ANALYSIS AND EXPERIMENTAL STUDY ON STRENGTH AND BEHAVIOUR OF EXTERIOR BEAM-COLUMN JOINTS WITH DIAGONAL CROSS BRACING BARS AND STEEL FIBRES FOR IMPROVING THE JOINT DUCTILITY
The present work aims to study analytically and experimentally on the seismic performance ofexterior beam column joint to improve the joint ductility with non-conventional reinforcement andby using steel fibres. Five joint sub assemblages were tested under reverse cyclic loading applied atthe beam end. Beam column joints are critical regions for frames designed for inelastic response tosevere seismic attack. The overall structural safety, especially for joints is due to lack of ductility.Different parameter of joint using ANSYS modelling was studied and experimentally verified theresults. All these details are presented.
A Study of R. C. C. Beam Column Junction Subjected To QuasiStatic (Monotonic)...IOSR Journals
Abstract - Beam and column where intersects is called as joint or junction. The different types of joints are
classified as corner joint, exterior joint, interior joint etc. on beam column joint applying quasi-static loading on
cantilever end of the beam. and study of various parameters as to be find out on corner and exterior beam
column joint i.e. maximum stress, minimum stress, displacement and variation in stiffness of beam column joint
can be analyzed in Ansys software ( Non-Linear FEM Software) Significant experimental research has been
conducted over the past three decades on hysteretic behavior of beam-column joints of RC frames under cyclic
displacement loading. The various research studies focused on corner and exterior beam column joints and
their behavior, support conditions of beam-column joints. Some recent experimental studies, however,
addressed beam-column joints of substandard RC frames with weak columns, poor anchorage of longitudinal
beam bars and insufficient transverse reinforcement. the behavior of exterior beam column joint is different
than the corner beam column joint
This presentation elucidates the seismic behaviour of beam-column joint and some methods to improve the resistance of beam-column joints to seismic loads to avoid disasters.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Modeling and Analysis of Retrofitted Exterior RC Beam Column Jointmaged salama
A beam-column joint is a very critical zone in reinforced concrete framed structure where the elements intersect in all three directions. Joints ensure continuity of a structure and transfer forces that are present at the ends of the members. In reinforced concrete structures.
During the past four decades, significant amount of research has been conducted to investigate the behavior of RC beam-column joints. These joints are studied due to its critical influence on the overall behavior of RC moment-resisting frames subjected to seismic loads .
However, there is a lack of data and test results still exists on such connections when they are totally reinforced with FRP reinforcement. Nevertheless, none of the available FRP codes or guidelines provides any recommendations on the seismic design of the moment-resisting frames reinforced with FRP.
In this study, behavior of exterior R.C beam-column joint was investigated according to FEMA 356 with a macro model using SAP 2000 using nonlinear pushover analysis procedure. The analysis included 2D model using one dimensional elements. Moreover, the 2D model was extended to investigate the behavior of CFRP retrofitted exterior beam-column joint. Group of modeling have 5 specimens with different area of CFRP. The study results showed that the failure in this case occurs in the beam when the joint and 25% from column are rehabilitated with CFRP.
For the purpose of analysis of large scale structures, behavior of framed ten multi-storey structure was investigated according to FEMA 356 with a macro model using SAP 2000 using the nonlinear pushover analysis procedure in order to withstand seismic lateral force applied on building. Moreover, the 3D model was extended to investigate the behavior of CFRP retrofitted frame building.
The primary tasks of the current study are to:
1. Construct macro models using the pushover analysis procedure for a exterior beam-column joint able to predict the overall behavior, capacity and the modes of failure.
2. Studying the behavior of a CFRP retrofitted exterior beam-column joint constructing a macro model using the pushover analysis procedure in order to predict its overall behavior, capacity and the modes of failure.
3. construct a model of ten-multi-story structure using the pushover analysis procedure able predict its overall behavior. Safety of construction members against earthquake and its mode of failure
4. studying the need of using retrofitting withstand the equivalent static force calculated by response spectrum analysis for the building by retrofitting only the first story then, retrofitting two stories and so on, and predict the overall behavior for each case until the capacity of building reach the safe zone against the earthquake
A Study of R. C. C. Beam Column Junction Subjected To QuasiStatic (Monotonic)...IOSR Journals
Abstract - Beam and column where intersects is called as joint or junction. The different types of joints are
classified as corner joint, exterior joint, interior joint etc. on beam column joint applying quasi-static loading on
cantilever end of the beam. and study of various parameters as to be find out on corner and exterior beam
column joint i.e. maximum stress, minimum stress, displacement and variation in stiffness of beam column joint
can be analyzed in Ansys software ( Non-Linear FEM Software) Significant experimental research has been
conducted over the past three decades on hysteretic behavior of beam-column joints of RC frames under cyclic
displacement loading. The various research studies focused on corner and exterior beam column joints and
their behavior, support conditions of beam-column joints. Some recent experimental studies, however,
addressed beam-column joints of substandard RC frames with weak columns, poor anchorage of longitudinal
beam bars and insufficient transverse reinforcement. the behavior of exterior beam column joint is different
than the corner beam column joint
This presentation elucidates the seismic behaviour of beam-column joint and some methods to improve the resistance of beam-column joints to seismic loads to avoid disasters.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Modeling and Analysis of Retrofitted Exterior RC Beam Column Jointmaged salama
A beam-column joint is a very critical zone in reinforced concrete framed structure where the elements intersect in all three directions. Joints ensure continuity of a structure and transfer forces that are present at the ends of the members. In reinforced concrete structures.
During the past four decades, significant amount of research has been conducted to investigate the behavior of RC beam-column joints. These joints are studied due to its critical influence on the overall behavior of RC moment-resisting frames subjected to seismic loads .
However, there is a lack of data and test results still exists on such connections when they are totally reinforced with FRP reinforcement. Nevertheless, none of the available FRP codes or guidelines provides any recommendations on the seismic design of the moment-resisting frames reinforced with FRP.
In this study, behavior of exterior R.C beam-column joint was investigated according to FEMA 356 with a macro model using SAP 2000 using nonlinear pushover analysis procedure. The analysis included 2D model using one dimensional elements. Moreover, the 2D model was extended to investigate the behavior of CFRP retrofitted exterior beam-column joint. Group of modeling have 5 specimens with different area of CFRP. The study results showed that the failure in this case occurs in the beam when the joint and 25% from column are rehabilitated with CFRP.
For the purpose of analysis of large scale structures, behavior of framed ten multi-storey structure was investigated according to FEMA 356 with a macro model using SAP 2000 using the nonlinear pushover analysis procedure in order to withstand seismic lateral force applied on building. Moreover, the 3D model was extended to investigate the behavior of CFRP retrofitted frame building.
