Beam-column Subassemblages Research Articles

Loading Methods Effect on Behavior of RC Beam-Column Sub-assemblages to Resist Progressive Collapse

Loading Methods Effect on Behavior of RC Beam-Column Sub-assemblages to Resist Progressive Collapse

An experimental and numerical analysis of slit plate as replaceable fuse in moment resisting frame

This study contributes to the ongoing progress in developing cost-effective structural fuse solutions for steel structures, emphasizing enhanced strength, ductility, and energy dissipation capacity. These fuses are strategically placed to coincide with plastic hinge locations under lateral load. During minor seismic events, they provide substantial rotational stiffness, while during medium to large earthquakes, they leverage their post-yield strength for effective energy dissipation. Three varieties of beam-column sub-assemblages viz. single oval slit damper fuse (SOSDF), dual oval slit damper fuse (DOSDF) and single elliptical slit damper fuse (SESDF), featuring advanced replaceable fuses were evaluated using both experimental and numerical analyses under quasi-static loading conditions. The seismic performance of these specimens was comprehensively assessed, focusing on characteristics such as moment-carrying capacity concerning rotation, energy dissipation, ductility, and failure modes. The findings indicate that all specimens exhibited stable hysteresis, with connections utilizing SESDF and DOSDF showing slightly higher moment carrying capacities (19 % and 10 %, respectively) compared to those employing SOSDF. According to AISC 2016 standards, all three connections were classified as full-strength connections. Moreover, the ductility of specimens incorporating SESDF was notably higher as 3.5, marking a 28 % and 26 % increase over the ductility of SOSDF and DOSDF connections, respectively. In major seismic events, damage was confined solely to the fuse components, with no damage observed in the beam and column. Detailed finite element analysis using ABAQUS CAE further corroborated these findings, demonstrating good alignment between experimental and simulated results.

Experimental study on seismic behavior of reinforced concrete exterior beam-column joints under varying axial load

The majority of low-cycle loading tests on reinforced concrete (RC) beam-column joints were currently conducted under constant axial loads. During earthquake shaking, the axial load on the joints fluctuates due to the overturning moment and vertical ground vibration. Particularly in exterior beam-column joints, where beam shear occurs on only one side, the range of axial load variation is significantly larger. To elucidate the impact of varying axial loads on the seismic performance of exterior beam-column joints, low-cycle loading tests were conducted on four groups of full-size beam-column subassemblage specimens. Two identical specimens from each group underwent low-cycle loading tests with constant and varying axial loads, respectively. Based on the experimental findings, this paper examines the differences in cyclic behaviors among comparison specimens, focusing on damage characteristics, joint shear strength, stiffness degradation, displacement ductility, and longitudinal bar slip. The study suggests that compared to specimens subjected to constant axial loads, the comparison specimens exhibit variations in load-carrying capacity corresponding to the fluctuations in axial load. Furthermore, varying axial loads accelerate post-peak stiffness and strength degradation, leading to reduced ductility. Additionally, specimens in one of the comparison groups exhibited different failure models when subjected to varying axial loads and constant axial loads, specifically beam failure and joint failure, respectively. Numerical simulations of the corresponding beam-column subassemblages were conducted on the Opensees platform to elucidate how the two axial loading methods affect the transformation of failure modes. A subsequent parametric study focusing on the axial compression ratio was performed to further explore the impact of varying axial loads on the seismic behavior of beam-column joints.

