Journal articles: 'Shear in beam-column joints'

1

Zheng, Wenzhong, Dehong Wang, and Yanzhong Ju. "Performance of Reinforced Reactive Powder Concrete Beam-Column Joints under Cyclic Loads." Advances in Civil Engineering 2018 (2018): 1–12. http://dx.doi.org/10.1155/2018/3914815.

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An experimental research was carried out to investigate the seismic performance and shear strength of reactive powder concrete interior beam-column joints subjected to reverse cyclic loads. Four beam-column joint specimens were cast and tested in the investigation. The failure characteristics, deformational properties, ductility, and energy dissipation of reinforced reactive powder concrete interior beam-column joints were analyzed in this paper. The shear strength of joints was calculated according to the GB5001-2010 and ACI 318-14. The results shows that reactive powder concrete beam-column joints have a higher shear-cracking strength and shear carrying capacity and strength degradation and rigidity degradation are not notable. Additionally, the use of RPC for beam-column joints can reduce the congestion of stirrups in joints core. The shear force in the RPC joint is mainly carried by the diagonal strut mechanism; the design expression of ACI 318-14 can be used for calculating the shear strength of RPC joints, which has a safety margin of 22%∼38% in this test.

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Gombosuren, Dagvabazar, and Takeshi Maki. "Prediction of Joint Shear Deformation Index of RC Beam–Column Joints." Buildings 10, no. 10 (October 5, 2020): 176. http://dx.doi.org/10.3390/buildings10100176.

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In the analysis of reinforced concrete (RC) buildings, beam–column joints are regarded as rigid nodes. In fact, joint deformation may make a significant difference in the lateral response of RC buildings if joints are not properly designed and detailed. To consider joint flexibility, several types of joint models have been proposed. However, these models require complicated computations, consequently making them challenging to apply in engineering practice. This paper proposed a simple approach for predicting the contribution of the joint deformation to the total deformation of RC interior beam–column joints under critical structural deformations. To develop such a simple and accurate approach, experimental and analytical studies were performed on RC interior beam–column joints. In this study, eight half-scale joint specimens were tested under reversed cyclic loading, and 39 full–scale FE models were constructed, varying the selected key parameters. The experimental and analytical results showed that the “joint shear” is a useful index for the beam–column joints with high shear stress levels of vj>1.7 fc′ but is unsuitable for defining the failure of beam–column joints with medium or low shear stress levels of vj≈1.25–1.7fc′ and vj≈1.0fc′. Based on the results, three equations were developed to predict the joint shear deformation index (SDI) of RC interior beam–column connections corresponding to three different types of failure (i.e., joint failure before beam yielding, joint failure after beam yielding, and beam flexural failure). SDI predictions of the proposed equations correlate well with 50 test results of beam–column joints available from the literature.

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R., Balamuralikrishnan, and Saravanan J. "Finite Element Analysis of Beam – Column Joints Reinforced with GFRP Reinforcements." Civil Engineering Journal 5, no. 12 (December 1, 2019): 2708–26. http://dx.doi.org/10.28991/cej-2019-03091443.

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Glass Fibre Reinforcement Polymer (GFRP) reinforcements are currently used as internal reinforcements for all flexural members due to their resistance to corrosion, high strength to weight ratios, the ability to handle easily and better fatigue performance under repeated loading conditions. Further, these GFRP reinforcements prove to be the better alternative to conventional reinforcements. The design methodology for flexural components has already come in the form of codal specifications. But the design code has not been specified for beam-column joints reinforced internally with GFRP reinforcements. The present study is aimed to assess the behaviour of exterior beam-column joint reinforced internally with GFRP reinforcements numerically using the ABAQUS software for different properties of materials, loading and support conditions. The mechanical properties of these reinforcements are well documented and are utilized for modelling analysis. Although plenty of literature is available for predicting the joint shear strength of beam-column joints reinforced with conventional reinforcements numerically, but no such study is carried for GFRP reinforced beam-columns joints. As an attempt, modelling of beam-column joint with steel and with GFRP rebars is carried out using ABAQUS software. The behaviour of joints under monotonically increasing static and cyclic load conditions. Interpretation of all analytical findings with results obtained from experiments. The analysis and design of beam-column joints reinforced with GFRP reinforcements are carried out by strut and tie model. Strut and Tie models are based on the models for the steel reinforced beam-column joints. The resulting strut and tie model developed for the GFRP reinforced beam-column joints predicts joint shear strength. Joint shear strength values obtained from the experiments are compared with the analytical results for both the beam-column joints reinforced with steel and GFRP reinforcements. The joint shear strength predicted by the analytical tool ABAQUS is also validated with experimental results.

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Ghobarah, Ahmed, and A. Said. "Shear strengthening of beam-column joints." Engineering Structures 24, no. 7 (July 2002): 881–88. http://dx.doi.org/10.1016/s0141-0296(02)00026-3.

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Wu, Tao, Xi Liu, Guo Hua Xing, and Bo Quan Liu. "Shear Behavior of Interior Joints with Different Depth Beams in RC Frame Structures." Advanced Materials Research 217-218 (March 2011): 1504–9. http://dx.doi.org/10.4028/www.scientific.net/amr.217-218.1504.

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Six specimens of interior joints with different depth beams were tested under reversed cyclic loading. The failure characteristics and shear force versus shear angle skeleton curves of interior joints are analyzed. Based on the experimental study, an analytical model for equivalent joint core of abnormal joint under the combined action of axial load and shear is established, and the shear stress versus shear angle curves of equivalent joint core of tested specimens was calculated by using modified compression field theory (MCFT).Test results indicated that the first crack appeared in the minor core (determined by the low beam and the top column), and the final failure appeared in the large core (determined by the high beam and the bottom column). The critical crack load was quite nearly with the ultimate load of abnormal joints, and seismic behavior of beam-column joint sub-assemblage was poorer than that of ordinary joints. Good agreement between experimental results and prediction results is achieved.

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Wang, Dehong, Yanzhong Ju, and Hao Shen. "Crack Resistance Properties of HPFRC Beam-Column Joints under Cyclic Load." Advances in Materials Science and Engineering 2019 (March 4, 2019): 1–11. http://dx.doi.org/10.1155/2019/8361095.

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To investigate the crack resistance properties of high-performance fiber-reinforced concrete (HPFRC) beam-column joints, quasi-static tests of twenty-four beam-column joint specimens were performed. Test specimen variables included joint types, size effect, axial compression ratio, stirrup ratio in joint, web reinforcement, and noncorner vertical reinforcement across the joint region. The influences of these factors on the crack properties of HPFRC joints were analyzed. Test results showed that the shear strength at the crack of HPFRC exterior joints with shear failure was closer to the ultimate bearing capacity. The average ratio of the cracking shear force to the peak shear force was 0.631 for the exterior joint with shear failure, and the ratio was 0.527 for the interior joint with the same size. The size effect was observed in HPFRC joint specimens, and the average shear stress at the joint crack decreased with the increase of the joint specimen size. The increase of the axial compression ratio can improve the crack resistance properties (cracking strength and crack width) of HPFRC joints. Web reinforcement and noncorner vertical reinforcement across the joint region have no evident influence on the cracking strength of joints, but they significantly affect the distribution and width of cracks in the joint region. The formulas for calculating the cracking strength and crack width of HPFRC joints were proposed based on the test results.