The primary tasks of the current study are to:
1. Construct macro models using the pushover analysis procedure for a exterior beam-column joint able to predict the overall behavior, capacity and the modes of failure.
2. Studying the behavior of a CFRP retrofitted exterior beam-column joint constructing a macro model using the pushover analysis procedure in order to predict its overall behavior, capacity and the modes of failure.
3. construct a model of ten-multi-story structure using the pushover analysis procedure able predict its overall behavior. Safety of construction members against earthquake and its mode of failure
4. studying the need of using retrofitting withstand the equivalent static force calculated by response spectrum analysis for the building by retrofitting only the first story then, retrofitting two stories and so on, and predict the overall behavior for each case until the capacity of building reach the safe zone against the earthquake
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Modeling and Analysis of Retrofitted Exterior RC Beam Column connectionmaged salama
The primary tasks of the current study are to:
1. Construct macro models using the pushover analysis procedure for a exterior beam-column joint able to predict the overall behavior, capacity and the modes of failure.
2. Studying the behavior of a CFRP retrofitted exterior beam-column joint constructing a macro model using the pushover analysis procedure in order to predict its overall behavior, capacity and the modes of failure.
3. construct a model of ten-multi-story structure using the pushover analysis procedure able predict its overall behavior. Safety of construction members against earthquake and its mode of failure
4. studying the need of using retrofitting withstand the equivalent static force calculated by response spectrum analysis for the building by retrofitting only the first story then, retrofitting two stories and so on, and predict the overall behavior for each case until the capacity of building reach the safe zone against the earthquake
Prepared by madam rafia firdous. She is a lecturer and instructor in subject of Plain and Reinforcement concrete at University of South Asia LAHORE,PAKISTAN.
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
A Stress Ribbon Bridge is a tension structure (similar in many ways to a simple suspension bridge). The suspension cables are embedded in the deck which follows a catenary arc between supports.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
A Study on Effect of Sizes of aggregates on Steel Fiber Reinforced ConcreteIJERD Editor
Plain, unreinforced concrete is a brittle material, with a low tensile strength, limited ductility and
little resistance to cracking. In order to improve the inherent tensile strength of concrete there is a need of
multidirectional and closely spaced reinforcement, which can be provided in the form of randomly distributed
fibers. Steel fiber is one of the most commonly used fibers The present experimental study considers the effect
of aggregate size and steel fibers on the modulus of elasticity of concrete. Crimped steel fibers at volume
fraction of 0%.0.5%, 1.0% and 1.5% were used. Study on effect of volume fraction of fibers and change of
aggregate size on the modulus of elasticity of concrete was also deemed as an important part of present
experimental investigation. This work aims in studying the mechanical behavior of concrete in terms of modulus
of elasticity with the change of aggregate size reinforced with steel fibers of different series for M30 and M50
grade concretes. The results obtained show that the addition of steel fiber improves the modulus of elasticity of
concrete. It was also analyzed that by increasing the fiber volume fraction from 0%, to 1.5% there was a healthy
effect on modulus of elasticity of Steel Fiber Reinforced concrete.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Modeling and Analysis of Retrofitted Exterior RC Beam Column connectionmaged salama
The primary tasks of the current study are to:
1. Construct macro models using the pushover analysis procedure for a exterior beam-column joint able to predict the overall behavior, capacity and the modes of failure.
2. Studying the behavior of a CFRP retrofitted exterior beam-column joint constructing a macro model using the pushover analysis procedure in order to predict its overall behavior, capacity and the modes of failure.
3. construct a model of ten-multi-story structure using the pushover analysis procedure able predict its overall behavior. Safety of construction members against earthquake and its mode of failure
4. studying the need of using retrofitting withstand the equivalent static force calculated by response spectrum analysis for the building by retrofitting only the first story then, retrofitting two stories and so on, and predict the overall behavior for each case until the capacity of building reach the safe zone against the earthquake
Prepared by madam rafia firdous. She is a lecturer and instructor in subject of Plain and Reinforcement concrete at University of South Asia LAHORE,PAKISTAN.
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
A Stress Ribbon Bridge is a tension structure (similar in many ways to a simple suspension bridge). The suspension cables are embedded in the deck which follows a catenary arc between supports.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
A Study on Effect of Sizes of aggregates on Steel Fiber Reinforced ConcreteIJERD Editor
Plain, unreinforced concrete is a brittle material, with a low tensile strength, limited ductility and
little resistance to cracking. In order to improve the inherent tensile strength of concrete there is a need of
multidirectional and closely spaced reinforcement, which can be provided in the form of randomly distributed
fibers. Steel fiber is one of the most commonly used fibers The present experimental study considers the effect
of aggregate size and steel fibers on the modulus of elasticity of concrete. Crimped steel fibers at volume
fraction of 0%.0.5%, 1.0% and 1.5% were used. Study on effect of volume fraction of fibers and change of
aggregate size on the modulus of elasticity of concrete was also deemed as an important part of present
experimental investigation. This work aims in studying the mechanical behavior of concrete in terms of modulus
of elasticity with the change of aggregate size reinforced with steel fibers of different series for M30 and M50
grade concretes. The results obtained show that the addition of steel fiber improves the modulus of elasticity of
concrete. It was also analyzed that by increasing the fiber volume fraction from 0%, to 1.5% there was a healthy
effect on modulus of elasticity of Steel Fiber Reinforced concrete.
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A Review on Finite Element Analysis of Beam to Column Endplate Bolted ConnectionIOSR Journals
This paper gives a bibliographical review of the methods which are applied for the analysis of
Beam to column bolted end plate connection from the theoretical as well as practical points of view. The
bibliography at the end of the paper contains 84 references of papers and conference proceedings on the subject
that were published between 1914 and 2011. These are classified in the following categories:
Conventional methods like experimental, empirical, analytical, mechanical, informational and other
methods.
Finite Element Method(s) (FEM) using different software like ANSYS, ABACUS etc
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coccidian parasite is a very important topic for pg entrance........so every important point about it have been discussed in detail......take a look at it...
Similar to ANALYSIS AND EXPERIMENTAL STUDY ON STRENGTH AND BEHAVIOUR OF EXTERIOR BEAM-COLUMN JOINTS WITH DIAGONAL CROSS BRACING BARS AND STEEL FIBRES FOR IMPROVING THE JOINT DUCTILITY
Numerical Analysis of Engineered Steel Fibers as Shear Reinforcement in RC BeamsP singh
Using suitable fibers and additives in concrete to enhance its performance is an important consideration in the concrete industry with regard to the structural aspects of concrete. The purpose of this project is to investigate numerically the effectiveness of the engineered steel fiber as shear reinforcement in RC beams. Here steel fibers completely replaces the shear reinforcement (stirrups & links). The dimension of beam taken was 1000*150*150 mm with aspect ratio 80. The beams were reinforced with 10 mm steel bars as secondary reinforcement and 12 mm bars as main reinforcement on the tension side. Numerical analysis using ANSYS R16.1 software package was carried out. The load-deflection curves for the beams with different dosage of fibers were drawn superimposing their numerical values. Initially, in all three cases the curve was linear elastic and about 80% of ultimate load they tend to be non-linear. It was observed that there was fair agreement between the results which indicates some favourable aspects concerning the use of steel fibres as shear reinforcement in concrete beams. It was investigated that the inclusion of steel fibres (Hook End Type) improves the shear strength of RC beams without stirrups by improving the matrix between concrete and steel fibers. Thus this project focuses in the design and analysis using the software ANSYS R16.1 for an alternative steel reinforcement with better or equivalent performance.
