beam section under lateral loads only and combined gravity and lateral loads. Four finite element models were created with all conditions kept constant except loading conditions on the frames. Results from this study indicates that all models have almost the same stiffness with the models under combined gravity and lateral loads having higher ductility and ultimate strength.

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Stevens, Ryan T. « Evaluating the Fracture Potential of Steel Moment Connections with Defects and Repairs ». Thesis, Virginia Tech, 2020. http://hdl.handle.net/10919/101954.

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Steel moment frames are a popular seismic-force resisting system, but it is believed that they are susceptible to early fracture if there is a stress concentration in the plastic hinge region, also known as the protected zone. If a defect is present in this area, it may be repaired by grinding and/or welding, but little research has investigated how the repairs affect the performance of full-scale moment connections subjected to inelastic rotations. Thus, the goals of this research were to establish the performance of full-scale moment connections with repairs and defects, then develop a method for predicting fracture of the full-scale specimens using more economical cyclic bend tests. To do this, six full-scale reduced beam section (RBS) connections were tested having arrays of repairs or defects applied to the flanges. The repairs were 0.125 in. deep notches ground to a smooth taper and 0.25 in. deep notches ground to a smooth taper, welded, and ground smooth. The defects were sharp 0.25 in. and 0.375 in. notches. In addition, 54 bend tests were conducted on beam flange and bar stock coupons having the same repairs and defects, power actuated fasteners, puddle welds, and no artifacts. Finally, Coffin-Manson low-cycle fatigue relationships were calibrated using results from the cyclic bend tests with each artifact (repair, defect, or attachment method) and used in conjunction with estimates of full-scale plastic strain amplitudes to predict fracture of full-scale specimens. All four of the full-scale moment connections with repairs satisfied special moment frame qualification criteria (SMF). One full-scale specimen with sharp 0.25 in. notches satisfied SMF qualification criteria, but the flexural resistance dropped rapidly after the qualification cycle. On the other hand, the specimen with sharp 0.375 in. notches did not satisfy SMF qualification criteria due to ductile fractures propagating from the notches. The proposed method for predicting fracture of full-scale connections was validated using the six current and six previous full-scale RBS specimens. This method underpredicted fracture for eleven of the twelve specimens. The ratio of the actual to predicted cumulative story drift at fracture had a mean of 1.13 and a standard deviation of 0.19.
M.S.
Moment connections in steel structures resist earthquake loads by permanently deforming the material near the connection. This area is called the protected zone and is critical to the safety of the structure in an earthquake. Due to this importance, no defects are allowed near the connection, which can include gouges or notches. If a defect does occur, it must repaired by a grinding or welding. These are the required repair methods, but there have be no tests to determine how the repairs affect the strength and ductility of the connection. This research tested six full-scale moment connections with defects repaired by grinding and welding, as well as unrepaired defects. A correlation was also developed and validated between the full-scale tests and small-scale bend tests of steel bars with the same defects and repairs. This relationship is valuable because the small-scale tests are quicker and less expensive to conduct than the full-scale tests, meaning other defects or repairs could be easily tested in the future. All but one of the six full-scale specimens met the strength requirements and had adequate ductility. The one test specimen that failed had an unrepaired defect. The relationship between the full-scale and small-scale tests underpredicted fracture (a conservative estimate) for the five of the full-scale tests and overpredicted fracture (unconservative estimate) for one test.

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Wilson, Kevin E. « A Finite Element Investigation of Non-Orthogonal Moment Connections in Steel Construction ». University of Cincinnati / OhioLINK, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1445609099.

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Livres sur le sujet "Reduced Beam Section"

Henriksen, Niels Engholm, et Flemming Yssing Hansen. From Microscopic to Macroscopic Descriptions. Oxford University Press, 2018. http://dx.doi.org/10.1093/oso/9780198805014.003.0002.

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This chapter discusses bimolecular reactions from both a microscopic and macroscopic point of view. The outcome of an isolated reactive scattering event can be specified in terms of an intrinsic fundamental quantity, the reaction cross-section that can be measured in a molecular beam experiment. It depends on the quantum states of the molecules as well as the relative velocity of reactants and products. The relation between the cross-section and the macroscopic rate constant is derived. The rate constant is a weighted average of the product between the relative speed of the reactants and the reaction cross-section. The chapter concludes with the special case of thermal equilibrium, where the velocity distributions for the molecules are the Maxwell–Boltzmann distribution. The expression for the rate constant at temperature T is reduced to a one-dimensional integral over the relative speed of the reactants.