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Dang, Cong Thuat, and Ngoc Hieu Dinh. "Experimental Study on the Structural Performance of Beam-Column Joints in Old Buildings without Designed Shear Reinforcement under Earthquake." Materials Science Forum 902 (July 2017): 33–40. http://dx.doi.org/10.4028/www.scientific.net/msf.902.33.

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Old reinforced concrete buildings constructed around 1980’s in many developing countries have been designed against mainly gravity load. Beam-column joints in these buildings contain slightly or no shear reinforcement inside the panel zones due to the construction convenience, and are vulnerable to shear failure in beam-column joints under the action of earthquake loads, especially for the exterior beam-column joints. This experimental study aimed to investigate the seismic performance of five half-scale exterior beam-column joints simulating the joints in existing reinforced-concrete buildings with non-shear hoop details. The test results showed that the structural performances of the beam-column joints under earthquake including failure mode, load-drift ratio relationship, shear strain of the joints and energy dissipation are strongly affected by the amount of longitudinal reinforcing bars of beams.

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Xiang, Ping, ZH Deng, YS Su, HP Wang, and YF Wan. "Experimental investigation on joints between steel-reinforced concrete T-shaped column and reinforced concrete beam under bidirectional low-cyclic reversed loading." Advances in Structural Engineering 20, no. 3 (July 29, 2016): 446–60. http://dx.doi.org/10.1177/1369433216653841.

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Steel-reinforced concrete T-shaped column-beam structure system has superiorities of both steel-reinforced structure and special-shaped column structure. This research focuses on steel-reinforced concrete T-shaped column-beam joint design and experimentally investigates seismic behaviors of the proposed joints. Pseudo-static tests are carried out on three steel-reinforced concrete T-shaped column-reinforced concrete beam joints and one reinforced concrete T-shaped column-reinforced concrete beam joint. The experiments were conducted under bidirectional low-cyclic reversed loading to simulate realistic loading conditions under earthquake. Hysteresis loops of all the specimens, including load–deflection, moment–rotation, and load–shear deformation loops, are plotted for the evaluation of seismic reaction. The working index, ductility coefficient, and equivalent viscous-damping coefficient are calculated for comparisons. Meanwhile, the ductility, capacity of energy dissipation, stiffness degradation, and the function of steel reinforcement in resisting shear force in the joint core area are intensively studied. Based on experimental results, this research analyzes shear-resistant capacity and the inner force transmission in these joints. It is found that the steel-reinforced concrete T-shaped column-reinforced concrete beam joint performs well under seismic conditions; moreover, shear-resistant capacity, ductility, and reliability are satisfactory. Conclusions derived from this research are useful for engineering practice.

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Wang, Kun, Shi Yun Xu, and Hui Hui Luo. "Nonlinear Analysis of Shear Performance for Joint of Steel Reinforced Concrete Beam and Angle-Steel Concrete Column." Applied Mechanics and Materials 256-259 (December 2012): 674–79. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.674.

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Based on the simulated results of joint of SRC beam and RC column (steel reinforced concrete beam and reinforced concrete column) with steel anchor, an analytical research on failure models and shear performance of three types of joints is conducted, which is composed of SRC beam and RC column, of SRC beam and column (steel reinforced concrete beam and column) and of SRC beam and ASC column (steel reinforced concrete beam and angle-steel concrete column). Then the parameters analysis for joint of SRC beam and ASC column is carried out, and the design formula of shear capacity for joint of SRC beam and ASC column is given on account of a great number of calculated and statistic results.

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Lee, Jung Yoon, Jong Wook Park, and Sang A. Cha. "Strength of Interior Reinforced Concrete Beam-Column Assembles." Advanced Materials Research 250-253 (May 2011): 3506–9. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3506.

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This paper provides a method to predict the strength of interior reinforced concrete beam-column joints that fail in shear before the plastic hinges occur at both ends of the adjacent beams. The proposed method takes into account the axial force ratio, the compressive strength of concrete, and the shear strength deterioration in the beam-column joints. In order to verify the shear strength of the proposed method, the behaviors of 38 interior beam-column joints were compared. Comparisons between the observed and calculated shear strengths of the tested beam-column assembles, showed reasonable agreement.

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Emami, Ebrahim, Ali Kheyroddin, and Mohhamad Kazem Sharbatdar. "Experimental and analytical investigations of reinforced concrete beam-column joints retrofitted by single haunch." Advances in Structural Engineering 23, no. 15 (June 22, 2020): 3171–84. http://dx.doi.org/10.1177/1369433220922493.

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Recently, the single haunch with specifications such as less invasive and architectural consistency, and easy to practice have been adopted as one of the considered retrofitting options for deficient reinforced concrete beam-column joints. In this article, by analytical evaluation, the influence parameters such as haunch to beam stiffness ratio, haunch inclination angles, and mounted position were investigated. Analytical equations were also proposed for haunch to beam stiffness ratio in terms of both shear interaction between haunch and beam-column members and reduction of joint shear demand. Moreover, five exterior beam-column joint sub-assemblies were fabricated afterwards four of those retrofitted by various cross-sectional area of single steel haunch. Then, all of these beam-column joints and remaining one (as-built joint) were experimentally subjected to cyclic loading. To validate the analytical results, the experimental responses in four limit states including first diagonal core crack in as-built joint, drift ratio 2%, the first diagonal core crack in all the joints, and ultimate state (peak load) were provided for comparison. Also, by definition of an index as vulnerability index in fraction ratio of available joint shear force to joint shear strength predicted by international codes, the obtained vulnerability index of experimental responses were compared to analytical results.

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12

Zhao, Huang Juan, Hai Tao Fan, and Zhi Xin Wang. "Nonlinear Finite Element Analysis of Interior Beam-Column Joints in Reinforced Concrete Frame." Applied Mechanics and Materials 166-169 (May 2012): 1062–66. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1062.

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By using finite element analysis software ABAQUS, the mechanical behavior of the beam-column joints is studied through analyzing 8 interior beam-column joints in RC frame. Meanwhile, the factors which can have effects on the behavior of the beam-column joints are also obtained. The reasonable parameters such as material constitutive, the boundary conditions and mesh types will directly affect the accuracy of finite element analysis results. The mechanical behavior of the beam-column joint in RC frame is decided by concrete strength and volumetric percentage of stirrups. With the increase of concrete strength and volumetric percentage of stirrups in joint core, the shear capacity of interior beam-column joints in RC frame is improved.