Numerical predictions of progressive collapse in reinforced concrete beam-column sub-assemblages: A focus on 3D multiscale modeling

The progressive collapse of reinforced concrete (RC) beam-column sub-assemblage under catenary action (CA) using the alternate load path method to evaluate structures' robustness has raised much attention in the past decade, both in experimental tests and finite element (FE) simulations. However, a comprehensive multiscale method within concrete to assess structural robustness against progressive collapse, explicitly surrounding concrete matrix under CA, is generally lacking and has not been thoroughly explored in the relevant literature. This study aims to develop an FE macromodel to reliably simulate the progressive collapse resistance of seismic and non-seismic RC beam-column sub-assemblages. The proposed macroscale FE models are extensively validated by experimental results dominated by the CA and excessive deformation of RC beam-column sub-assemblages. Then, the macroscale FE model is further partitioned at the critical region with high-stress concentration to establish a sub-model and elucidate the underlying mesoscopic mechanism to motivate the CA by performing sub-modeling analysis. A 150 mm × 150 mm × 150 mm mesoscale heterogeneous model is established to be composed of aggregates, interfacial transition zone (ITZ), pores, and mortar by 3D voxel and Voronoi-based methods. The numerical predictions of the three macroscale models demonstrate good agreement of the overall deformation and load resistance trends with experimental results at both structural and sectional levels, but an overestimation of the load resistance peak is observed when concrete is crushed. Compared to the macroscale models, the sub-modeling analysis provides a more in-depth understanding of localized phenomena such as cracks and fractures. The 3D mesoscale model is further investigated with different aggregate volume fractions following the Fuller gradation. It is found that aggregates and ITZ (higher porosity, lower elastic modulus, and lower tensile strength compared to the bulk mortar) are more prone to concrete failure mechanisms without considering the role of reinforcement leading to the CA at the mesoscale, maintaining the concrete properties of the three macroscale models. In terms of the material constitutive model, the concrete damage plasticity model, and cohesive elements for mortar and ITZ, respectively, under uniaxial compression and tension behavior, the importance of interface bonding in CA of the surrounding concrete matrix is underlined. Additionally, the established mesoscale modeling method facilitates comprehension of the responses exhibited by macroscale RC sub-assemblies, ultimately shedding light on fracture initiation and propagation mechanisms.

Experimental study on the progressive collapse resistance of emulative precast concrete beam-column subassemblies with various anchorage details

In this study, seven emulative precast concrete (PC) beam-column subassemblies with or without connecting bars and one concrete (RC) were fabricated and tested to investigate the effect of various types of anchorage detailing for reinforcing and connecting bars on the progressive collapse resistances. Two anchorage detailing formats for steel bars with bending and straight ends were used in the PC specimens for both the reinforcing and connecting bars. Test results show that, as found in the RC specimen, resisting mechanisms including pure flexure, compressive arch action (CAA) and tensile catenary action (TCA) were sequentially activated in all PC specimens. It is demonstrated that the connecting bars improved the progressive collapse resistance in both the CAA and TCA stages. The effect of the anchorage detailing was found to be negligible in CAA stage. However, in the TCA stage, the proper usage of the straight end for steel bars was helpful to improve the deformation capacity and thereafter enhanced the progressive collapse resistance. When the loading resistance, the deformation capacity as well as the construction flexibility are taken into account, the configuration consisting of both reinforcing and connecting bars with straight end as anchorage detailing is recommended for the design of precast beam-column connections in case a central column removal scenario is assumed.

Numerical and analytical study on dynamic response of prestressed PC beam-column sub-assemblages under middle-joint drop-weight loading

This study numerically and analytically investigated the dynamic response of prestressed PC sub-assemblage under middle-joint drop-weight loading. A finite element model (FEM) of prestressed PC sub-assemblage with high fidelity was established using LS-DYNA software. The dynamic response of sub-assemblage was investigated under different impact velocities. The dynamic response mechanism was revealed according to damage mode and internal force distribution, followed by a parameter analysis on the dynamic response, including the effect of reinforcement ratio of steel strands and top energy-dissipated bars. An analytical method was further proposed to predict the plastic hinge distribution in the beam span. The research showed that with increase of impact velocity, the damage mode of the beam transferred from flexure to shear. At local response stage, two plastic hinges occurred in the beam under compression-flexure combined mechanical state. A stationary hinge was located at beam end near middle joint, but a traveling hinge emerged in beam span and moved toward side joint. At global response stage, the mechanical behavior of the beam was similar with that under quasi-static loading. Increasing the impact velocity can result in a plastic hinge of beam span emerging near the middle joint, thereby reducing the local dynamic response region within the beam. Furthermore, it expedited the shear damage of beam end near the middle joint. Increasing the reinforcement ratio of steel strands or top energy-dissipated rebar can effectively displace the plastic hinge away from middle joint, diminishing the effect of shear damage, and improving the ductility of sub-assemblage.

