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Journal articles on the topic 'Reduced Beam Section'

Author: Grafiati

Published: 4 June 2021

Last updated: 17 February 2022

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1

Dinu, Florea, Dan Dubină, Cristian Vulcu, and Calin Neagu. "Design by Qualification Testing of Reduced Beam Section Welded Connections." Advanced Materials Research 1111 (July 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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2

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

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3

Nie, Shao Feng, Tian Hua Zhou, Xiang Bin Liu, and 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 (December 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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4

H Aswad, Nini, Herman Parung, Rita Irmawaty, and 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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5

Moon, Ki Hoon, Sang Whan Han, and Ji Eun Jung. "Fracture Moment Strength of Reduced Beam Section with Bolted Web Connections." Key Engineering Materials 348-349 (September 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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6

Wang, Yan, Xiu Li Liu, and You Sheng Yu. "The Mechanical Behavior Study on Reduced Beam Section and Widened Beam Section Connections of Steel Frames." Advanced Materials Research 163-167 (December 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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7

Pantelides, Chris P., Yasuteru Okahashi, and Lawrence D. Reaveley. "Experimental Investigation of Reduced Beam Section Moment Connections without Continuity Plates." Earthquake Spectra 20, no. 4 (November 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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8

Sivandi-Pour, Abbas. "Performance Assessment of Steel Moment Connections Retrofitted with Various Reduced Section Patterns." Civil and Environmental Engineering Reports 29, no. 4 (December 1, 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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9

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

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10

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

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11

Lignos, Dimitrios G., Dimitrios Kolios, and Eduardo Miranda. "Fragility Assessment of Reduced Beam Section Moment Connections." Journal of Structural Engineering 136, no. 9 (September 2010): 1140–50. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000214.

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12

Guo, Yan Li, and Xing You Yao. "Seismic Performance of Concrete-Filled Square Tubular Column and Reduced Steel Beam Joints." Advanced Materials Research 163-167 (December 2010): 4257–64. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4257.

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According to anti-seismic design principle of strong column and weak beam, and of strong joint and weak member, reduced beam section (RSB) is often used to shift away plastic hinge from end of beam to the weaken region of the beam. The non-linear finite element models are established for concrete-filled steel square tubular column and reduced steel beam with holes in flange or in flange and web, considering geometric large deformation and material nonlinear. Comparison is made on load-displacement curves, the stress distribution of reduced beams, the ultimate load-carrying capacity, the ductility, and the energy-dissipating ability between analysis results of different RBS joints and experimental results. It shows that the stiffness and ultimate load-carrying capacity of new RBS joints are close to traditional RBS joint, the plastic hinge in the new joints with reduced beam section can be moved to the reduced region, and the new joints display good ductility, energy-dissipating ability and seismic behavior.

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13

Guo, Zhen, and Shan-Shan Huang. "Behaviour of restrained steel beam with reduced beam section exposed to fire." Journal of Constructional Steel Research 122 (July 2016): 434–44. http://dx.doi.org/10.1016/j.jcsr.2016.04.013.

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14

Stephen, N. G., and P. J. Wang. "Stretching and Bending of Rotating Beam." Journal of Applied Mechanics 53, no. 4 (December 1, 1986): 869–72. http://dx.doi.org/10.1115/1.3171873.

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The effect of uniform high-speed rotation on the simplest representation of a rotating blade is analyzed according to the linear theory of elasticity. The blade is modeled as a uniform prismatic beam of general cross section rotating about a principal section axis perpendicular to the centroidal axis. This quasi-elastostatic three-dimensional problem is reduced to a two-dimensional boundary value problem to which solutions for the amenable circular and elliptic cross sections are given. For sections not possessing two axes of cross-sectional symmetry, the theory predicts curvature of the blade center line.

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15

Crisan, Andrei, and Dan Dubina. "Bending–shear interaction in short coupling steel beams with reduced beam section." Journal of Constructional Steel Research 122 (July 2016): 190–97. http://dx.doi.org/10.1016/j.jcsr.2016.03.020.