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13

Fan, Guoxi, Jing Yang, Ye Wang, Qiyi Zhang, Jing Jia, and Wanpeng Cheng. "Dynamic Behavior of a Precast and Partial Steel Joint under Various Shear Span-to-Depth Ratios." Materials 14, no. 9 (April 23, 2021): 2162. http://dx.doi.org/10.3390/ma14092162.

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The dynamic behavior of a PPSRC beam–column joint is related to constraint effect, strength deterioration and strain rate effect. Then, it can be assessed by bearing capacity, stiffness degradation, displacement ductility and energy consumption. The results show that the increased strain rate causes growth in ring stiffness, bearing capacity and energy consumption of PPSRC beam–column joints. However, the influence of shear span-to-depth ratio on dynamic mechanical properties of PPSRC beam–column joints is more obvious than that of strain rate. Regardless of strain rate, the bearing capacity, initial stiffness, ring stiffness and energy consumption of PPSRC beam–column joints decrease as the shear span-to-depth ratio increases. Moreover, the ring stiffness under reverse direction is smaller than that the under forward direction at each displacement level. However, the stiffness degradation under a lower shear span-to-depth ratio is more obvious than that under a higher shear span-to-depth ratio. Moreover, the displacement ductility with a higher shear span-to-depth ratio is better than that with a lower shear span-to-depth ratio. Finally, the mechanical properties of PPSRC beam–column joints are affected by the extension length of partial steel plate, and the reasonable extension length of the partial steel plate in the column is affected by the shear span-to-depth ratio.

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14

Leon, Roberto, and James O. Jirsa. "Bidirectional Loading of R.C. Beam-Column Joints." Earthquake Spectra 2, no. 3 (May 1986): 537–64. http://dx.doi.org/10.1193/1.1585397.

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Fourteen reinforced concrete beam-column joint subassemblages were tested to investigate the effects of load history, beam reinforcement size, beam geometry and floor slabs on joint behavior under cyclic bidirectional load reversals. The full-scale specimens were loaded biaxially to simulate the worst loading condition on the joints of a multi-story ductile moment-resisting frame. The tests showed that biaxial effects can have a significant impact on joint behavior due to the deterioration of column strength, that the beam and slab geometry can significantly affect the joint shear response, and that bond conditions and column-to-beam flexural capacity ratio control the design of such subassemblages.

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15

Zhang, Yufen, Jiaqi Gao, Yushuo Li, and Krushar Demoha. "Experimental analysis of hysteretic behavior and strain field of external diaphragm joints between steel beams and CFDST columns." Advances in Structural Engineering 23, no. 6 (November 27, 2019): 1129–41. http://dx.doi.org/10.1177/1369433219888747.

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External diaphragm joints with high structural reliability are used widely in composite steel and concrete structures. In this study, the external diaphragm joint was improved to be a steel beam-to-concrete filled double steel tubular column connection. The digital speckle correlation method was used to measure and investigate the strain field in the panel zone and relative beam-to-column rotation in a low-cycle reciprocating loading test. The obtained hysteresis curves of moment-rotation ( M-θ) and shear force-deformation ( V-[Formula: see text]) showed that the external diaphragm joints had higher strength, higher ductility, and better energy dissipation capacity. Decreasing the axial compression ratio resulted in the deterioration of initial rotational stiffness. Wider external diaphragm produced better ductility and larger initial shear stiffness. The ribbed anchorage web was effective to increase the bending resistance by 10%. Beam-to-column bending stiffness ratio can not only influence the bending resistance and energy dissipation capacity significantly but also affect the shear deformation capacity in the joint core. The magnitude of the shear strain in the panel zone was large, especially for the specimens under column failure mode, and shear deformation in the panel zone should not be neglected for it accounted for 30%–40% of the beam-to-column rotation. Beam-to-column rotation and shear deformation obtained by the digital speckle correlation method offered better predictions to analyze the mechanical behavior of external diaphragm joints in the concrete filled double steel tubular structures.

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Megget, Leslie M. "The seismic behaviour of small reinforced concrete beam-column knee joints." Bulletin of the New Zealand Society for Earthquake Engineering 31, no. 4 (December 31, 1998): 215–45. http://dx.doi.org/10.5459/bnzsee.31.4.215-245.

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The majority of research into beam-column knee joints has been conducted with monotonic loading. Many of these joints failed to reach their member moment capacity, especially under opening moments, while a few cyclic knee joint tests have been completed in the United States this decade. This paper describes the cyclic testing of 8 small knee joints designed to the 1995 New Zealand Concrete Standard. In addition two joints designed and detailed to the 1965 N.Z. Concrete Code were also tested. Joints with U-bar anchorages performed better than joints with standard 90 degree hook details on beam and column bars. The current Concrete Standard (NZS3101:1995) designs usually attained their nominal moment capacity in both directions up to and including ductility 4 displacements, but subsequently strengths fell off at higher ductilities. Joints with extra diagonal bars across the inner comer were able to sustain their nominal member strengths to higher ductility levels, especially under opening moments. A maximum horizontal joint shear stress of 0.12 f’c, for knee joints, in ductile frame buildings is recommended, where this limit is 60% of the current NZS3101:1995 Standard recommendation. An approximate 25% degradation of the joint shear stress occurred as displacement ductility factors increased from 1 to 8. The 1960's designed joints behaved poorly, as expected, with joint shear and anchorage failures occurring, in both moment directions, at strength levels below the beam's nominal strength. A maximum joint shear stress of only 0.072 f’c was reached and this fell to about a third of that stress between displacement ductility factors of 1 and 4 under closing moments.

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Jia, Jin Qing, Wei Qing Zhu, Gang Meng, and Da Li Yao. "Study on Shear Strength of SRC Beam-Column Connections." Advanced Materials Research 255-260 (May 2011): 25–29. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.25.

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This paper proposes a new model to predict the horizontal shear strength of SRC, especially SRHC/SRUHC, beam-column connections on the basics of previous models developed for RC and RCS connections. The model divides the contributions to shear strength of a connection into three parts, the contribution of steel web, inner strut and outer strut. The predicted values coincide with experiment results very well, which proves that the model is suitable for SRC connections. It is found that the inner strut plays a dominant role in the strength mechanisms in SRC joints, so adequate web stiffeners in joints should be provided. It is the stirrups in a joint, rather than concrete strut, that usually determine how much contribution the outer strut mechanism provides to the joint.

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Mounika, B., and P. Poluraju. "Investigation of Beam Column Joint with Beam Weak in Shear under Monotonic Loading." International Journal of Engineering & Technology 7, no. 2.20 (April 18, 2018): 182. http://dx.doi.org/10.14419/ijet.v7i2.20.13293.