Analytical model of compressive arch action for one-way RC beams and two-way framed substructures under column removal scenarios

This paper proposes a direct analytical model to evaluate compressive arch action (CAA) of reinforced concrete (RC) beam-column sub-assemblages under middle column removal scenario (MCRS), incorporating bending curvature of the double-span beam, and different horizontal and rotational restraint conditions at the beam ends. Based on the proposed approach, the structural engineer can easily obtain the CAA peak capacity and the corresponding CAA displacement by hand calculations. Unlike the previous models in which the accuracy highly relies on pre-assumed CAA displacement, this prediction approach directly derives the CAA displacement and CAA capacity through force equilibrium, geometric relationship, compatibility and boundary conditions, incorporating various horizontal restraint conditions, span-to-depth ratio and section profile of the bridging beam. Comparison with existing test results in available literature indicates that this model not only gives good predictions of peak capacity, displacement and maximum axial beam force in CAA, but also incorporates the effect of horizontal restraint stiffness and working stress of compression reinforcement. Besides, a further simplified explicit model is proposed to enhance usability in practical design, and sensitive studies are conducted to study how the simplification affects the prediction accuracy of vertical CAA capacity and displacement. Thereafter, the proposed model is extended to substructures with orthogonal beams in X- and Y- directions to predict CAA capacity under different column removal scenarios such as interior, penultimate, edge and corner column removal cases.

Experimental and analytical investigation on the progressive collapse resistance of precast concrete beam-column subassemblies with connecting steel bars

The resisting mechanism of precast concrete (PC) structures against progressive collapse varies from different types of beam-column connection details. In this context, the progressive collapse resistances and the corresponding resisting capacity models for the widely adopted PC structures with additional connecting rebars is significant when extreme events frequently occurred from time to time. In this study, progressive collapse resistance of one emulative PC beam-column subassembly and two PC specimens with connecting rebars were experimentally and analytically investigated. It is found that flexural action, compressive arch action (CAA) and tensile catenary action (TCA) were sequentially developed. Compared with the emulative specimen, the specimens with connecting rebars exhibited higher CAA and TCA capacities and dissimilar failure modes by dispersing the concentrated deformations at the beam ends to other locations. To elucidate such differences, a modified CAA model considering the real stress state of reinforcements and a TCA model accounting for the tensile steel force’s direction and the difference in failure mode were proposed. Experimental validation shows that the proposed models is effective to predict the CAA and TCA capacities with good accuracy. The findings in this study are beneficial to the understanding and formulation of the progressive collapse resistance of PC structures for practical engineering design.

Experimental investigation on dynamic response behavior of PC beam-column sub-assemblages under middle-joint drop-weight loading