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Chapitres de livres sur le sujet "Reduced Beam Section"

Priya, Lakshmi, et Gayathri Krishna Kumar. « Cyclic Response of Reduced Beam Section ». Dans Lecture Notes in Civil Engineering, 335–48. Cham : Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-26365-2_32.

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Fry, G. T., S. L. Jones et M. D. Engelhardt. « Reduced beam section welded steel moment frame connections ». Dans Behaviour of Steel Structures in Seismic Areas, 681–86. London : CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-93.

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Greeshma, G. S., et S. Usha. « Analytical Study On Modified Reduced Beam Section Connections Under Cyclic Behaviour ». Dans Lecture Notes in Civil Engineering, 383–90. Cham : Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-26365-2_36.

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Moon, Ki Hoon, Sang Whan Han et Ji Eun Jung. « Fracture Moment Strength of Reduced Beam Section with Bolted Web Connections ». Dans Advances in Fracture and Damage Mechanics VI, 717–20. Stafa : Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-448-0.717.

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Tsai, K. C., et Wei-Zhi Chen. « Seismic responses of steel reduced beam section to weak panel zone moment joints ». Dans Behaviour of Steel Structures in Seismic Areas, 279–86. London : CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-38.

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Uang, C. M., et C. C. Fan. « Cyclic instability of steel moment connections with reduced beam sections ». Dans Behaviour of Steel Structures in Seismic Areas, 747–53. London : CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-102.

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Antoo, Deepa P., et Asha Joseph. « Analytical Study on Dynamic Behaviour of Bolted Beam Column Steel Connections with Reduced Beam Sections ». Dans Lecture Notes in Civil Engineering, 225–40. Cham : Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-55115-5_22.

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Campos, Hugo. « The Quest for Innovation : Addressing User Needs and Value Creation ». Dans The Innovation Revolution in Agriculture, 1–31. Cham : Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-50991-0_1.

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Abstract In agricultural and agrifood systems, like in many other economic sectors, the main innovation drivers have traditionally been (1) technological advances and (2) research and development. When innovation fails to address the actual needs of clients and end-users, however, satisfaction gaps are created. The result is that investors receive insufficient returns and end-users receive less than expected value. The consequences of failure can be deeper than just financial, however. Successful innovation in agriculture and agrifood systems is critical to secure affordable, nutritious, and safe food for all people. Rapid innovation is needed to address the serious challenge of climate change and to reduce agriculture’s global environmental footprint. The overarching goal of agricultural innovation should be to deliver high value to end-users and improve their quality of life and well-being. To achieve this goal, organizations must first understand the jobs to be done concept for their end-users. They must take into account user satisfaction gaps and frustrations. Understanding user needs is as important as producing technology to finding innovative solutions. This is true around the globe; in industry and public sectors, and in both developed and developing countries. This chapter explains why investing in innovation is very different from succeeding at it. Ultimately, the examples, ideas, and guidelines in this chapter can be brought to bear on agricultural innovation efforts (and any other economic sector), to make them more productive and worthwhile for end-users and investors/funders. The information herein is meant to increase the likelihood of successful innovation efforts at both profit-seeking firms and nonprofit organizations.

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Imanpour, A., S. Mirghaderi et S. Torabian. « Experimental and numerical investigation of a new reduced beam section moment connection ». Dans Behaviour of Steel Structures in Seismic Areas. CRC Press, 2009. http://dx.doi.org/10.1201/9780203861592.ch128.

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« Experimental and numerical investigation of a new reduced beam section moment connection ». Dans Behaviour of Steel Structures in Seismic Areas, 897–902. CRC Press, 2009. http://dx.doi.org/10.1201/9780203861592-149.

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Actes de conférences sur le sujet "Reduced Beam Section"

Jin, Jun, et Sherif El-Tawil. « Seismic Performance of Reduced Beam Section Steel Frames ». Dans Structures Congress 2004. Reston, VA : American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/40700(2004)87.