Study of Eccentrically Braced Outrigger Frame under Seismic ExitationIJTET Journal
Outrigger braced structures has efficient structural form consist of a central core, comprising braced frames with
horizontal cantilever ”outrigger” trusses or girders connecting the core to the outer column. When the structure is loaded
horizontally, vertical plane rotation of the core is restrained by the outriggers through tension in windward column and
compression in leeward column. The effective structural depth of the building is greatly increased, thus augmenting the lateral
stiffness of the building and reducing the lateral deflections and moments in core. In effect, the outriggers join the columns to the
core to make the structure behave as a partly composite cantilever. By providing eccentrically braced system in outrigger frame by
varying the size of links and analyzing it. Push over analysis is carried out by varying the link size using computer programs, Sap
2007 to understand their seismic performance. The ductile behavior of eccentrically braced frame is highly desirable for structures
subjected to strong ground motion. Maximum stiffness, strength, ductility and energy dissipation capacity are provided by
eccentrically braced frame. Studies were conducted on the use of outrigger frame for the high steel building subjected to
earthquake load. Braces are designed not to buckle, regardless of the severity of lateral loading on the frame. Thus eccentrically
braced frame ensures safety against collapse.
Finite Element Simulation of Steel Plate Concrete Beams subjected to ShearIJERA Editor
In a test series ofSteel plate Concrete (SC) beams conducted by the authorsto determine the minimum shear
reinforcement ratio, complex structural behavior of the tested beams was observed, including shear cracking
occurred within the concrete in the web and bond-slip failure of the bottom steel plate of the beam due to
insufficient shear reinforcement ratio (Qin et al. 2015).This paper focuses on finite element simulation (FEM) of
the SC beams withemphasis on shear and bond-slip behavior. A new constitutive model is proposed to account for
the bond-slip behavior of steel plates. Also, the Cyclic Softened Membrane Model proposed by Hsu and Mo
(2010)is utilized to simulate the shear behavior of concrete with embedded shear reinforcement. Both constitutive
models areimplemented into a finite element analysis program based on the framework of OpenSees (2013).The
proposed FEM is able to capturethe behavior of the tested SC beams.
Finite Element Simulation of Steel Plate Concrete Beams subjected to ShearIJERA Editor
In a test series ofSteel plate Concrete (SC) beams conducted by the authorsto determine the minimum shear
reinforcement ratio, complex structural behavior of the tested beams was observed, including shear cracking
occurred within the concrete in the web and bond-slip failure of the bottom steel plate of the beam due to
insufficient shear reinforcement ratio (Qin et al. 2015).This paper focuses on finite element simulation (FEM) of
the SC beams withemphasis on shear and bond-slip behavior. A new constitutive model is proposed to account for
the bond-slip behavior of steel plates. Also, the Cyclic Softened Membrane Model proposed by Hsu and Mo
(2010)is utilized to simulate the shear behavior of concrete with embedded shear reinforcement. Both constitutive
models areimplemented into a finite element analysis program based on the framework of OpenSees (2013).The
proposed FEM is able to capturethe behavior of the tested SC beams.
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Structures made in Precast concrete is increasing in India. The special interest of developing any connections is to be done using commonly used construction materials, such as cast-in-place concrete. This is an investigation of the seismic response on the precast structures due to the beam to column connection behaviour. Earthquake could damage the whole structure if it is not properly designed, especially in high seismic regions.
ANALYSIS OF STEEL FRAMES WITH BRACINGS FOR SEISMIC LOADSIAEME Publication
In recent decants steel structure had played an important role in construction
industry. Providing strength, stability, ductility for buildings designed for seismic
loads. It is necessary to design a structure that can withstand under seismic loads.
Providing steel knee braces is one of the structural systems used to resist earthquake
forces on structures. Steel bracing is economical, easy to erect and occupies less
space which is flexible to design to meet the required strength and stiffness. There are
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of a 6 storied steel frame building with knee bracing system and compared with bare
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Time history analysis is performed in ETABS based on IS 1893:2002 (part 1)
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force for each storey deck slab and compared the values with bare frame. Depending
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In a multi-storied building, the beam-column joint is one of the most critical regions. Usually the beam-column joint was considered as rigid frames. Various researchers over the past years indicated that the joint is not rigid. Now it is also stated that instead of the failure in beam and column, failure can also occur in joint hence joint must be considered as a structural member. The Indian standards define a joint as the portion of the column within the depth of the deepest beam that frames into the column. In framed structures the bending moment and shear forces are maximum at the junction area. So, beam column joint is one of the failure zones. Among the beam column joints, the exterior joint is more critical. The exterior beam column joint have been a study for about 30 years since now. Still there are many more to be understood. In the present work a building is designed in STAAD. Pro V8i and an exterior beam column joint is considered. This joint is modelled in NX CAD and imported to ANSYS to analyse it to derive the shear stress and the corresponding deformation. Pramod Verma | Prof. Pratiksha Malviya "Exterior Beam Column Joint: An Assessment" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-2 , February 2019, URL: https://www.ijtsrd.com/papers/ijtsrd21589.pdf
Paper URL: https://www.ijtsrd.com/engineering/civil-engineering/21589/exterior-beam-column-joint-an-assessment/pramod-verma
International Journal of Engineering and Science Invention (IJESI) inventionjournals
International Journal of Engineering and Science Invention (IJESI) is an international journal intended for professionals and researchers in all fields of computer science and electronics. IJESI publishes research articles and reviews within the whole field Engineering Science and Technology, new teaching methods, assessment, validation and the impact of new technologies and it will continue to provide information on the latest trends and developments in this ever-expanding subject. The publications of papers are selected through double peer reviewed to ensure originality, relevance, and readability. The articles published in our journal can be accessed online
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Submission Deadline: 30th September 2022
Acceptance Notification: Within Three Days’ time period
Online Publication: Within 24 Hrs. time Period
Expected Date of Dispatch of Printed Journal: 5th October 2022
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The prototype of a voice-based ATM for visually impaired using Arduino is to help people who are blind. This uses RFID cards which contain users fingerprint encrypted on it and interacts with the users through voice commands. ATM operates when sensor detects the presence of one person in the cabin. After scanning the RFID card, it will ask to select the mode like –normal or blind. User can select the respective mode through voice input, if blind mode is selected the balance check or cash withdraw can be done through voice input. Normal mode procedure is same as the existing ATM.