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Earthquake affected structures, mostly failure occur at beam column joints (BCJ). BCJs are categorized according to their geometrical grouping as Interior, Exterior, and Corner joints. Exterior beam column joint (i.e., terminating the beam on one of the column faces) was the most vulnerable one with respect to the plane of loading. The present study aims at ductility behaviour of exterior BCJ with conventional reinforcement using the code IS 456-2000 and with special confining reinforcement using the Code IS 13920-2016. Four number of beam-column joint specimens are considered in which the first one is detailed as per IS 456-2000, the second one as per IS 13920-2016 and the other two with 50% and 30% reduction of shear reinforcement was provided while compared with the first specimen. It is mainly to satisfy the strong column-weak beam concept as the main parameter. The test was carried out on the loading frame with hinged conditions to the column both ends, and the load is applied at the tip of the beam. The experimental studies are proven with an analytical study carried out by finite element model by using ANSYS and disparate parameters are assessed both experimentally and analytically.

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Li, Zhenbao, Yanwei Cui, Kun Song, Hua Ma, and Zhenyun Tang. "The shearing performance of a beam-column joint in a reinforced concrete frame subjected to bidirectional loading." Advances in Structural Engineering 22, no. 15 (June 28, 2019): 3176–89. http://dx.doi.org/10.1177/1369433219859475.

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The anti-seismic capability of beam-column joints in reinforced concrete frame structures undergoing bidirectional loading may be lower than the designed capability for unidirectional earthquake action. To date, detailed calculation methods for the shear capability and shearing performance for joints in reinforced concrete frames subjected to bidirectional loading have not been reported. In this work, the shear mechanism of the beam-column joint in a reinforced concrete frame under bidirectional loading is analyzed. The study shows that when a synthetic shear force is imposed on the joint, the oblique compression zone comes into being at the corner of the joint, and the oblique compression strut is formed in the core area of the joint, which is different from the shear mechanism of the joint under unidirectional loading. A shear capacity calculation model is established based on the strut-and-tie model. Through the testing of reinforced concrete frame joints under bidirectional monotonous loading, the combined shear and deformation in the joint are obtained, the mechanical properties in each principal plane and in the combined shear action plane are analyzed, the shearing performance of the joints in a reinforced concrete frame under bidirectional loading is defined, and the shear contributions of hoop and column reinforcement are verified. The predicted values of the shear capability in this work are in good agreement with the reported experimental results.

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Murad, Yasmin, Haneen Abdel-Jabar, Amjad Diab, and Husam Abu Hajar. "Exterior RC joints subjected to monotonic and cyclic loading." Engineering Computations 37, no. 7 (March 20, 2020): 2319–36. http://dx.doi.org/10.1108/ec-06-2019-0269.

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Purpose The purpose of this study is to develop two empirical models that predict the shear strength of exterior beam-column joints exposed to monotonic and cyclic loading using Gene expression programming (GEP). Design/methodology/approach The GEP model developed for the monotonic loading case is trained and validated using 81 data test points and that for cyclic loading case is trained and validated using 159 data test points that collected from different 9 and 39 experimental programs, respectively. The parameters that are selected to develop the cyclic GEP model are concrete compressive strength, joint aspect ratio, column axial load and joint transverse reinforcement. The monotonic GEP model is developed using concrete compressive strength, column depth, joint width and column axial load. Findings GEP models are proposed in this paper to predict the joint shear strength of beam-column joints under cyclic and monotonic loading. The predicted results obtained using the GEP models are compared to those calculated using the ACI-352 code formulations. A sensitivity analysis is also performed to further validate the GEP models. Originality/value The proposed GEP models provide an accurate prediction for joint shear strength of beam-column joints under cyclic and monotonic loading that is more fitting to the experimental database than the ACI-352 predictions where the GEP models have higher R2 value than the code formulations.

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Valente, Marco. "Seismic Performance of a Multi-Story Composite Frame with Partial Shear Interaction and Partial Strength Joints." Advanced Materials Research 602-604 (December 2012): 1579–82. http://dx.doi.org/10.4028/www.scientific.net/amr.602-604.1579.

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This study investigates the influence of partial shear interaction and partial strength beam-to-column joints on the seismic performance of a multi-story composite frame. The moment-rotation relationship of the beam-to-column joints and the force-slip curve of the beam-to-slab connections have been calibrated on the basis of available experimental tests. The results of the numerical investigations show that the energy dissipation of the composite frame increases by reducing the shear connection degree. The shear connection degree has a significant effect on the total dissipated energy in case of rigid joints, whereas in case of partial strength joints the contribution of the joints to the dissipated energy is predominant. Low shear connection degrees can provide a source of dissipated hysteretic energy, above all in case of rigid joints, and can reduce the ductility demand on other parts of a composite frame, such as partial strength beam-to-column joints. However, the shear connection degree should be high enough in order to protect shear connectors from failure.

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Jun, Wu, Mu Guohui, Zhang Mingda, Wang Sijin, Ma Jun, Ju Yanzhong, and Wang Dehong. "Performance comparison of beam-column joints with different concretes." E3S Web of Conferences 283 (2021): 01007. http://dx.doi.org/10.1051/e3sconf/202128301007.

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With the development of concrete materials, high strength concrete (HSC) and fiber reinforced concrete (FRC) are more and more used in reinforced concrete frame structures. This paper collected the test results of normal concrete (NC), HSC and reactive power concrete (RPC) beam joints. The performances of different concrete joints were compared and analyzed from two aspects of failure process and characteristics and shear deformation. The results showed that the ratio of through-crack load to shear capacity of NC joints is about 0.75-0.80, while that of RPC joints through-crack is close to shear capacity. The randomly distributed steel fibers of RPC like dispersed steel bars can effectively restrain the development of oblique cracks in the core area of joints. When the ultimate load is reached, the average shear angle of NC joints is much larger than that of RPC and steel fiber reinforced concrete joints. The small deformation of joints ensures the stiffness of RPC and steel fiber reinforced concrete joints. However, because there is no coarse aggregate in RPC, the occlusal interaction between the two sides of oblique cracks in the core area of RPC beam-column joints is obviously lower than that of NC joints.

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Hou, Li-Qun, Shi-Cai Chen, Wei-Ming Yan, and Kang-Suk Kim. "Mechanical performance of space sandwich joints under bidirectional cyclic loading." Advances in Structural Engineering 22, no. 1 (May 31, 2018): 69–80. http://dx.doi.org/10.1177/1369433218778403.

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In high-rise buildings with high-strength concrete column and normal-strength concrete floor, the beams and slabs are usually cast in a continuous fashion through the beam–column joint to simplify construction, and this results in the lower strength concrete at the beam–column joint core (sandwich joint). It will influence the capacity of the joint. In this article, three groups of three-dimensional specimens consisting of sandwich joint specimens and corresponding traditional joint specimens were tested under bidirectional reversed cyclic loads to investigate seismic performance, including the failure mode, ductility, energy dissipation, and deformation. The test results show that the beam–column joint core can be cast with normal-strength concrete when the column concrete strength is less than 1.5 times that of the beam. However, when the ratio exceeds 1.5, the failure mode of the joint may change from beams flexural failure to joint shear failure and additional strengthening measures should be taken. Finally, the formula for calculating shear capacity of the three-dimensional sandwich joints is presented, and the predictions are compared to the experimental results.