The dynamic response of frame structure in progressive collapse has been investigated by some scholars by removing the column suddenly. However, the research cannot exhibit the effect of blast load on the dynamic response of the structure. Especially in a close-field explosion, a large axial tension force may occur in the cross-section of the column suffered from the blast load directly. It is the main factor causing dynamic response and subsequently leading to progressive collapse. This paper experimentally studied the dynamic response behavior of prestressed precast concrete sub-assemblage (PCS) through middle-joint drop-weight loading, and the tension force caused by the failed column was applied downward on the top of the middle joint of sub-assemblage through drop hammer impact. The same loading condition was also applied to the reinforced concrete sub-assemblage (RCS) to compare the dynamic response behavior. The results showed that all the sub-assemblages exhibited flexural damage mode. Compared with RCS, more serious damage occurred concentratedly at the beam-column interface in PCS, but no prompt damage appeared in the beams. The sub-assemblage went through local dynamic response and global dynamic response stages in succession. Reverse arch action (RAA) emerged during the local response stage due to the pronounced inertial action at the middle joint, and it became more significant with increasing impact velocity. Compared with RCS, the pretension of steel strands may enhance the effect of RAA in PCS. Compressive arch action (CAA) emerged during the global response stage with the energy transferring from the kinetic energy to strain energy when middle joint displacement (MJD) increased continuously. With increase of impact velocity, the contribution of steel strands tension in resisting collapse increased significantly. The damage mode of the beam end in PCS at the peak MJD was almost the same as that under quasi-static loading at the same MJD, and the strain energy was also approximately identical to that under quasi-static loading. Based on the premise of flexural damage mode of PCS, the peak MJD can be determined according to the vertical resistance of PCS under pushdown loading using the work-energy principle.

Analytical Investigation on Catenary Action in Unbonded Prestressed Concrete Beam-Column Subassemblages

One reinforced concrete (RC) and four prestressed concrete (PC) beam-column subassemblages with various tendon profiles were designed and tested to investigate the effect of prestressed tendon profiles on the progressive collapse response of PC frames. An analytical model was developed to evaluate the PC frames’ catenary action (CA) response by identifying the fracture of longitudinal reinforcement and prestressed tendons in beams. The effect of the bond mechanism on the rupture strain of reinforcement was considered. Then, the proposed model was validated using experimental and simulation results. Finally, parametric studies were performed based on the calibrated model. Test results indicate that the prestressed tendon profile significantly impacts the CA response of PC frames against progressive collapse. The analytical model can effectively reflect the effect of the prestressed tendons on the CA resistance and displacement of PC frames.

The Effect of ECC Materials on Seismic Performance of Beam—Column Subassemblies with Slabs

The main objective of this investigation was to study the influence of an Engineered Cementitious Composite (ECC) on the seismic performances of beam–column–slab subassemblies. Tests and simulations were conducted on several models. The bearing capacity of the ECC model was 15% higher than that of the RC member, the deformability increased by 19%, and the energy dissipation capability increased by 34%. The use of an ECC in the slab could reduce the contribution of the reinforced bars in the slab to the flexural strength of the beam. At a drift of 2%, the range of the yielding bars in the slab of the RC models was 5h to 6h. However, the yield range of reinforcement in the slab of the ECC models was nearly 3h. As a result, the ECC subassemblies were prone to reach a “strong column and weak beam” yield mechanism.

Parameters Affect Flexural Mechanism to Prevent Progressive Collapse of RC Buildings

This study investigates the effect of spans length, reinforcement ratio and continuity of flexural reinforcement on the progressive collapse performance of double span beams over failed columns. The investigations focus on initial flexural resisting mechanism to prevent the progressive collapse. Detailed nonlinear finite element simulation of double span beam-column sub-assemblages subjected to residual gravity loads that initially carried by the failed column is adopted for the investigations. Nonlinear static pushover analysis is conducted in which capacity curves are derived and compared with demanded capacities. The effect of spans length, reinforcement ratio and number of continuous bottom flexural reinforcement on progressive collapse are considered in the investigations. Analysis results show that the strength to resist progressive collapse has decreased by 25.4 % and the ductility increased by 103 % following the increasing in span length from 5 m to 7 m. On the other hand, increasing reinforcement ratio of top flexural reinforcement from 0.447 to 1.089 leads to 26.27 % increasing in strength accompanied with a decrease in ductility equal to 16.42 %. In addition, extending all bottom bars rather than the minimum specified two bars resulted in 12 % increasing in strength and 40.28 % decreasing in ductility.