IMPACT OF EMOTIONAL INTELLIGENCE ON HUMAN RESOURCE MANAGEMENT PRACTICES AMONG...IAEME Publication
There is increasing acceptability of emotional intelligence as a major factor in personality assessment and effective human resource management. Emotional intelligence as the ability to build capacity, empathize, co-operate, motivate and develop others cannot be divorced from both effective performance and human resource management systems. The human person is crucial in defining organizational leadership and fortunes in terms of challenges and opportunities and walking across both multinational and bilateral relationships. The growing complexity of the business world requires a great deal of self-confidence, integrity, communication, conflict and diversity management to keep the global enterprise within the paths of productivity and sustainability. Using the exploratory research design and 255 participants the result of this original study indicates strong positive correlation between emotional intelligence and effective human resource management. The paper offers suggestions on further studies between emotional intelligence and human capital development and recommends for conflict management as an integral part of effective human resource management.
VISUALISING AGING PARENTS & THEIR CLOSE CARERS LIFE JOURNEY IN AGING ECONOMYIAEME Publication
Our life journey, in general, is closely defined by the way we understand the meaning of why we coexist and deal with its challenges. As we develop the "inspiration economy", we could say that nearly all of the challenges we have faced are opportunities that help us to discover the rest of our journey. In this note paper, we explore how being faced with the opportunity of being a close carer for an aging parent with dementia brought intangible discoveries that changed our insight of the meaning of the rest of our life journey.
A STUDY ON THE IMPACT OF ORGANIZATIONAL CULTURE ON THE EFFECTIVENESS OF PERFO...IAEME Publication
The main objective of this study is to analyze the impact of aspects of Organizational Culture on the Effectiveness of the Performance Management System (PMS) in the Health Care Organization at Thanjavur. Organizational Culture and PMS play a crucial role in present-day organizations in achieving their objectives. PMS needs employees’ cooperation to achieve its intended objectives. Employees' cooperation depends upon the organization’s culture. The present study uses exploratory research to examine the relationship between the Organization's culture and the Effectiveness of the Performance Management System. The study uses a Structured Questionnaire to collect the primary data. For this study, Thirty-six non-clinical employees were selected from twelve randomly selected Health Care organizations at Thanjavur. Thirty-two fully completed questionnaires were received.
Living in 21st century in itself reminds all of us the necessity of police and its administration. As more and more we are entering into the modern society and culture, the more we require the services of the so called ‘Khaki Worthy’ men i.e., the police personnel. Whether we talk of Indian police or the other nation’s police, they all have the same recognition as they have in India. But as already mentioned, their services and requirements are different after the like 26th November, 2008 incidents, where they without saving their own lives has sacrificed themselves without any hitch and without caring about their respective family members and wards. In other words, they are like our heroes and mentors who can guide us from the darkness of fear, militancy, corruption and other dark sides of life and so on. Now the question arises, if Gandhi would have been alive today, what would have been his reaction/opinion to the police and its functioning? Would he have some thing different in his mind now what he had been in his mind before the partition or would he be going to start some Satyagraha in the form of some improvement in the functioning of the police administration? Really these questions or rather night mares can come to any one’s mind, when there is too much confusion is prevailing in our minds, when there is too much corruption in the society and when the polices working is also in the questioning because of one or the other case throughout the India. It is matter of great concern that we have to thing over our administration and our practical approach because the police personals are also like us, they are part and parcel of our society and among one of us, so why we all are pin pointing towards them.
A STUDY ON TALENT MANAGEMENT AND ITS IMPACT ON EMPLOYEE RETENTION IN SELECTED...IAEME Publication
The goal of this study was to see how talent management affected employee retention in the selected IT organizations in Chennai. The fundamental issue was the difficulty to attract, hire, and retain talented personnel who perform well and the gap between supply and demand of talent acquisition and retaining them within the firms. The study's main goals were to determine the impact of talent management on employee retention in IT companies in Chennai, investigate talent management strategies that IT companies could use to improve talent acquisition, performance management, career planning and formulate retention strategies that the IT firms could use. The respondents were given a structured close-ended questionnaire with the 5 Point Likert Scale as part of the study's quantitative research design. The target population consisted of 289 IT professionals. The questionnaires were distributed and collected by the researcher directly. The Statistical Package for Social Sciences (SPSS) was used to collect and analyse the questionnaire responses. Hypotheses that were formulated for the various areas of the study were tested using a variety of statistical tests. The key findings of the study suggested that talent management had an impact on employee retention. The studies also found that there is a clear link between the implementation of talent management and retention measures. Management should provide enough training and development for employees, clarify job responsibilities, provide adequate remuneration packages, and recognise employees for exceptional performance.
ATTRITION IN THE IT INDUSTRY DURING COVID-19 PANDEMIC: LINKING EMOTIONAL INTE...IAEME Publication
Globally, Millions of dollars were spent by the organizations for employing skilled Information Technology (IT) professionals. It is costly to replace unskilled employees with IT professionals possessing technical skills and competencies that aid in interconnecting the business processes. The organization’s employment tactics were forced to alter by globalization along with technological innovations as they consistently diminish to remain lean, outsource to concentrate on core competencies along with restructuring/reallocate personnel to gather efficiency. As other jobs, organizations or professions have become reasonably more appropriate in a shifting employment landscape, the above alterations trigger both involuntary as well as voluntary turnover. The employee view on jobs is also afflicted by the COVID-19 pandemic along with the employee-driven labour market. So, having effective strategies is necessary to tackle the withdrawal rate of employees. By associating Emotional Intelligence (EI) along with Talent Management (TM) in the IT industry, the rise in attrition rate was analyzed in this study. Only 303 respondents were collected out of 350 participants to whom questionnaires were distributed. From the employees of IT organizations located in Bangalore (India), the data were congregated. A simple random sampling methodology was employed to congregate data as of the respondents. Generating the hypothesis along with testing is eventuated. The effect of EI and TM along with regression analysis between TM and EI was analyzed. The outcomes indicated that employee and Organizational Performance (OP) were elevated by effective EI along with TM.