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16

Guo, Yan Li, and Xing You Yao. "Shape Optimization and Seismic Design of Concrete-Filled Square Tubular Column and Reduced Beam Section with Cut Web." Advanced Materials Research 163-167 (December 2010): 2397–403. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2397.

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According to anti-seismic design principle of strong column and weak beam, and of strong joint and weak member, reduced beam section(RBS) is often used to shift away plastic hinge from end of beam to weaken region of the beam. Reduced beam section with cut web are analyzed by non-linear finite element method(FEM) in this paper. Two kinds of effective suggested joints of reduced beam section(circled hole and long-circled hole) are put forward by comparing the results of mechanical behavior of reduced beam section with which of traditional RBS, including of ultimate load-carrying capacity, Von-mises stress distribution and the place of largest stress of beam end of the beam-column joints. A proposed seismic design method is put forward according to related chinese codes.

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17

Strozzi, Antonio, E. Bertocchi, and V. Mangeruga. "On the Strength Weakening Effect of Stiffening Ribs in the Design of Machine Components." Key Engineering Materials 827 (December 2019): 240–45. http://dx.doi.org/10.4028/www.scientific.net/kem.827.240.

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The bending stress in beams may often be reduced by adding material to the cross section. In some paradoxical cases, however, the bending stress increases by adding material from zones far away, or close to, the neutral axis. Similarly, the bending stress of rectilinear or curved beams may often be reduced by adding ribs to the initial beam section. However, such ribs may sometimes cause a both undesired and unexpected stress increase, although they still produce a beneficial stiffening effect. The aim of this paper is twofold: a) to examine this unexpected result within the context of the paradoxical behaviour of some known beam sections, and especially of a recently noted paradox; b) to provide a preliminary rule of thumb for the mechanical design of ribs sometimes added to the outer surface of an eye, with particular regard to the small end of a connecting rod.

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18

Ohsaki, M., H. Tagawa, and P. Pan. "Shape optimization of reduced beam section under cyclic loads." Journal of Constructional Steel Research 65, no. 7 (July 2009): 1511–19. http://dx.doi.org/10.1016/j.jcsr.2009.03.001.

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19

Asil Gharebaghi, Saeed, Reza Fami Tafreshi, Nader Fanaie, and Omid Sepasgozar Sarkhosh. "Optimization of the Double Reduced Beam Section (DRBS) Connection." International Journal of Steel Structures 21, no. 4 (June 26, 2021): 1346–69. http://dx.doi.org/10.1007/s13296-021-00508-8.

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20

Chi, Jia Xiang, Shao Feng Nie, Tian Hua Zhou, and Tao Sun. "Research on Seismic Behavior of Concrete Filled Square Tubular Joints with Reduced Beam Section under Cyclic Loading." Advanced Materials Research 243-249 (May 2011): 885–88. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.885.

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The 3D 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 founded. The results of FEM are agreed to that of tests, so we can conclude that FEM in this paper is correct. Then the bearing capacity behavior of joints under cyclic loading are analyzed, including P-Δskeleton curves, P-Δ hysteretic curves, the dissipating energy ability and destruction form. The analysis results show that the plastic hinge in the joint with reduced beam section is removed to the reduced beam region. The joints that studied in this paper present excellent ductility and dissipating energy ability, therefore, all of them have a good seismic behavior.

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21

Lapina, Anastasia, Serdar Yazyev, Anton Chepurnenko, and Irina Dubovitskaya. "Flat bending shape stability of the beams with variable section width." E3S Web of Conferences 164 (2020): 02016. http://dx.doi.org/10.1051/e3sconf/202016402016.

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The paper proposes a methodology for calculating lateral buckling of beams of variable rectangular cross section based on the energy approach. The technique is considered on the example of a cantilever beam of variable width with two sections under the action of a concentrated force. The twist angle function was set in the form of a trigonometric series. As a result, the problem is reduced to a generalized secular equation.

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22

Montuori, R. "The Influence of Gravity Loads on the Seismic Design of RBS Connections." Open Construction and Building Technology Journal 8, no. 1 (December 31, 2014): 248–61. http://dx.doi.org/10.2174/1874836801408010248.