Seismic performance of corroded non-seismically and seismically detailed RC beam-column joints rehabilitated with High Strength Fiber Reinforced Concrete

The experimental investigation was undertaken to restore the seismic performance of the corrosion-damaged beam-column joint (BCJ) rehabilitated with High Strength Fiber Reinforced Concrete (HSFRC). A total of eight exterior beam-column sub-assemblages were cast following two types of reinforcement detailing as per IS 456:2000 and IS 13920:2016, respectively. Three specimens from each reinforcement detailing regime were subjected to three different levels of corrosion and thereafter rehabilitated with HSFRC. The hysteresis behavior, energy dissipation, stiffness degradation, crack patterns, and damage index of all rehabilitated specimens are analyzed and compared with the conventional specimens. Test results indicate that the replacement of damaged concrete with HSFRC can recover the strength of corrosion-damaged BCJ when the corrosion ratio is within 10 %. The peak load-carrying capacity and initial stiffness of rehabilitated specimens showed a significant increase up to 36 % and 84 % respectively, when compared to control specimens. The ductile detailing rehabilitated specimens showed up to 90 % higher equivalent viscous damping ratio than the non-ductile ones, exhibiting close stirrups arrangement superiority. Despite recovering the load-carrying capacity at initial drifts, the seismic performance of non-ductile and ductile rehabilitated specimens having 17.76 % and 20.32 % corrosion ratio were not recovered at higher drifts.

Structural behaviour of 2D post-tensioned precast beam-column sub-assemblages subjected to column loss scenario

Many previous studies have investigated alternative load path (ALP) mechanisms of 2D reinforced concrete (RC) beam-column sub-assemblages under column removal scenarios. However, how precast and prestressed RC structures respond under a column loss scenario receives far less attention, as evident from a lack of published test data. Herein, five 2D post-tensioned precast RC sub-structures subjected to a middle column loss scenario were tested by multi-point quasi-static loading. In all the specimens, individual precast members such as beams and columns were joined together through wet connection. The study focused on investigating the combined effects of post-tensioned tendon (PT) and wet connection on load-resisting mechanisms and the influence of basic parameters such as unbonded and bonded PT, T-beam effect, and boundary conditions. The test results indicated that both unbonded and bonded parabolic-shaped PT significantly enhanced compressive arch action (CAA) and catenary action (CA) beyond basic flexural capacity, and also changed the plastic hinge mechanism in the precast beams. The specimen with unbonded PT could provide greater residual capacity than bonded PT, but the former was severely damaged by fracture of normal reinforcement and crushing of concrete rather than fracture of the tendon. In addition, the effects of T-beam and boundary conditions are discussed in detail. Finally, new design criteria for precast and post-tensioned concrete structures under column removal scenarios are proposed for structural engineers to take advantage of high-strength tendons and avoid failure at critical locations by precast joints.

Development and seismic performance evaluation of New high strength reinforced concrete column and steel beam (New-RCS) joint

Reinforced Concrete column and Steel beam (RCS) structural systems have recently become popular in Taiwan for office buildings. High seismic demand makes the size of conventional concrete columns enormous and the reinforcement over-crowded, which can be solved using high-strength materials. However, due to the lacuna of research regarding the usage of high-strength materials, existing design guidelines for the RCS systems have restricted the maximum grade of steel reinforcement to 410 MPa. Also, using high-strength materials in RCS joints necessitates innovative joint detailing and design to develop sufficient joint bearing and shear strength. Thus, a new high-strength reinforced concrete column and steel beam (New-RCS) joint was developed in this study, incorporating the use of Grade 690 MPa steel as reinforcement along with Grade 84 MPa concrete. A combination of wide flange bearing plate and flange doubler plate joint detailing was developed to improve the bearing and shear capacity of the joint. Also, a design methodology based on moment–curvature analysis was proposed to include the contribution of locked longitudinal reinforcement to bearing resistance. Subsequently, two large-scale interior beam-column subassemblies were subjected to quasi-static cyclic loading to verify the seismic behaviour of the proposed joint. One specimen was designed explicitly considering the material hardening and overstrength of steel beams. While the other was designed following the Taiwanese practice, which does not explicitly consider material hardening and overstrength but implicitly does it through strength reduction factors. Both the specimens exhibited a drift capacity of 4% with a stable and ductile hysteretic response and eventually failed through beam plastic hinging.