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Choi, Ha-Young, Byoung-Il Kim, and Jung-Yoon Lee. "Estimation of Shear Strength of Beam-Column Joints." Journal of the Korea Concrete Institute 24, no. 2 (April 30, 2012): 185–93. http://dx.doi.org/10.4334/jkci.2012.24.2.185.

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Bayhan, Beyhan, Gökhan Özdemir, and Polat Gülkan. "Impact of Joint Modeling Approach on Performance Estimates of Older-Type RC Buildings." Earthquake Spectra 33, no. 3 (August 2017): 1101–23. http://dx.doi.org/10.1193/092616eqs159m.

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The behavior of beam-column connections has usually been ignored in the modeling process due to its complexity and relatively recent awareness of its possible impact on response. This study presents the features of modeling unreinforced beam-column joints in estimating seismic demands. A representative RC frame is subjected to strong ground motions. Through nonlinear dynamic analyses, base shear, roof displacement, inter-story drift and joint rotation are noted. The dynamic analyses are performed comparatively through two analytical models with rigid and flexible joint assumptions. In the flexible joint model, shear deformation at the beam-column joint and bond-slip deformation at the beam-column interface are simulated through a previously verified analytical representation. Results indicate that introducing unreinforced beam-column joint behavior to the model may lead to almost two times larger seismic demands compared to those obtained from rigid connection assumption. Thus, the performance assessment of such buildings may conclude erroneously with underestimated seismic demands and damage levels when inelastic actions in the joints are ignored. However, in some cases, lower seismic demands can also be obtained for the flexible joint model.

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Zhang, Xizhi, Jiawei Zhang, Xuejian Gong, and Shaohua Zhang. "Seismic performance of prefabricated high-strength concrete tube column–steel beam joints." Advances in Structural Engineering 21, no. 5 (August 24, 2017): 658–74. http://dx.doi.org/10.1177/1369433217726895.

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This study proposes a new type of fabricated hybrid frame structure, which is a prefabricated high-strength concrete tube column–steel beam joint hybrid frame structure. A series of six full-scale cruciform prefabricated high-strength concrete tube column–H-shaped beam joint specimens was tested under cyclic loading to investigate the seismic performance of the new fabricated hybrid frame structure. We designed the connection in the manner that the capacity of beam was higher than that of the column. The cracking pattern, failure modes, energy dissipation capacity, and strain profiles of the specimens were obtained and discussed. The test results showed that some specimens collapsed due to ring plate tearing failure and weld fracture, while other specimens collapsed due to column flexural failure. Shear connectors (i.e. shear studs and shear reinforcement) could ensure the reliable transmission of shear force, and the compound stirrups can effectively improve bearing capacity and joint ductility. The stiffness degradation of specimens was smooth with a linearly decreasing trend because of the prestressed reinforcement. The new joints could be applied in a seismic region.

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Zhu, Jia Ning, Ke Jia Yang, Xiao Wen Li, and Rui Wen Li. "The Anti-Shear Capacity of Abnormal Joint of Steel Reinforced Concrete." Applied Mechanics and Materials 357-360 (August 2013): 863–68. http://dx.doi.org/10.4028/www.scientific.net/amm.357-360.863.

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The paper presents an test and computational results of finite element studies on the behavior and capacity of abnormal exterior joints of Steel Reinforced Concrete (SRC) column and Reinforced Concrete (RC) beam. The critical parameters influencing Anti-Shear Capacity are analyzed by ABAQUS, such as the eccentricity of column section, the steel ratio of the joint core zone, the concrete strength and the axial compression ratio and so on. As a result, the Anti-Shear capacity of the joints mainly depends on “the minor joint zone”. The calculating formula of Anti-Shear capacity of the joints, with the computing unit of minor joint core zone, is deduces.

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Park, Sangjoon, and Khalid M. Mosalam. "Simulation of Reinforced Concrete Frames with Nonductile Beam-Column Joints." Earthquake Spectra 29, no. 1 (February 2013): 233–57. http://dx.doi.org/10.1193/1.4000100.

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The accurate prediction of shear strength and flexibility of beam-column joints without transverse reinforcement is essential to assess the seismic performance of nonductile reinforced concrete (RC) buildings characterized by having such unreinforced beam-column joints. In this study, a multilinear backbone curve to represent the moment-rotation relationship of an unreinforced corner beam-column joint is proposed. The modeling parameters of the backbone curve are estimated based on experimental results of four corner joint specimens recently tested by the authors. Furthermore, the proposed backbone curve is modified to be applicable to interior and roof beam-column joints. These backbone curves are validated by accurate reproduction of the force-drift responses of the four corner joint specimens and eight other exterior and interior joint specimens from literature. Using these backbone curves, nonlinear dynamic analyses are performed on three hypothetical building frames. The analytical results demonstrate the importance of joint flexibility for seismic assessment of nonductile RC buildings.

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29

Appa Rao, G., and S. Kanaka Durga. "Effect of Bracing Elements on Mechanics and Shear Strength of Exterior Beam-Column Joints in Moment Resisting Frames." Applied Mechanics and Materials 343 (July 2013): 15–19. http://dx.doi.org/10.4028/www.scientific.net/amm.343.15.

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Beam-column joint in moment resisting frames is very crucial particularly for non-seismically designed cases, which requires strengthening by various methods. This paper reports on shear strength reduction in exterior beam-column joints using haunch elements. Numerical analysis has been performed on exterior beam-column joint of moment resisting frame with and without a haunch element using SAP software. A parametric study has been performed for optimum haunch location (L) along the beam length (Lb) (10%, 12.5%, 15%, 20%, 25%, 40% and 50% of Lb) and the angle of the haunch element along column axis (15°, 30°, 45° and 60°). It has been observed that the optimum location of the haunch element is at 0.2Lb along the beam at an inclination of 45° with the column axis. The analysis results show that the addition of haunch element significantly reduced the joint shear strength.

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30

Arowojolu, Olaniyi, Ahmed Ibrahim, Muhammad K. Rahman, Mohammed Al-Osta, and Ali H. Al-Gadhib. "Plastic hinge relocation in reinforced concrete beam–column joint using carbon fiber–reinforced polymer." Advances in Structural Engineering 22, no. 14 (June 11, 2019): 2951–65. http://dx.doi.org/10.1177/1369433219855901.

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Reinforced concrete buildings with moment-resisting frames comprising beam–column joints (without joint shear reinforcement) designed prior to introduction of seismic codes are shear deficient when subjected to seismic loading, thereby mostly fail in shear at the core of the beam–column joint. However, those designed to the new seismic codes may fail by flexural hinging at the interface of the beam–column joint due to the yielding of the beam reinforcement at the location of highest stress demand (usually the beam–column joint interface). The shear failure has been precluded through the provision of transverse reinforcement at the joint in new design and the use of carbon fiber–reinforced polymer retrofitting in old buildings. Plastic hinge formation at the interface of the beam–column joint is critical because of its penetration into the joint and its effect on bond deterioration. In this study, eight corner-external beam–column joint specimens of 1/3 scale of a typical moment-resisting frame, made without transverse reinforcement, were tested for monotonic and reversed cyclic test under displacement-controlled regime. The control specimens failed by flexural hinging at the beam–column joint interface. The experimental results have been validated using the finite element model. The specimens were retrofitted with unidirectional carbon fiber–reinforced polymer of different layers and different length. After retrofitting, the plastic hinge was relocated to the curtailment end of the carbon fiber–reinforced polymer. The relocation of the plastic hinge resulted in higher load capacity and ductility.