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Connections with Reduced Beam Section (RBS) have been investigated in the last 20 years both from an analytical point of view and from an experimental point of view. Several experimental tests demonstrated that RBS connections designed according to themost modern seismic codes are able to obtain the desired goal: the protection of the connection due to the yielding of the adjacent RBS. But in all the past researches and experimental tests the role that vertical loads can play was neglected or not properly accounted for. This study proposes a new procedure for accurately computing the relation between RBS location, vertical load and amount of section reduction for ensuring that plastic hinges develop in the reduced sections or in a reduced section and in an intermediate section of the beam.

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23

Manivannan, M., R. Joseph Daniel, and K. Sumangala. "Low Actuation Voltage RF MEMS Switch Using Varying Section Composite Fixed-Fixed Beam." International Journal of Microwave Science and Technology 2014 (October 20, 2014): 1–12. http://dx.doi.org/10.1155/2014/862649.

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The present authors have earlier reported the employment of varying section fixed-fixed beam for achieving lower pull-in voltage with marginal fall in restoring force. Reducing Young’s modulus also reduces the pull-in voltage but with lesser degree of reduction in restoring force. Composite beams are ideal alternatives to achieve decreased Young’s modulus. Hence new varying section composite fixed-fixed beam type RF MEMS switch has been proposed. The main advantage of this RF MEMS switch is that lower pull-in voltages can be achieved with marginal fall in stiction immunity. Spring constant of the proposed switch has been obtained using simulation studies and it has been shown that the spring constant and therefore the pull-in voltage (Vpi) can be considerably reduced with the proposed switch. Simulation studies conducted on the proposed switch clearly demonstrate that the pull-in voltage can be reduced by 31.17% when compared to the varying section monolayer polysilicon fixed-fixed beam. Further this approach enables the designer to have more freedom to design lower pull-in voltage switches with improved stiction immunity.

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24

KABUKI, Taiga, and Tetsuo YAMASHITA. "EQUIVALENT FLEXURAL RIGIDITY ON COMPOSITE BEAM WITH ‘REDUCED BEAM SECTION’ ON LOWER FLANGE." AIJ Journal of Technology and Design 27, no. 65 (February 20, 2021): 242–46. http://dx.doi.org/10.3130/aijt.27.242.

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25

Oh, Sang-Hoon, Young-Ju Kim, and Tae-Sup Moon. "Cyclic performance of existing moment connections in steel retrofitted with a reduced beam section and bottom flange reinforcements." Canadian Journal of Civil Engineering 34, no. 2 (February 1, 2007): 199–209. http://dx.doi.org/10.1139/l06-125.

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This study investigated the effectiveness of retrofit methods in improving the deformation capacity of existing moment connections in composite beams. Nonlinear finite element analysis was also performed to identify the cause of the connection failure prior to testing. Tests included one conventional specimen and four retrofit specimens. Three retrofit methods were introduced: a reduced beam section (RBS) only, an RBS with bottom flange reinforcement (RBR), and an RBS-shaped bottom flange reinforcement (RSR). A composite beam performs differently than a bare steel shape because the concrete compression flange greatly increases the tensile demands on an unreinforced bottom flange. Therefore, these retrofit methods were applied only to the bottom flanges of the beam. Quasi-static loading tests were performed. The main conclusions were as follows: (i) the deformation capacity of the existing moment connections in composite beams is not sufficiently improved by RBS alone; and (ii) both the RBR and RSR details move the plastic hinge away from the face of the column and reduce stress levels in the vicinity of the beam bottom flanges, sufficiently improving the deformation capacity.Key words: composite construction, seismic performance, reduced beam section (RBS), flange reinforcement, ductility, deformation capacity.

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26

Jia, Li, Liu Tao, Huang Hong, Jiang Jian, and Huang Zhi. "Experimental Test on Bridge Reinforcement by Enlarging Section-Prestress Method." E3S Web of Conferences 165 (2020): 04015. http://dx.doi.org/10.1051/e3sconf/202016504015.