Analytical approach for force-displacement behavior of deformed reinforcing bars embedded in concrete

Component-based joint model suggested by Eurocode is a simple yet efficient approach to evaluating the joint behavior of composite beam-column subassemblies. The reinforcing bars in this approach play an instrumental role, especially for progressive collapse analysis where the ultimate resistances and structural ductility of beam-column subassemblies are significantly influenced and in some extreme cases directly governed by the reinforcing bars. This paper describes an analytical approach for predicting the force-displacement characteristics of deformed reinforcing bars that are embedded in concrete blocks. In contrast to previous studies that roughly predefined the profiles of bar and bond stresses in tension, this paper utilizes an iteration method to provide a more accurate and simpler description of such non-uniform local behavior. This approach has greater flexibility to account for the variations in the embedment length of reinforcing bars, lateral restraints and failure modes. The proposed approach is verified using four groups of published reinforcing bar pull-out tests. The predicted force-displacement relationships, distributions of local slips, bond stresses, and bar stresses along the length are shown in reasonable agreement with the test results. Finally, component-based joint models are established for composite beam-column subassemblies under progressive collapse scenarios, in which the force-displacement relationships of the reinforcing bar components are determined through the proposed approach.

Behavior of corrosion damaged non-seismically and seismically detailed reinforced concrete beam-column sub-assemblages under cyclic loading

Corrosion of reinforcement requires immediate redressal as it poses a severe threat to the serviceability and seismic performance of the existing reinforced concrete structure. Taking this into consideration, the current study presents an experimental assessment of the seismic behavior of corroded exterior beam-column joint sub-assemblage under quasi-static reverse-cyclic loading. A total of eight exterior beam-column joint specimens i.e., four having traditional non-ductile transverse reinforcement detailing as per IS 456:2000 and the remaining specimens ductile detailed according to IS 13920:2016 were cast. One specimen from each detailing regime was tested uncorroded and acted as a control specimen while the remaining six specimens were subjected to varying levels of accelerated corrosion. The experimental results illustrated that the sliding phenomenon in the hysteresis curve gradually increases and a drastic fall in energy dissipation, stiffness, and post-yield displacement were seen as the corrosion progresses within reinforcing bars. The failure mode shifted from diagonal joint shear failure observed in control specimens to longitudinal and major flexural cracking failure along the beam reinforcement. First-level corroded specimens showed a slightly increased ductility factor, indicating that low levels of corrosion may improve ductility. However, after 10% corrosion, all corroded specimens showed poor seismic performance and the cumulative energy dissipation curve tends to go flat at approximately half the displacement as compared to control specimens. The cumulative energy dissipation of non-ductile and ductile specimens damaged to the most severe level of corrosion in this study was only 0.3 and 0.4 times that of respective control specimens. In general, the ductile detailed specimens showed better seismic performance than the corresponding non-ductile detailed specimens owing to the closer arrangement of stirrups.

Experimental study on the collapse-resistant performance of unbonded prestressed PC beam-column sub-assemblages with pinned connections