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31

Megget, Leslie M. "The Seismic Design and Performance of Reinforced Concrete Beam-Column Knee Joints in Buildings." Earthquake Spectra 19, no. 4 (November 2003): 863–95. http://dx.doi.org/10.1193/1.1623782.

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The seismic performance of eleven half-scale and three full-sized reinforced concrete beam-column knee joints was tested under inelastic cyclic loading. Twelve joints were designed to the current New Zealand Concrete Standard, NZS 3101 while the remaining two were designed to the 1964 New Zealand Code, which contained few seismic provisions. All the 1995 designs approached or exceeded their nominal beam strengths in both directions and only degraded in strength at displacement ductility factors greater than 2, while the 1960 designs failed prematurely in joint shear at about 70% of the beam nominal strengths. Many of the half-scale joints failed when cover concrete split off in the joint zone, allowing loss of anchorage and slip of the top beam bars. Two full-scale joints were designed to carry the maximum specified code joint shear stress (0.2 fc′), and one subsequently failed due to joint shear when the concrete compressive strength did not reach the specified design value. A third full-size joint was tested with distributed beam reinforcement. This joint performed in a ductile manner to displacement ductility 4 but failed in the second cycle at that displacement, due to buckling of several rows of beam bars.

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32

Park, R., and Ruitong Dai. "A comparison of the behaviour of reinforced concrete beam-column joints designed for ductility and limited ductility." Bulletin of the New Zealand Society for Earthquake Engineering 21, no. 4 (December 31, 1988): 255–78. http://dx.doi.org/10.5459/bnzsee.21.4.255-278.

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Four beam-interior column Units were designed, constructed and tested subjected to simulated earthquake and gravity loading. One Unit followed the requirements of the New Zealand concrete design code NZS 3101:1982 for structures designed for ductility. The other three Units only partly followed the requirements of NZS 3101, in order to obtain information on the behaviour of beam-column joints of limited ductility. Plastic hinging was designed to occur in the beams. The major test variables were the quantity of horizontal and vertical shear reinforcement in the beam-interior column joint cores and the diameter of the beam longitudinal reinforcing bars passing through the joint cores. The test results indicted that the current NZS 3101 detailing requirements for shear and bond in the beam-interior column joint core regions of ductile reinforced concrete frames could be relaxed.

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33

Wentao, Xu, and Yang Chengyu. "Calculation Model of Shear Capacity of Multiple Composite Core Column Joints Based on Softened Tension-Compression Bar Model." Advances in Civil Engineering 2021 (August 31, 2021): 1–11. http://dx.doi.org/10.1155/2021/6832188.

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This paper aims to study the seismic performance of multiple composite core column joints. The influence of the stress mechanism, axial compression ratio, and shear span ratio on the failure mode, hysteretic performance, and shear capacity of the multiple composite core column joints was studied through the low-reversed cyclic loading tests of three specially designed and manufactured multiple composite core column joints. The angle ratio method is used to calculate the effective area of the vertical tie bar, and based on the mechanism of the softening tension-compression bar, the formula for calculating the shear capacity of the joint with multiple composite core column is established. In addition, it is also verified by the test data in this paper. The experimental results show that when the axial compression ratio increases from 0.26 to 0.45, the number and width of cracks at the beam end decrease. When the shear span ratio increases from 1.67 to 2.22, the number and width of cracks at the joint beam end increase. The average value and standard deviation of the ratio between the measured value and the calculated value of the shear capacity are 0.97 and 0.16, indicating that the proposed calculation method has a high agreement with the actual value and strong engineering application.

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34

Kim, Hee Cheul, Dae Jin Kim, Min Sook Kim, and Young Hak Lee. "Seismic Rehabilitation of Beam-Column Joints Using FRP Sheets and Buckling Restrained Braces." Applied Mechanics and Materials 479-480 (December 2013): 1170–74. http://dx.doi.org/10.4028/www.scientific.net/amm.479-480.1170.

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The purpose of this study was to evaluate seismic performance of rehabilitated beam-column joint using FRP sheets and Buckling Restrained Braces (BRBs) and provide test data related to rehabilitated beam-column joints in reinforced concrete structures. The seismic performance of total six beam-column specimens is evaluated under cyclic loadings in terms of shear strength, effective stiffness, energy dissipation and ductility. The test results showed wrapping FRP sheets can contribute to increase the effect of confinement and the crack delay. Also retrofitting buckling restrained braces (BRBs) can improve the stiffness and energy dissipation capacity. Both FRP sheets and BRBs can effectively improve the strength, stiffness and ductility of seismically deficient beam-column joints.

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35

Alva, Gerson Moacyr Sisniegas, Ana Lúcia Homce de Cresce El Debs, and Mounir Khalil El Debs. "An experimental study on cyclic behaviour of reinforced concrete connections." Canadian Journal of Civil Engineering 34, no. 4 (April 1, 2007): 565–75. http://dx.doi.org/10.1139/l06-164.

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Beam-column joints are considered critical regions within the structural system — especially under seismic loading — requiring careful design. Results from tests on four exterior reinforced concrete (RC) beam-column subassemblages are presented in this paper as part of an experimental investigation on the behaviour of RC beam-column connections under reversal cyclic loading. The influence of joint transverse reinforcement rate and concrete compressive strength on the RC beam-column connection behaviour was investigated. It is concluded that concrete compressive strength is the major factor that governs the joint shear capacity. The experimental results also indicated that joint transverse reinforcement affects the load-displacement response of such connections.Key words: cyclic loading, seismic analysis, reinforced concrete structures, beam-column connection.

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36

MURAKAMI, Hideo, Shigeru FUJII, Yasuhiro ISHIWATA, and Shiro MORITA. "SHEAR STRENGTH OF INTERIOR R/C BEAM-COLUMN JOINT : Database study on beam-column joints Part 1." Journal of Structural and Construction Engineering (Transactions of AIJ) 63, no. 503 (1998): 85–92. http://dx.doi.org/10.3130/aijs.63.85_1.

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37

Pantelides, Chris P., Chandra Clyde, and Lawrence D. Reaveley. "Performance-Based Evaluation of Reinforced Concrete Building Exterior Joints for Seismic Excitation." Earthquake Spectra 18, no. 3 (August 2002): 449–80. http://dx.doi.org/10.1193/1.1510447.