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This paper proposes the method of enlarging section combined with prestressed tendon (Enlarging Section-Prestress Method), which has the advantages of both increasing section and external prestressing, such as reducing section height, the prestressing tendon do not rust easily, and the appearance is beautiful. Model tests were carried out, two rectangular beam models with the same section and length were made, one was reinforced by Enlarging Section-Prestress Method, and no reinforced action was taken as a control. Two points of concentrated load were applied to the model beams, and the two tests were compared in terms of deflection-load characteristics and crack development. The experimental results show that the Enlarging Section-Prestress Method is effective, which improved the ultimate bearing capacity of the beam obviously, and reduced the deflection of the trabecular beam.

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27

Sofias, Christos, and Dimitra Tzourmakliotou. "Reduced Beam Section (RBS) Moment Connections-Analytical Investigation Using Finite Element Method." Civil Engineering Journal 4, no. 6 (July 4, 2018): 1240. http://dx.doi.org/10.28991/cej-0309170.

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Reduced Beam Section (RBS) moment resisting connections are among the most economical and practical rigid steel connections developed in the aftermath of the 1994 Northridge and the 1995 Kobe earthquakes. Although the RBS connection effectiveness was widely investigated using US design and construction practices, only limited data exist from European research. Recommendations of RBS applications in steel frames were prescribed in EC8, Part3. However the reliability of these recommendations is under consideration due to above mentioned poor existing data. This paper examines numerous different contours of radius cut-out (Group A) and provides recommendations for the design and detailing of radius cut Reduced Beam Section (RBS) moment connections. Furthermore, it examines and compares different beam cross sections of European steel profiles (Group B) while the sizing of the RBS cut is kept at a constant ratio. Analytical approach was conducted investigating the adopted by EC8, Part 3 key parameters for the design. The main objective of the applied RBS geometry is to protect the connection and its components (endplate, column flange, bolts, welds) from either plastification or failure. Although the computational cost for optimization with ABAQUS is very large, the results of this study ensures on one hand that the performances of the structural parts can be effectively improved by shape optimization and an the other hand that adjustment in the geometry of the radius cut is needed for safe application to European profiles.

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28

Li, Cheng Yu, and Yao Jie Guo. "Mechanical Behavior of Concrete Filled Steel Tubular out Stiffener Ring Connections with Reduced Beam Section." Advanced Materials Research 243-249 (May 2011): 865–70. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.865.

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The past study indicates that, when the space joint of concentric annular-stiffer is loaded, stress concentration may generate at corner. The destruction usually concentrates in the joint region, and then cannot generate “strong joint”. To change this unfavorable characteristic, the reduced beam section connection is adopted. Through oriented reducing beam section, the plastic region is formed, which can achieve the aim of “weak beam, strong joint”. After the simulation and analysis to space joints on outer concentric annular-stiffer which are processed by reduced beam section, the loading conditions of the joints are obviously improved in the following aspects: (1) the stress distribution on annular plate is smoothed obviously, the degree of stress concentration on corner is significantly decreased; (2) to assure plastic hinge firstly appear on the beam end but not the ring surface, we can change the size of ring plate, length of beam and the flange weaken degree; (3)the joint stiffness does not decrease during the stage of elastic loading; (4)under repeated loading, the joint region has little change and the plastic expansion on the ring surface is not obvious. Above all, reducing beam section can improve the mechanical properties of CFST-steel beam space joints with outer concentric annular-stiffer, thus the “strong joint” requirement could be fulfilled.

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29

Mahmoud, Hussam, Bruce Ellingwood, Collin Turbert, and Mehrdad Memari. "Response of Steel Reduced Beam Section Connections Exposed to Fire." Journal of Structural Engineering 142, no. 1 (January 2016): 04015076. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001340.

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30

Jones, Scott L., Gary T. Fry, and Michael D. Engelhardt. "Experimental Evaluation of Cyclically Loaded Reduced Beam Section Moment Connections." Journal of Structural Engineering 128, no. 4 (April 2002): 441–51. http://dx.doi.org/10.1061/(asce)0733-9445(2002)128:4(441).