INFLUENCE OF TALENT MANAGEMENT PRACTICES ON ORGANIZATIONAL PERFORMANCE A STUD...IAEME Publication
By implementing talent management strategy, organizations would have the option to retain their skilled professionals while additionally working on their overall performance. It is the course of appropriately utilizing the ideal individuals, setting them up for future top positions, exploring and dealing with their performance, and holding them back from leaving the organization. It is employee performance that determines the success of every organization. The firm quickly obtains an upper hand over its rivals in the event that its employees having particular skills that cannot be duplicated by the competitors. Thus, firms are centred on creating successful talent management practices and processes to deal with the unique human resources. Firms are additionally endeavouring to keep their top/key staff since on the off chance that they leave; the whole store of information leaves the firm's hands. The study's objective was to determine the impact of talent management on organizational performance among the selected IT organizations in Chennai. The study recommends that talent management limitedly affects performance. On the off chance that this talent is appropriately management and implemented properly, organizations might benefit as much as possible from their maintained assets to support development and productivity, both monetarily and non-monetarily.
A STUDY OF VARIOUS TYPES OF LOANS OF SELECTED PUBLIC AND PRIVATE SECTOR BANKS...IAEME Publication
Banking regulations act of India, 1949 defines banking as “acceptance of deposits for the purpose of lending or investment from the public, repayment on demand or otherwise and withdrawable through cheques, drafts order or otherwise”, the major participants of the Indian financial system are commercial banks, the financial institution encompassing term lending institutions. Investments institutions, specialized financial institution and the state level development banks, non banking financial companies (NBFC) and other market intermediaries such has the stock brokers and money lenders are among the oldest of the certain variants of NBFC and the oldest market participants. The asset quality of banks is one of the most important indicators of their financial health. The Indian banking sector has been facing severe problems of increasing Non- Performing Assets (NPAs). The NPAs growth directly and indirectly affects the quality of assets and profitability of banks. It also shows the efficiency of banks credit risk management and the recovery effectiveness. NPA do not generate any income, whereas, the bank is required to make provisions for such as assets that why is a double edge weapon. This paper outlines the concept of quality of bank loans of different types like Housing, Agriculture and MSME loans in state Haryana of selected public and private sector banks. This study is highlighting problems associated with the role of commercial bank in financing Small and Medium Scale Enterprises (SME). The overall objective of the research was to assess the effect of the financing provisions existing for the setting up and operations of MSMEs in the country and to generate recommendations for more robust financing mechanisms for successful operation of the MSMEs, in turn understanding the impact of MSME loans on financial institutions due to NPA. There are many research conducted on the topic of Non- Performing Assets (NPA) Management, concerning particular bank, comparative study of public and private banks etc. In this paper the researcher is considering the aggregate data of selected public sector and private sector banks and attempts to compare the NPA of Housing, Agriculture and MSME loans in state Haryana of public and private sector banks. The tools used in the study are average and Anova test and variance. The findings reveal that NPA is common problem for both public and private sector banks and is associated with all types of loans either that is housing loans, agriculture loans and loans to SMES. NPAs of both public and private sector banks show the increasing trend. In 2010-11 GNPA of public and private sector were at same level it was 2% but after 2010-11 it increased in many fold and at present there is GNPA in some more than 15%. It shows the dark area of Indian banking sector.
EXPERIMENTAL STUDY OF MECHANICAL AND TRIBOLOGICAL RELATION OF NYLON/BaSO4 POL...IAEME Publication
An experiment conducted in this study found that BaSO4 changed Nylon 6's mechanical properties. By changing the weight ratios, BaSO4 was used to make Nylon 6. This Researcher looked into how hard Nylon-6/BaSO4 composites are and how well they wear. Experiments were done based on Taguchi design L9. Nylon-6/BaSO4 composites can be tested for their hardness number using a Rockwell hardness testing apparatus. On Nylon/BaSO4, the wear behavior was measured by a wear monitor, pinon-disc friction by varying reinforcement, sliding speed, and sliding distance, and the microstructure of the crack surfaces was observed by SEM. This study provides significant contributions to ultimate strength by increasing BaSO4 content up to 16% in the composites, and sliding speed contributes 72.45% to the wear rate
ROLE OF SOCIAL ENTREPRENEURSHIP IN RURAL DEVELOPMENT OF INDIA - PROBLEMS AND ...IAEME Publication
The majority of the population in India lives in villages. The village is the back bone of the country. Village or rural industries play an important role in the national economy, particularly in the rural development. Developing the rural economy is one of the key indicators towards a country’s success. Whether it be the need to look after the welfare of the farmers or invest in rural infrastructure, Governments have to ensure that rural development isn’t compromised. The economic development of our country largely depends on the progress of rural areas and the standard of living of rural masses. Village or rural industries play an important role in the national economy, particularly in the rural development. Rural entrepreneurship is based on stimulating local entrepreneurial talent and the subsequent growth of indigenous enterprises. It recognizes opportunity in the rural areas and accelerates a unique blend of resources either inside or outside of agriculture. Rural entrepreneurship brings an economic value to the rural sector by creating new methods of production, new markets, new products and generate employment opportunities thereby ensuring continuous rural development. Social Entrepreneurship has the direct and primary objective of serving the society along with the earning profits. So, social entrepreneurship is different from the economic entrepreneurship as its basic objective is not to earn profits but for providing innovative solutions to meet the society needs which are not taken care by majority of the entrepreneurs as they are in the business for profit making as a sole objective. So, the Social Entrepreneurs have the huge growth potential particularly in the developing countries like India where we have huge societal disparities in terms of the financial positions of the population. Still 22 percent of the Indian population is below the poverty line and also there is disparity among the rural & urban population in terms of families living under BPL. 25.7 percent of the rural population & 13.7 percent of the urban population is under BPL which clearly shows the disparity of the poor people in the rural and urban areas. The need to develop social entrepreneurship in agriculture is dictated by a large number of social problems. Such problems include low living standards, unemployment, and social tension. The reasons that led to the emergence of the practice of social entrepreneurship are the above factors. The research problem lays upon disclosing the importance of role of social entrepreneurship in rural development of India. The paper the tendencies of social entrepreneurship in India, to present successful examples of such business for providing recommendations how to improve situation in rural areas in terms of social entrepreneurship development. Indian government has made some steps towards development of social enterprises, social entrepreneurship, and social in- novation, but a lot remains to be improved.
OPTIMAL RECONFIGURATION OF POWER DISTRIBUTION RADIAL NETWORK USING HYBRID MET...IAEME Publication
Distribution system is a critical link between the electric power distributor and the consumers. Most of the distribution networks commonly used by the electric utility is the radial distribution network. However in this type of network, it has technical issues such as enormous power losses which affect the quality of the supply. Nowadays, the introduction of Distributed Generation (DG) units in the system help improve and support the voltage profile of the network as well as the performance of the system components through power loss mitigation. In this study network reconfiguration was done using two meta-heuristic algorithms Particle Swarm Optimization and Gravitational Search Algorithm (PSO-GSA) to enhance power quality and voltage profile in the system when simultaneously applied with the DG units. Backward/Forward Sweep Method was used in the load flow analysis and simulated using the MATLAB program. Five cases were considered in the Reconfiguration based on the contribution of DG units. The proposed method was tested using IEEE 33 bus system. Based on the results, there was a voltage profile improvement in the system from 0.9038 p.u. to 0.9594 p.u.. The integration of DG in the network also reduced power losses from 210.98 kW to 69.3963 kW. Simulated results are drawn to show the performance of each case.