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Beam-column joints of nonductile reinforced concrete buildings that were built prior to the current seismic code provisions have been investigated using several performance-based criteria. Four half-scale reinforced concrete exterior joints were tested to investigate their behavior in a shear-critical failure mode. The joints were subjected to quasi-static cyclic loading, and their performance was examined in terms of lateral load capacity, drift ratio, axial load reduction in the column at high drift ratios, joint shear strength, ductility, shear deformation angle of the joint, and residual strength. Two levels of axial compressive column load were investigated to determine how this variable might influence the performance of the joint. Specific performance levels for this type of reinforced concrete joint were established and a comparison was made to current design and rehabilitation standards. A limit states model was established, which could be used for performance evaluation or seismic rehabilitation.

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38

Alemdar, F., and H. Sezen. "Shear behavior of exterior reinforced concrete beam-column joints." Structural Engineering and Mechanics 35, no. 1 (May 10, 2010): 123–26. http://dx.doi.org/10.12989/sem.2010.35.1.123.

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39

Lin, Cheng-Ming, and Jose I. Restrepo. "Seismic behaviour and design of reinforced concrete interior beam-column joints." Bulletin of the New Zealand Society for Earthquake Engineering 35, no. 2 (June 30, 2002): 108–28. http://dx.doi.org/10.5459/bnzsee.35.2.108-128.

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This paper is aimed at improving the current understanding of the mechanisms of shear transfer in interior beam-column joints of reinforced concrete frames. Simple variable-angle truss models are used to illustrate the joint shear transfer mechanisms. The model is used in the paper to evaluate the relative importance of those variables that are deemed to affect the shear strength of joints in the current New Zealand Concrete Structures Standard, (SNZ, 1995). The analyses suggest that some of the variables currently being considered might not be as important as thought and that the current design recommendations can be simplified and, in general, be eased. The authors propose a simple three-component equation for use in design. The design equation is based on the results of a parametric analysis and was calibrated against a database of tests obtained from the literature.

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40

He, Shan, Xue Jun He, Qing Guo, and Xu Kang Wu. "Experimental Study on Seismic Behavior of CFRP-Strengthened RC Beam-Colum Joints." Applied Mechanics and Materials 405-408 (September 2013): 668–71. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.668.

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Based on the experiment research of three concrete beam-column joints strengthened with anchored Carbon Fiber Reinforced Polymer (CFRP) under low reversed cyclic loading , this paper studys on the mechanical properties and deformation characteristics of reinforced nodes, and also makes the anylasis of the influence mechanism of shear bearing capacity of beam-column joints with longitudinal land transverse carbon fiber reinforcement amount in the beam-colunm ends. The results show that: the bolt-plate lock-anchored CFRP hoops can effectively delay the debonding of the longitudinal CFRP at the end of beam, significantly increase the energy dissipation capacity of the joint.

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41

Ichinose, T. "Shear reinforcement of reinforced concrete inelastic interior beam-column joints." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 2 (June 30, 1987): 116–26. http://dx.doi.org/10.5459/bnzsee.20.2.116-126.

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"Equilibrium of forces" is the principle used in the current New Zealand code requirements for shear reinforcement of beam column joint. This principle, however, yields irrational or empirical aspects of the current code requirements. The latter principle as well as a simplification of stress distribution along the periphery of the joint can yield a design equation to calculate the necessary amounts of shear reinforcement in inelastic interior joint. Normally, this design equation requires smaller amounts of shear reinforcement than the current New Zealand code, especially for the following cases: a) the joint shear stress is small, b) the axial force is small, c) the amount of top beam reinforcement is larger than at the bottom, and d) the amounts of vertical shear reinforcement is large.

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42

Cheung, P. C., T. Paulay, and R. Park. "Some possible revisions to the seismic provisions of the New Zealand concrete design code for moment resisting frames." Bulletin of the New Zealand Society for Earthquake Engineering 25, no. 1 (March 31, 1992): 37–43. http://dx.doi.org/10.5459/bnzsee.25.1.37-43.

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Possible revisions to the seismic design provisions of the New Zealand concrete design code NZS 3101: 1982 for ductile reinforced concrete moment resisting frames are discussed. Topics include shear reinforcement for beam-column joint cores, anchorage of longitudinal reinforcement passing through beam-column joint cores, and transverse reinforcement in columns for confinement in potential plastic hinge regions of columns. The recommendations are based on recent experimental and theoretical studies of the simulated seismic response of beam-column joints and columns in ductile reinforced concrete frames. Rational models for the evaluation of behaviour are presented.

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43

Vandana, R. K., and K. R. Bindhu. "Influence of geometric and material characteristics on the behavior of reinforced concrete beam-column connections." Canadian Journal of Civil Engineering 44, no. 5 (May 2017): 377–86. http://dx.doi.org/10.1139/cjce-2016-0247.

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The design of reinforced concrete moment-resisting frames and hence beam-column connections is of great importance in earthquake prone areas. Beam-column joints, which should be sufficiently strong to resist and sustain lateral loads, are designed on the basis of the strong-column weak-beam concept so that they undergo ductile failure. The present study describes the cyclic loading performance of six interior beam-column connection specimens designed to be seismic-resistant with varying aspect ratios, concrete compressive strengths, and beam bar yield strengths. Results indicate that joint ductility and energy dissipation capacity can be enhanced by maintaining a unit aspect ratio. Moreover, joint shear strength can be improved significantly by increasing concrete compressive strength. Beam bar yield strength is observed to influence joint ductility considerably.

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44

Hou, Liqun, Weiming Yan, Shicai Chen, Ruiyun Zhang, and Yue Qi. "Shear Strength Prediction of RC Beam-column Sandwich Interior Joints Based on Simplified Softened Strut-and-Tie." Open Civil Engineering Journal 11, no. 1 (December 20, 2017): 933–39. http://dx.doi.org/10.2174/1874149501711010933.

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Introduction: The sandwich joints casted core area with weaker strength concrete of beam, has more advantages than the traditional joints casted core area with higher strength concrete of column, such as the simple construction and quality assurance, while China design codes are too simple about the sandwich joints and have no clear calculation methods. Methods: Due to the scarcity of rational models for predicting the strength of RC beam-column sandwich joints, a modified simplified softened strut-and-tie model suggests a more rational calculation method for the effective compressive strength and the height of the joint concrete based on the simplified softened strut-and-tie. The shear strength of existing tested 15 sandwich interior joints is calculated by using the modified simplified softened strut-and-tie model. Furthermore, the theory results are compared with those of the code method and those of the simplified softened strut-and-tie model. Results and Conclusion: The results indicate that the code method is more conservative, and the modified simplified softened strut-and-tie can more precisely predict the joint shear strength than that of the softened strut-and-tie model and more secure than that of the code method. Thus, the modified simplified softened strut-and-tie model can reasonable reveal the failure mechanism of RC beam-column sandwich interior joints.

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45

Elmorsi, Mostafa, M. Reza Kianoush, and W. K. Tso. "Modeling bond-slip deformations in reinforced concrete beam-column joints." Canadian Journal of Civil Engineering 27, no. 3 (June 1, 2000): 490–505. http://dx.doi.org/10.1139/l99-085.