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31

Zhang, Xiaofeng, and James M. Ricles. "Experimental Evaluation of Reduced Beam Section Connections to Deep Columns." Journal of Structural Engineering 132, no. 3 (March 2006): 346–57. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:3(346).

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32

Jin, Jun, and Sherif El-Tawil. "Seismic performance of steel frames with reduced beam section connections." Journal of Constructional Steel Research 61, no. 4 (April 2005): 453–71. http://dx.doi.org/10.1016/j.jcsr.2004.10.006.

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33

Sun, Yu Ping, and Zhen Shan Hou. "Fracture Behavior Analyses Compared Dog-Bone Connection with Traditional Connection." Advanced Materials Research 368-373 (October 2011): 2084–88. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.2084.

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Through the ABAQUS three dimensional modeling, established the dog-bone connection and traditional connection’s 3D finite element model, obtained the beam to column’s hysteretic curve, crack tip’s stress intensity factor as well as energy release rate at the weld of beam-column connection, the middle of reduced beam section and the same place in traditional connection. The theoretical analysis indicated, reduced beam connection’s hysteretic curve is more plumpness in shapes, have no significant pinch phenomenon, spindle shape, so the energy dissipation is better. From the view of fracture toughness, the weld joint’s fracture toughness is basically the same between dog-bone connection and traditional connection, the curves of weld crack tip’s biggest stress intensity factor as well as energy release rate about the two types connection are separately overlap, but at the middle of reduced beam section compared with the same place at the traditional connection, crack tip’s biggest stress intensity factor as well as energy release rate are significantly increased, when the initial crack length 3mm is assumed at the middle reduced beam section and the same place at the traditional connection, the reduced beam section connection’s nominal stress when reaching the material toughness KIC, it is 17% lower than traditional connection, in stress developing process, the middle of reduced beam section’s stress is biggest and it can reach material toughness. So the reduced beam connection can play a role as fuse, realize strong joints weak pole design concept.

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34

Aswad, N. H., H. Parung, R. Irmawaty, and A. A. Amiruddin. "Evaluation of reduced beam section (RBS) on castellated beam subjected to a seismic load." IOP Conference Series: Earth and Environmental Science 235 (February 20, 2019): 012019. http://dx.doi.org/10.1088/1755-1315/235/1/012019.

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35

Qiao, Huiyun, Yu Chen, Jinpeng Wang, and Canwen Chen. "Experimental study on beam-to-column connections with reduced beam section against progressive collapse." Journal of Constructional Steel Research 175 (December 2020): 106358. http://dx.doi.org/10.1016/j.jcsr.2020.106358.

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36

Andjelic, Nina, and Vesna Milosevic-Mitic. "An approach to the optimization of thin-walled cantilever open section beams." Theoretical and Applied Mechanics 34, no. 4 (2007): 323–40. http://dx.doi.org/10.2298/tam0704323a.

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An approach to the optimization of the thin-walled cantilever open section beams subjected to the bending and to the constrained torsion is considered. The problem is reduced to the determination of minimum mass, i.e. minimum cross-sectional area of structural thin-walled I-beam and channel-section beam elements for given loads, material and geometrical characteristics. The area of the cross-section is assumed to be the objective function. The stress constraints are introduced. Applying the Lagrange multiplier method the equations, whose solutions represent the optimal values of the ratios of the parts of the chosen cross-section, are formed. The obtained results are used for numerical calculation.

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37

Kim, Boksun, Long-Yuan Li, and Ashley Edmonds. "Analytical Solutions of Lateral–Torsional Buckling of Castellated Beams." International Journal of Structural Stability and Dynamics 16, no. 08 (August 25, 2016): 1550044. http://dx.doi.org/10.1142/s0219455415500443.