APPLICATION OF FRUGAL APPROACH FOR PRODUCTIVITY IMPROVEMENT - A CASE STUDY OF...IAEME Publication
Manufacturing industries have witnessed an outburst in productivity. For productivity improvement manufacturing industries are taking various initiatives by using lean tools and techniques. However, in different manufacturing industries, frugal approach is applied in product design and services as a tool for improvement. Frugal approach contributed to prove less is more and seems indirectly contributing to improve productivity. Hence, there is need to understand status of frugal approach application in manufacturing industries. All manufacturing industries are trying hard and putting continuous efforts for competitive existence. For productivity improvements, manufacturing industries are coming up with different effective and efficient solutions in manufacturing processes and operations. To overcome current challenges, manufacturing industries have started using frugal approach in product design and services. For this study, methodology adopted with both primary and secondary sources of data. For primary source interview and observation technique is used and for secondary source review has done based on available literatures in website, printed magazines, manual etc. An attempt has made for understanding application of frugal approach with the study of manufacturing industry project. Manufacturing industry selected for this project study is Mahindra and Mahindra Ltd. This paper will help researcher to find the connections between the two concepts productivity improvement and frugal approach. This paper will help to understand significance of frugal approach for productivity improvement in manufacturing industry. This will also help to understand current scenario of frugal approach in manufacturing industry. In manufacturing industries various process are involved to deliver the final product. In the process of converting input in to output through manufacturing process productivity plays very critical role. Hence this study will help to evolve status of frugal approach in productivity improvement programme. The notion of frugal can be viewed as an approach towards productivity improvement in manufacturing industries.
A MULTIPLE – CHANNEL QUEUING MODELS ON FUZZY ENVIRONMENTIAEME Publication
In this paper, we investigated a queuing model of fuzzy environment-based a multiple channel queuing model (M/M/C) ( /FCFS) and study its performance under realistic conditions. It applies a nonagonal fuzzy number to analyse the relevant performance of a multiple channel queuing model (M/M/C) ( /FCFS). Based on the sub interval average ranking method for nonagonal fuzzy number, we convert fuzzy number to crisp one. Numerical results reveal that the efficiency of this method. Intuitively, the fuzzy environment adapts well to a multiple channel queuing models (M/M/C) ( /FCFS) are very well.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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Forklift Classes Overview by Intella PartsIntella Parts
Discover the different forklift classes and their specific applications. Learn how to choose the right forklift for your needs to ensure safety, efficiency, and compliance in your operations.
For more technical information, visit our website https://intellaparts.com
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Overview of the fundamental roles in Hydropower generation and the components involved in wider Electrical Engineering.
This paper presents the design and construction of hydroelectric dams from the hydrologist’s survey of the valley before construction, all aspects and involved disciplines, fluid dynamics, structural engineering, generation and mains frequency regulation to the very transmission of power through the network in the United Kingdom.
Author: Robbie Edward Sayers
Collaborators and co editors: Charlie Sims and Connor Healey.
(C) 2024 Robbie E. Sayers
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
CW RADAR, FMCW RADAR, FMCW ALTIMETER, AND THEIR PARAMETERSveerababupersonal22
It consists of cw radar and fmcw radar ,range measurement,if amplifier and fmcw altimeterThe CW radar operates using continuous wave transmission, while the FMCW radar employs frequency-modulated continuous wave technology. Range measurement is a crucial aspect of radar systems, providing information about the distance to a target. The IF amplifier plays a key role in signal processing, amplifying intermediate frequency signals for further analysis. The FMCW altimeter utilizes frequency-modulated continuous wave technology to accurately measure altitude above a reference point.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
ANALYSIS AND EXPERIMENTAL STUDY ON STRENGTH AND BEHAVIOUR OF EXTERIOR BEAM-COLUMN JOINTS WITH DIAGONAL CROSS BRACING BARS AND STEEL FIBRES FOR IMPROVING THE JOINT DUCTILITY
2. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
http://www.iaeme.com/IJCIET/index.asp 171 editor@iaeme.com
stirrups at the joint the joint shear capacity can be increased. When the spacing of stirrups at the joint
becomes closer, the joint will become congested and concrete will not enter into the joint due to
insufficient spacing and this is the practical difficulty facing at site while concreting the beam column
joints. Hence required compaction at the joint will not be attained. By providing non conventional cross
diagonal bars at the joint or by providing steel fibres at the joint, shear capacity of the joint and ductility
can be increased to a great extent. Analysis and experimental results shows increase in load carrying
capacity and shear capacity of the joint with non conventional bars and fibres at the joint. The earthquake
in Turkey and Taiwan occurred in 1999 reported catastrophic failures due to failure of beam-column joints.
Akashu Sharma, R. Eligehausen and G.R.Reddy [1] study on joint shear behavior of poorly detailed beam-
column connections in RC structures under seismic loads, Part I: Exterior joints. Due to inelastic capacities
of adjoining flexural members, beams and columns, to dissipate seismic energy, the poor design of beam
column joint will lead to failure. Even though other structural members conform to the design
requirements, the beam column joint design failure leads to failure of the entire structure,. S. S. Patil, S. S.
Manekari [2] study on analysis of Reinforced Beam-Column Joint Subjected to Monotonic Loading. The
joints are to be designed and detailed properly. Joints are the weakest point and will develop cracks and
fail first in earthquakes. To Preserve the integrity of the joint sufficiently high by designing and detailing
the joint properly. The ultimate strength should be sufficient to prevent excessive degradation of joint.
Preventing the loss of bond between the concrete and longitudinal beam and column reinforcement, the
crack in the joint can be minimized. The brittle shear failure of the joint can be prevented. Choudhury, A.
M., A. Dutta, and S. K. Deb. (2011) [5]. Moments of opposite signs are developed in columns above and
below the joints during earthquake. During earthquake, at the joint region, shear force of magnitude many
times higher than in the adjacent beams and columns will be developed. Joint failure can result, if not
designed and detailed. Lu, Xilin, Tonny H. Urukap, Sen Li, and Fangshu Lin. [10] Study on Seismic
behaviour of interior RC beam-column joints with additional bars under cyclic loading.