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A new finite element model for reinforced concrete beam-column joints is proposed. The model considers the effects of bond-slip and shear deformations in the joint panel region. The problems associated with modeling bond-slip of anchored reinforcing bars are discussed. The proposed bond-slip model is examined at the element level by comparing its predictions with other analytical and experimental results. The ability of the model to simulate bond deterioration and eventual pullout of anchored reinforcing bars under severe cyclic excitation is demonstrated. This model is incorporated into the global beam-column joint element. Further comparisons are made between the predictions of the proposed beam-column joint model and other analytical and experimental results under reversed cyclic loading to show the validity of the model to describe the bond-slip behavior of the joints.Key words: bond, bond-slip, finite element, beam-column, reinforced concrete, cyclic.

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46

Li, Zhenbao, Yashuang Liu, Hua Ma, Qianqian Wang, and Zhenyun Tang. "Seismic Performance of Full-Scale Joints Composed by Concrete-Filled Steel Tube Column and Reinforced Concrete Beam with Steel Plate-Stud Connections." Advances in Civil Engineering 2019 (March 18, 2019): 1–17. http://dx.doi.org/10.1155/2019/5476909.

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A concrete-filled steel tube (CFST) column has the advantages of high bearing capacity, high stiffness, and good ductility, while reinforced concrete (RC) structure systems are familiar to engineers. The combinational usage of CFST and RC components is playing an important role in contemporary projects. However, existing CFST column-RC beam joints are either too complex or have insufficient stiffness at the interface, so their practical engineering application has been limited. In this study, the results of a practical engineering project were used to develop two kinds of CFST column-RC beam joints that are connected by vertical or U-shaped steel plates and studs. The seismic performance of full-scale column-beam joints with a shear span ratio of 4 was examined when they were subjected to a low-cyclic reversed loading test. The results showed a plump load-displacement curve for the CFST column-RC beam joint connected by steel plates and studs, and the connection performance satisfied the building code. The beam showed a bending failure mode similar to that of traditional RC joints. The failure area was mainly concentrated outside the steel plate, and the plastic hinge moved outward from the ends of the beam. When the calculated cross section was set at the ends of the beam, the bending capacity of joints with the vertical or U-shaped steel plates and studs increased compared to the RC joint. However, when the calculated cross section was set to the failure area, the capacity was similar to that of the RC joint. The proposed joints showed increases in the energy dissipation, average energy dissipation coefficient, and ductility coefficient compared to the RC joint.

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47

Lam, Eddie Siu-shu, Zhihang Xue, Shuai Fang, and Sohail Masqood. "Interior beam column joints with nominal joint shear reinforcement versus unsymmetrical chamfers." Engineering Structures 220 (October 2020): 110907. http://dx.doi.org/10.1016/j.engstruct.2020.110907.

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Hanif, Faizal, and Toshiyuki Kanakubo. "Shear Performance of Fiber-Reinforced Cementitious Composites Beam-Column Joint Using Various Fibers." Journal of the Civil Engineering Forum 3, no. 2 (September 12, 2017): 383. http://dx.doi.org/10.22146/jcef.26571.

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Increasing demands of reinforcement in the joint panel are now requiring more effective system to reduce the complicated fabrication by widely used precast system. The joint panel is responsible to keep the load transfer through beam and column as a crucial part in a structural frame that ensures the main feature of the whole structure during earthquake. Since precast system might reduce the joint panel monolithic integrity and stiffness, an innovation by adding fiber into the grouting system will give a breakthrough. The loading test of precast concrete beam-column joints using FRCC (Fiber-Reinforced Cementitious Composites) in joint panel was conducted to evaluate the influences of fiber towards shear performance. The experimental factor is fiber types with same volume fraction in mortar matrix of joint panel. Two specimens with Aramid-fiber and PP-fiber by two percent of volume fraction are designed to fail by shear failure in joint panel by reversed cyclic testing method. The comparison amongst those experiment results by various parameters for the shear performance of FRCC beam-column joints using various fibers are discussed. Preceding specimens was using no fiber, PVA fiber, and steel fiber has been carried out. Through the current experimental results and the comparison with previous experiment results, it can be recognized that by using fibers in joint panel was observed qualitatively could prevent crack widening with equitable and smaller crack width, improved the shear capacity by widening the hysteretic area, increased maximum load in positive loading and negative loading, and decreased the deformation rate. Elastic modulus properties of fiber are observed to give the most impact towards shear performance.

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Supaviriyakit, Teeraphot, Amorn Pimanmas, and Pennung Warnitchai. "NONLINEAR FINITE ELEMENT ANALYSIS OF NONSEISMICALLY DETAILED INTERIOR RC BEAM-COLUMN CONNECTION UNDER REVERSED CYCLIC LOAD." ASEAN Journal on Science and Technology for Development 24, no. 4 (November 16, 2017): 369–86. http://dx.doi.org/10.29037/ajstd.213.

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This paper presents a nonlinear finite element analysis of non-seismically detailed RC beam column connections under reversed cyclic load. The test of half-scale nonductile reinforced concrete beam-column joints was conducted. The tested specimens represented those of the actual mid-rise reinforced concrete frame buildings designed according to the non-seismic provisions of the ACI building code. The test results show that specimens representing small and medium column tributary area failed in brittle joint shear while specimen representing large column tributary area failed by ductile flexure though no ductile reinforcement details were provided. The nonlinear finite element analysis was applied to simulate the behavior of the specimens. The finite element analysis employs the smeared crack approach for modeling beam, column and joint, and employs the discrete crack approach for modeling the interface between beam and joint face. The nonlinear constitutive models of reinforced concrete elements consist of coupled tension-compression model to model normal force orthogonal and parallel to the crack and shear transfer model to capture the shear sliding mechanism. The FEM shows good comparison with test results in terms of load-displacement relations, hysteretic loops, cracking process and the failure mode of the tested specimens. The finite element analysis clarifies that the joint shear failure was caused by the collapse of principal diagonal concrete strut.

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Liu, Jian, Xiang Yun Huang, Guang En Zhou, Hong Yan Zhang, and Zeng Lin Xing. "A New Calculation Approach on Fundamental Nutural Period of Vieration for Semirigid Steel Structure." Applied Mechanics and Materials 71-78 (July 2011): 4467–70. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.4467.

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The new calculation method of fundamental natural period of vibration for multistory and high-rise steel structure, in which semirigidity of joints between beam and column, shear deformation for the cross section and so on is considered at the same time, is presented in the paper. The lateral drift stiffness of column in steel structure and inter-story stiffness of steel structure, which joints semirigidity, shear deformation and effects for steel structure is simultaneously considered, is derived in the paper. General expression for stability function considered shear deformation of the cross section for beam-column members is put forward.The approach is relatively simple and more practical. It can be referred to steel structural design.

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Journal articles on the topic 'Shear in beam-column joints'

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