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The majority of the existing literature on the lateral stability of castellated beams deals with experimental and/or numerical studies. This paper presents a comprehensive analytical study of the lateral–torsional buckling of simply supported castellated beams subject to pure bending and/or a uniformly distributed load. Using the principle of total potential energy, analytical expressions for the critical buckling moments and loads are derived and applied for various beam lengths. The three different locations of the applied load are used: At the top flange, shear center and bottom flange. The results show that the influence of web openings on the critical buckling moments and loads are mainly due to the reduction of the torsional constant caused by the web openings. Web shear effects and web shear buckling become important only when the beam is short and the flange is wide. The critical moments and loads will be overestimated or underestimated if the full or reduced section properties are used. The accurate critical moment or load should be calculated based on the average torsional constant of the full and reduced sections rather than simply taking the average of the critical moments or loads calculated from the full and reduced section properties. The present analytical solutions are verified using 3D finite element analysis results.

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Han, Ming Lan, and Yan Wang. "Flexural-Torsional Buckling Analysis of Steel Beam with Reduced Flanges." Applied Mechanics and Materials 94-96 (September 2011): 437–42. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.437.

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Flexural-torsional buckling of the beam in steel frame with reduced beam section (RBS) connections is analyzed. Base on the analysis of flexural-torsional buckling of the RBS beam under different loads using energy method, the critical moment calculation formula of ordinary beam is modified, and the critical moment calculation formula of RBS beam is presented. Moreover law of the RBS beam critical moment varying with cut sizes and location is discussed when compared to the critical moment of the uniform beam. The results show that: reduction has great effect on flexural-torsional buckling of RBS beam, critical moment of the RBS beam obviously decreases as compared with ordinary uniform beam, but single cut parameter has small effect on changes in critical moment; the effect of reduction on beam stiffness decreases as beam span increases.

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Chen, Hai Bin, Nan Ge, and Hua Jing Qu. "Normal Section Bearing Capacity of Reinforced Concrete Frame Joints with Open Floor Corner." Advanced Materials Research 616-618 (December 2012): 1697–701. http://dx.doi.org/10.4028/www.scientific.net/amr.616-618.1697.

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Consider the floor slab reinforced by the increases of the bending capacity of the negative moment on the beam end, the derivation of the nodes under the floor and beam together calculation of bearing capacity formula. Calculate and compare ordinary floor and the floor to the bottom of the beam end and end-column section bearing capacity open-angle seam. The results show that the slit in the floor open-angle measures, due to the reinforcement in the slab near the beam end is cut off, the beam end flexural capacity reduced by 19%, the column end bearing capacity is very small, the bearing capacity of the beams side of the gap increases, the does not affect the bearing capacity of the premise to ensure strong column and weak beam seismic requirements.

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Wang, Wen-Da, Lin-Hai Han, and Brian Uy. "Experimental behaviour of steel reduced beam section to concrete-filled circular hollow section column connections." Journal of Constructional Steel Research 64, no. 5 (May 2008): 493–504. http://dx.doi.org/10.1016/j.jcsr.2007.10.005.

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Jomaah, Muyasser M., and Diyaree J. Ghaidan. "Energy Absorption Capacity Of Layered Lightweight Reinforced Concrete Beams With Openings In Web." Civil Engineering Journal 5, no. 3 (March 19, 2019): 690. http://dx.doi.org/10.28991/cej-2019-03091279.