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Khodair, Yasser, et Ahmed Ibrahim. « Behavior of Reduced Beam Section Moment Connections under Fire ». Dans Structures Congress 2012. Reston, VA : American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412367.202.

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Imanpour, Ali, Rasoul Mirghaderi, Farhad Keshavarzi et Bardia Khafaf. « Numerical Evaluation of New Reduced Beam Section Moment Connection ». Dans Structures Congress 2008. Reston, VA : American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/41016(314)67.

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Ricles, James M., et Xiaofeng Zhang. « Seismic Performance of Reduced Beam Section Moment Connections to Deep Columns ». Dans Structures Congress 2006. Reston, VA : American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40889(201)47.

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Bartley, Tony C., et Janice J. Chambers. « State-of-the-Art Analysis of Frames with Reduced Beam Section Connections ». Dans Structures Congress 2008. Reston, VA : American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/41016(314)68.

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Yang, Moucun, Yuezhao Zhu, Wei Fu, Garth Pearce et Robert A. Taylor. « Solar Concentrator Structural Optimization : A Variable Beam Cross Section Design ». Dans ASME 2017 Heat Transfer Summer Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/ht2017-5082.

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The design and construction of solar concentrators heavily affects their cost, heat utilization and optical efficiency. Current trough concentrators support the reflector with an equivalent uniform beam configured from a metal grid sub-structure. Under gravity and wind loads, the support-structure stress distribution varies as a function of position of the structure and the tracking angle. In the conventional design, there is ample surplus stiffness and strength designed into some beams of the structure, which increases the overall weight and cost of the structure. This paper describes an approach towards structural optimization of trough concentrators (with the Eurotrough design taken as an example, that means that the safety factors and structure is similar with Eurotrough design) using a variable cross section beam. The main improvement of this approach comes from keeping the beams rigid and strong near the two ends (at the torque box structure) while allowing the middle of the structure to be relatively weak. Reducing the cross-sectional area of the central beams not only reduces amount of material needed for the structure but also reduces the deflection of the reflector. The simulated results show that the concentrator’s structural weight (including the torque box, endplates and cantilever arms) and the maximum displacement of the reflector are reduced about 15.3% (about 151.2kg per 12-metre long element) and 15.5%, respectively. This represents a meaningful capital and installation cost savings while at the same time improving the optical efficiency.

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Ayres, K. R., P. R. Hurrell, C. M. Gill, K. Bridger, L. D. Burling, C. S. Punshon, Liwu Wei et N. Bagshaw. « Development of Reduced Pressure Electron Beam Welding Process for Thick Section Pressure Vessel Welds ». Dans ASME 2010 Pressure Vessels and Piping Division/K-PVP Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/pvp2010-25957.

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A reduced pressure electron beam (RPEB) process is being developed in the UK by ‘The Welding Institute’ (TWI) for the manufacture of thick section plate, forging and pipe welds. Potential gains include minimal distortion, fewer weld defects and rapid production times, compared to conventional arc welding processes. To date, RPEB welding equipment and parameters have been successfully developed and applied in a sealed chamber under partial vacuum (∼1mbar), to produce 1-pass seam welds in low alloy steel plates and forgings. Rolls-Royce commissioned TWI to produce RPEB welds in SA508 Grade 3 Class 1 steel forgings of between 100mm and 160mm thickness, as part of a feasibility study for nuclear pressure vessel applications. This paper presents results of micro-structural examinations, material property tests and residual stress analyses of RPEB welds in SA508 Grade 3 steel forgings, both in the as-welded condition and after post weld heat treatment (PWHT). This data was required in order to assess the structural integrity of the weldment. A narrow uniform fusion zone approximately 10mm wide and 3mm deep heat affected zone (HAZ) was produced. High hardness levels were measured in the weld HAZ, but the application of PWHT at 600°C had a beneficial tempering effect, reducing the maximum hardness to below 300Hv. A 3D finite element model was used and deep hole-drilling measurements were independently performed, to determine welding residual stress distributions. In both cases yield magnitude tri-axial tensile stresses were evaluated in the centre of the weld and adjacent HAZ, of up to +600MPa. This result is as expected since the centre region is the last to solidify and cool, with a high degree of restraint to weld shrinkage. However effective stress relaxation occurs during PWHT, mainly due to creep, reducing the maximum residual stress to about 100MPa (or 20% yield strength). This feasibility study has shown that RPEB welding is a viable method for fabricating large pressure vessels in low alloy steels. Sound joints can be produced in sections up to 160mm thick in a vacuum chamber. Further development work is being done by TWI in order to apply the technique out-of-chamber using a local vacuum seal.