2. ANSYS 16 WORKBENCH (WB)
2.1. Modeling Geometry and Analysis
ANSYS WB 16 is used for the finite element modeling and analysis. The design of Beam Column Joint is
done using ANSYS WB Design Modeler. The ANSYS Design Modeler application is designed to be used
as a geometry editor of existing CAD models. Designers can design models with Design Modeler alone. Its
application is a parametric feature-based solid modeller. and is designed so that designers can intuitively
and quickly begin CAD drawing for engineering analysis pre-processing. In the designing of Beam
Column Joint it is used line body method to design reinforcement bar and fibre. This method gives
advantages of less system resource and analysis time and better result accuracy.2.2Modeling Finite
Element Model:
Modeling the Finite Element model is nothing but the descretization of model into elements. The goal
of meshing in ANSYS Workbench is to provide robust, easy to use meshing tools that will simplify the
mesh generation process. These tools have the benefit of being highly automated along with having a
moderate to high degree of user control. The finite element modeling is done using Elements SOLID185,
and BEAM188.SOILD 185 is used for 3-D modeling of solid structures. It is defined by eight nodes
having three degrees of freedom at each node: translations in the nodal x, y, and z directions. The element
has plasticity, hyper elasticity, stress stiffening, creep, large deflection, and large strain capabilities. It also
has mixed formulation capability for simulating deformations of nearly incompressible elasto plastic
materials. And it is fully incompressible hyper elastic materials. BEAM 188 is suitable for analyzing
slender to moderately stubby/thick beam structures. The element is based on Timoshenko beam theory
which includes shear-deformation effects. The element provides options for unrestrained warping and
restrained warping of cross-sections. The element is a linear, quadratic, or cubic two-node beam element in
3-D. BEAM 188 has six or seven degrees of freedom at each node. A seventh degree of freedom (warping
3. K. Johnson and Dr. G. Hemalatha
http://www.iaeme.com/IJCIET/index.asp 172 editor@iaeme.com
magnitude) is optional. This element is well-suited for linear, large rotation, and/or large strain nonlinear
applications.
2.2. Material Properties in ANSYS WORKBENCH and ANSYS Analysis
2.2.1. Loading Systems
The major loads are dead load, live load, imposed (wind) load, snow load, earthquake load imposed in the
structures. The analysis of joints is done with static and dynamic loads. Beams (bending), column (axial),
are static loading nature. Shake similar to that during earthquakes is called dynamic (random) loading.
2.2.2. Engineering Data
Use the Engineering Data cell with the Mechanical application systems or the Engineering Data
component system to define or access material models for use in an analysis. To add an Engineering Data
component system to the Project Schematic, drag the Engineering Data component system from the
Toolbox to the Project Schematic or double-click the system in the Toolbox. Study on Steel fibre
reinforced high performance concrete beam-column joints subjected to cyclic loading [7,8,9,10].
The non linear analysis of Beam Column Joint is done in Static and Transient (dynamic) analysis
system. The acceleration data given for analysis is taken from earthquake data of zone -III. A static load of
17 kN is applied at the tip of the beam and load increased gradually with 6 load steps. Static and dynamic
loading is applied at the joint and studied the behavior. Results taken from zone-III are used for preparation
of FE model.
3. PROPOSED WORK
3.1. ANSYS Modeling of Exterior Beam Column Joints under Static Loading
ANSYS modeling and analysis under static and dynamic loading with different loading conditions using
steel fibers, diagonal steel bars in the joint and at extended in column and beam directions to study the
resistant of shear or bond failure.
Steel fiber = 1% by volume and extending in column and beam directions. Study on Use of fibre
cocktails to increase the seismic performance of beam-column Joints [14,16,17,18].
3.2. Beam Column Joint Design details for ANSYS Modeling
Column size- 175 mm x 150 mm, Beam size- 175 mm (D) x 150 mm(B), Strength of concrete fck- 20
N/mm2., Yield strength of steel fy- 415 N/mm2.Column longitudinal steel- 16 mm diameter- 4 nos.
Column lateral tie- 8 mm diameter @ 150 mm c/c.. Beam main reinforcement steel- 12 mm diameter- 4
nos. Beam stirrups- 8 mm @ 100 mm c/c. Maximum load on column – Pmax. - 336 kN. Beam point load-
W max- 17 kN. Column height- 1500 mm, Beam length- 600 mm. RCC beam column joints were designed
for analysis based on IS 1893-2002 Criteria for Earthquake Resistant design of structures and detailing
based on IS 13920-1993 Edition 1.2 (2002-03) on Indian Standard Code of Practice Ductile Detailing of
Reinforced and referring to relevant books[24,25,26,27].
4. Analysis and Experimental Study on Strength and Behaviou
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
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3.3. External Beam-Column J
Figure 1 External joint under static loading
Figure 3 Pu&Wmax- bending stress
Figure 5 ANSYS 16 modeling under dynamic loading.
Figure 7 External joint static analysis using diagonal bars at t
Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
IJCIET/index.asp 173
Column Joint - Analysis Setup
External joint under static loading Figure 2 ANSYS 16 modeling stat
bending stress Figure 4 Pu&Wmax
ANSYS 16 modeling under dynamic loading.-Deflection Figure 6
External joint static analysis using diagonal bars at the joint. Figure 8
Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
editor@iaeme.com
ANSYS 16 modeling static loading.-Deflection
Pu&Wmax- shear stress
Figure 6 Pu & Wmax- shear stress
Pu & Wmax- deflection
5. http://www.iaeme.com/IJCIET
Figure 9 Pu & Wmax
Figure 11 External joint using
Figure 13 Steel fibers extending
K. Johnson and Dr. G. Hemalatha
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Wmax- bending Figure 10 Pu & Wmax
External joint using steel fibers Figure 12 Pu &
Steel fibers extending in beam Figure 14 Pu &
Figure 15 Pu & Wmax- bending
editor@iaeme.com
Wmax - shear
Wmax- deflection
Wmax- deflection
6. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
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4. DUCTILITY
Ductility is generally measured in terms of displacement ductility. This is the ratio of the maximum
deformation that a structure or an element can undergo without significant loss of initial yielding resistance
to the initial yield deformation. The displacement ductility of all the models is presented in table 1. It can
be seen that the displacement ductility is more for the beam column joint with additional cross diagonal
bars and additional steel fibres. The percentage increase is 76.03% and 63.01%.The ductility increment is
more for the beam column joint with additional diagonal cross bars than with additional fibres by 13.02%.
It can be seen that the displacement ductility factor for beam column joint with additional cross bracing
bars is 55.32% more than that of normal beam column joints. It can be seen in ANSYS 16 analysis that the
deflection at yield point load and at ultimate load are increasing by using the non-conventional diagonal
bars and steel fibre at the beam column joint. The displacement at ultimate load increases when the
additional cross diagonal bars and additional steel fibres are added at the beam column joint. Also it can be
seen that the results are better for the beam column joints with non-conventional diagonal bars extending
on beam and column directions by .3H and .3B. The ultimate upward displacement is greater than the
downward displacement for all the specimens.
Table 1 Displacement ductility of specimen from ANSYS model.