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This research presents the flexural behavior on reinforced concrete beam with transverse web opening constructed from layered concrete. The layered concrete combining normal concrete and lightweight aggregate concrete (LWC) are depended in present study. In the experimental program, 13 models of normal and layered reinforced concrete beams are tested under the effect of four-point loads. All beams had the same overall geometrical dimensions and main longitudinal top and bottom with internal diagonal reinforcement provided around the openings. One of the beam specimen is tested as control beam and the other specimens are divided into three groups [G1, G2, and G3] to study the effects of the following variables: effect of presence of web openings, layered system, lightweight aggregate (partially volumetric replacement of normal aggregate by thermostone) on the ultimate load, cracking load, cracking pattern and energy absorption capacity. The existing of an opening in beam specimens reduced the flexural capacity of beams with a percentage depending on the size of opening and opening number. The test data obtained from the adopted layered technique of (NEW) and (LWC) have shown that for beams constructed from two layered concrete (LWC with thermostone in the web and bottom flange of I-beam section) ultimate load is decreased about (9.3%-48.8%). It has also, the beams constructed from three-layered of concrete (LWC with thermostone in the web of I-beam section), their ultimate load is decreased about (25.6%-58.1%). On the other hand, magnitude increased of energy absorption capacity are achieved by the decreased opening size, introducing the full size opening of dimension (100×1000) mm reduces the energy absorption capacity of the RC I-section beams at least 80% compared to solid beam while the beam with opening size (100×100) mm decrease up to 16%. In the case of the layered concrete beams specimen, the real influence of lightweight concrete (LWC) type in the layered reinforced concrete is observed significantly after increasing the length of opening more than 100 mm.

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Ashilah, Chindika, Josia Irwan Rastandi, Mulia Orientilize, and Bastian Bangkit Okto. "Comparative study of reduced beam section modelling on SMRF steel structure." IOP Conference Series: Earth and Environmental Science 426 (March 13, 2020): 012032. http://dx.doi.org/10.1088/1755-1315/426/1/012032.

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Ghaffari, Mahmoud. "Nonlinear Response of Reduced Beam Section Moment Connections with Box Columns." International Journal of Science and Engineering Applications 7, no. 10 (October 5, 2018): 352–58. http://dx.doi.org/10.7753/ijsea0710.1005.

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Prinz, Gary S., and Paul W. Richards. "Demands on Reduced Beam Section Connections with Out-of-Plane Skew." Journal of Structural Engineering 142, no. 1 (January 2016): 04015095. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001360.

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Kulkarni Swati Ajay, Kulkarni Swati Ajay. "A Study of Reduced Beam Section Profiles using Finite Element Analysis." IOSR Journal of Mechanical and Civil Engineering 6, no. 4 (2013): 1–6. http://dx.doi.org/10.9790/1684-640106.

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Ball, Steven C. "Steel non-orthogonal reduced beam section moment connections-a case study." Structural Design of Tall and Special Buildings 20 (December 2011): 14–29. http://dx.doi.org/10.1002/tal.737.

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Uang, Chia-Ming, and Chao-Chin Fan. "Cyclic Stability Criteria for Steel Moment Connections with Reduced Beam Section." Journal of Structural Engineering 127, no. 9 (September 2001): 1021–27. http://dx.doi.org/10.1061/(asce)0733-9445(2001)127:9(1021).

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Zhang, Xiaofeng, and James M. Ricles. "Seismic Behavior of Reduced Beam Section Moment Connections to Deep Columns." Journal of Structural Engineering 132, no. 3 (March 2006): 358–67. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:3(358).

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Swati, Ajay Kulkarni, and Vesmawala Gaurang. "Study of steel moment connection with and without reduced beam section." Case Studies in Structural Engineering 1 (June 2014): 26–31. http://dx.doi.org/10.1016/j.csse.2014.04.001.

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Anisha, S., and Dhanya Krishnan. "Comparative Study of Steel Beam Column Connection under Cyclic Loading." Applied Mechanics and Materials 857 (November 2016): 53–58. http://dx.doi.org/10.4028/www.scientific.net/amm.857.53.

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A structure is an assembly of various elements or components which are fastened together through some type of connections. Steel beam column connection may fail due to large earth quake. Plastic hinge formation is the main failure of a steel beam column connection. There are two methods for improving the steel beam column connection (i) connection reinforcement/strengthening (ii) beam weakening by reducing the cross-sectional area of the beam at a certain distance from the connection. When reducing the cross section area plastic hinge is formed away from column face. The main objective of this study is to compare reduced beam section (RBS) and reduced web section (RWS) pattern and find out the location of plastic hinge. For steel beam column plastic hinge is located near column. When reducing the cross section area the location of plastic hinge will shift from the column. Aim of this project is to locate the position of plastic hinge apart from column face, and also evaluate the stress and deformation.

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