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Tanaka, Michihiko, et Motoki Kobayashi. « Finite Element Technique for the Curved Beam Analysis : In-Plate Vibration of Curved Beam With Varying Cross Section ». Dans ASME 1991 International Computers in Engineering Conference and Exposition. American Society of Mechanical Engineers, 1991. http://dx.doi.org/10.1115/cie1991-0111.

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Abstract The purpose of this paper is to present details of an algorithm for performing the numerical analysis of in-plane free vibration problem of curved beam by using the finite element technique. Although the finite element techniques for the straight or flat structures such as rods, beams and plates are well established, the finite element formulation for curved beam has not yet been completely discussed because of analytical complexity of the beam. The analysis of curved beam is reduced to the coupled problems of the axial and the transverse components of forces, bending moments, displacements and slopes in the beam. Sabir and Ashwell have discussed the vibrations of a ring by using the shape functions (interpolation functions) based on simple strain functions[1]. The discrete element displacement method was applied to the vibrations of shallow curved beam by Dawe[2]. Suzuki et al have presented the power series expansions method for solving free vibration of curved beams[3]. Irie et al have used spline functions to analyse the in-plane vibration of the varying cross section beams supported at one end[4].

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Sinha, Alok. « Computing Natural Frequencies and Mode Shapes of an Axially Moving Non-Uniform Beam ». Dans ASME 2020 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/detc2020-22073.

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Abstract The partial differential equation of motion of an axially moving beam with spatially varying geometric, mass and material properties has been derived. Using the theory of linear time-varying systems, a general algorithm has been developed to compute natural frequencies, mode shapes, and the critical speed for stability. Numerical results from the new method are presented for beams with spatially varying rectangular cross sections with sinusoidal variation in thickness and sine-squared variation in width. They are also compared to those from the Galerkin method. It has been found that critical speed of the beam can be significantly reduced by non-uniformity in a beam’s cross section.

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Leon, Roberto, Liangjie Qi, Jonathan Paquette, Matthew Eatherton, Teodora Bogdan, Nicoleta Popa et Edurne Nunez. « Analysis of Fracture Behavior of Large Steel Beam-Column Connections ». Dans 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia : Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7122.

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Recently completed experimental steel beam-column connection tests on the largest specimens of reduced-beam section specimens ever tested have shown that such connections can meet current seismic design qualification protocols, allowing to further extend the current AISC Seismic Provisions and the AISC Provisions for Prequalified Connections for Special and Intermediate Steel Moment Frames. However, the results indicate that geometrical and material effects need to be carefully considered when designing welded connections between very heavy shapes. Understanding of this behavior will ease the use of heavier structural shapes in seismic active areas of the United States, extending the use of heavy steel sections beyond their current use in ultra-tall buildings. To better interpret the experimental test results, extensive detailed finite element analyses are being conducted on the entire series of tests, which comprised four specimens with beams of four very different sizes. The analyses intend to clarify what scale effects, at both the material and geometric level, influence the performance of these connections. The emphasis is on modeling of the connection to understand the balance in deformation between the column panel zones and the reduced beam section, the stress concentrations near the welds, the effects of initial imperfections and residual stresses and the validity of several damage accumulation models. The models developed so far for all four specimens have been able to accurately reproduce the overall load-deformation and moment-rotation time histories.

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Rapports d'organisations sur le sujet "Reduced Beam Section"

Soliman, Amr A., et Omar A. Ibrahim. PANEL ZONE DESIGN FOR REDUCED BEAM SECTION MOMENT FRAMES CONSIDERING WEB SLENDERNESS RATIO OF BEAM. The Hong Kong Institute of Steel Construction, décembre 2018. http://dx.doi.org/10.18057/icass2018.p.132.

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