In precast concrete frame structures, it is imperative that beam-to-column connection has appropriate robustness and reliable axial resistance to defense against progressive collapse. Hence, a method of using pinned connection and unbonded posttensioning strands (UPSs) to mutually improve the collapse-resistant performance of precast concrete structures was proposed in this study. The pinned connections are used for connecting precast beams with columns at precast beam ends, and UPSs with straight profile are placed at the bottom of beam cross-section. In order to investigate whether the proposed method can enhance collapse-resistant capacity of precast concrete structures, static progressive collapse tests were conducted for the newly proposed precast concrete frame substructures with UPSs (UPPC frame substructures) and without UPSs (PC frame substructure). Moreover, influences of effective prestress level upon the collapse-resistant capacity of UPPC substructure were also investigated. Test results demonstrated that, similar to conventional RC frame structure, the compressive arch action (CAA) and catenary action (CTA) could also develop in the proposed UPPC substructures to avert progressive collapse. The UPPC substructure was able to develop 32% higher CAA capacity and 162% larger CTA capacity as compared to the PC substructure, indicating that the UPSs play a positive role in enhancing both its CAA and CTA. The CTA capacity of the PC substructure was 53.8% higher than that of CAA, which signifies that the pinned connection can be employed to improve structural robustness to mitigate progressive collapse. In addition, the increase of effective prestress level of UPSs is beneficial to the enhancement of CAA capacity of the UPPC substructure. However, higher effective prestress level is limited to improve its CTA capacity due to lower deformation capacity of UPSs. Subsequently, three-dimensional finite element models (FEMs) of the UPPC and PC substructures were developed by using ABAQUS software. By comparing experimental data with FEM results, it was concluded that the FEM could accurately predict the load–displacement curves, crack patterns and reinforcing ruptures of all the test specimens.

Experimental and numerical study of a motion amplification mechanism to enhance the seismic energy-dissipation capacity of precast, post-tensioned concrete rocking systems

This paper describes research on the behavior of precast, post-tensioned concrete rocking systems with a proposed new type of external rotational friction damper. The proposed damper takes advantage of geometrical arrangement with small initial angle (less than 20 degrees) to amplify the relative rotations due to the unique gap opening mechanism that occurs in the joints of these systems. These relative rotations, which take place on friction surfaces between metallic friction plates, contribute to the energy dissipation and force capacity of the system by means of rotational friction. The novelty of the proposed damper stems from the amplification effect, which provides substantial energy dissipation capacity even in small drift demands. In this study, a numerical model was developed and verified with experimental results. This numerical model was used to analyze unbonded, post-tensioned beam-column subassemblies and frames with and without the proposed damper tested to develop the force-displacement relations. The analysis results indicate that the proposed damper would effectively dissipate seismic energy and increase force capacity.

Numerical Study On Response Of Exterior Beam-Column Joint Under Cyclic Loading

In Present scenario, recent earthquakes have illustrated the severity of existing reinforced concrete (RC) beam-column joints to lateral loading. The sub-assemblage of Beam-Column are severe portion in reinforced concrete moment resisting frame as the high shear forces and larger moments getting attracted towards the joint. The Philosophy of Exterior beam-column joint are to observe its behaviour and has a significant role on the response of the reinforced concrete structure. This study includes numerical study on Exterior reinforced beam column joint with adequate shear reinforcement at joint as per IS: 13920-2016 and without shear reinforcement at joint as per IS: 456-2000. The seismic performance of G+5 RC Building of Zone III analyzed using SAP2000 and output of maximum shear force and bending moments are obtained, and one of the exterior beam-column joints at an intermediate storey is designed and satisfied for strong column and weak beam concept. The earthquake analysis of RC building of Zone III are carried out by incorporating all the modifications as per IS 1893:2002(Part-I) for Seismic loading, the loading is followed as per IS: 875 for dead and live loads and design as per code IS 13920:2016 and IS456:2000. Full scaled specimens were Numerically modelled in ANSYS 19.0 for constant axial load on column top and cyclic loading on beam end of each specimen, detailed as per IS 456:2000 and the other as per IS 13920:2016, were tested and response are obtained. This study outlined that model of IS13920:2016 performs more effective in controlling the seismic responses compared with model of IS456:2000. Further, there is significant reduction in Shear stress and observed improved ductility by providing adequate shear reinforcement in joint core of beam-column sub-assemblage.