A1- Normal (IS 456) Static loading, A-Normal (IS 456) transient loading, B-With additional diagonal
bars at the joint - transient loading, C-With additional diagonal bars at the joint and extending in beam
(.3B) & column(.3H)- transient loading. D-With additional fibre at the joint- transient loading, E-With
additional fibre at the joint and extending in beam (.3B) & column (.3H) - transient loading.
Displacement (mm)
specimen yield ultimate Displacement ductility Average
displacement
ductility
Downward
direction
Upward
direction
Downward
direction
Upward
direction
Downward
direction
Upward
direction
A1 3.45 - 12.45 - 3.61 - 3.61
A 4.21 4.85 14.28 16.28 3.39 3.36 3.38
B 3.32 3.63 17.28 19.27 5.20 5.30 5.25
C 4.53 4.35 19.38 33.25 5.27 6.64 5.95
D 3.98 3.78 17.29 22.45 4.34 5.94 5.14
E 3.95 3.93 18.67 24.78 4.72 6.31 5.51
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Table 2 Yield load and ultimate load of specimen from ANSYS 16 model
Table 2 shows the yield load and ultimate load in ANSYS analysis. The yield load for the specimen A1
is 18.15 k N and ultimate load is 20.34 k N under static loading. The yield load for the specimen A is 18.15
k N and ultimate load is 21.23 k N under dynamic loading. The yield load for the specimen B is 19.92 k N
and the ultimate load is 22.34 k N which is 9.75% and 5.22% more respectively than specimen A. The
yield load for the specimen C is 20.50 k N and the ultimate load is 24.03 k N which is 12.94% and 13.19%
more respectively than specimen A. The yield load for the specimen D is 18.38 k N and the ultimate load is
21.45 k N which is 1.26% and 15.16% more respectively than specimen A. The yield load for the specimen
E is 19.45 k N and the ultimate load is 22.03 k N which is 7.16% and 3.78% more respectively. It can be
seen in ANSYS analysis that the yield load carrying capacity and ultimate load carrying capacities of the
specimens are increasing by using the non-conventional cross diagonal bars and steel fibre at the beam
column joint. Also it can be seen that the results are better for the beam column joints with non-
conventional diagonal bars extending in beam and column directions by .3H and .3B. The higher stiffness
in finite element models may be due to the no consideration of the micro cracks in concrete and bond slip
of the reinforcement. Thus considering the ultimate load carrying capacities from analytical studies it can
be observed that the maximum load carrying capacity is for the beam column joint with cross diagonal bars
at the joint and extending in beam and column direction .3B and .3H respectively. The average
displacement ductility of specimens A1,A,B,C,D&Eare 3.61,3.38,5.25,5.95,5.140 and 5.51 respectively. It
can be seen that the displacement ductility is more for the beam column joint with additional cross
diagonal bars and additional steel fibres. The percentage increase is 76.03% and 63.01%.The ductility is
more for the beam column joint with additional cross diagonal bars than steel fibre by 13.02%.
The below given graph, figure16 and 17 is for the load against downward /upward displacement of
specimens under static and transient loading. It can be seen that the displacement under yield load and for
ultimate load for the beam column joint under static loading, dynamic loading, with additional cross
diagonal bracing bars, with additional steel fibre is 3.45 mm, 12.45 mm,4.21mm,14.28mm, 4.11mm, 17.28
mm, 4.53mm , 19.28 mm,3.98 mm, 17.29mm and 3.95 mm, 18.67mm respectively. The displacement at
ultimate load increases when the additional cross diagonal bars and additional steel fibres are added at the
beam column joint. Also it can be seen that when the cross diagonal bars and fibres are added beyond the
beam column joint in column and beam direction upto .30 H and .3 B, the ultimate displacement obtained
is more than that obtained when the cross bars and fibres are at the joint alone. The effect of displacement
at yield load and at ultimate load with the additional cross diagonal bars is more than additional steel fibre
at the joint.
Yield load (kN) Ultimate load (kN)
Specimen Downward
direction
Upward
direction
Average(P
ye)
Downward
direction
Upward
direction
Average(Pue
)
A1 18.15 - 18.15 20.34 - 20.34
A 18.15 18.15 18.15 21.23 21.23 21.23
B 19.98 19.85 19.92 22.34 22.34 22.34
C 20.15 20.84 20.50 23.83 24.23 24.03
D 18.38 18.38 18.38 20.45 20.45 20.45
E 19.45 19.45 19.45 21.38 20.98 21.18
8. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
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Figure 16 Downward load-displacement curves Figure 17 Upward load-displacement curves
Comparison of ultimate load in upward loading and downward loading for all specimens is shown in
figure 18 and 19. The ultimate load carrying capacities of specimens A1,A,B,C,D&E are 20.34 k N, 21.23
k N, 22.34 k N, 24.03 k N, 21.45 k N and 22.03 k N respectively. The ultimate load carrying capacity of
beam-column joint with cross diagonal bracing bars increases by 5.22% when comparing with normal
beam –column joint and when the cross bracing bars are extended in beam and column directions by .3 B
and .3 H , the increase in ultimate load carrying capacity is 13.18% when comparing with normal beam
column joint. When steel fibre is added in the beam column joint in addition to normal bars, the ultimate
load carrying capacity is increased by 1.03% and when the steel fibres are extended in beam and column
directions by .3 B and .3 H, the increase in ultimate load carrying capacity is 3.76% when comparing with
normal beam column joint. Also it can be seen that cross bracing bars is added at the beam column joint in
addition to normal bars, the ultimate load carrying capacity increases by 9.41% than that of beam column
joint with steel fibres.
Figure 18 Upward loading Figure 19 Downward loading
Comparison of average displacement ductility for all the specimens A1,A,B,C,D,E are given below in
the figure 20,21 and 22. The displacement ductility factor for specimens A,B,C,D,E are 3.38,4.41,5.95,5.14
0
5
10
15
20
25
0 5 10 15 20
Displacement in mm
LoadinkN
Load-downward dispalcement graph
-A1
-A
-B
-C
-D
-E
0
5
10
15
20
25
0 5 10 15 20 25 30
Displacement in mm
LoadinkN
Load-upward dispalcement graph
-A
-B
-C
-D
-E
21.23
22.34
24.23
20.45
20.98
18
19
20
21
22
23
24
25
A B C D E
Series1
UltimateloadinkN
Upward loading
Specimen designation
20.34
21.23
22.34
23.23
20.45
21.38
18.5
19
19.5
20
20.5
21
21.5
22
22.5
23
23.5
A1 A B C D E
Series1
Downward loading
UltimateloadinkN
Specimen designation
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and 5.51 respectively. It can be seen that the displacement ductility is more for the beam column joint with
additional cross diagonal bars and additional steel fibres. The percentage increase is 76.03% and
63.01%.The ductility is more for the beam column joint with additional cross diagonal bars than steel fibre
by 13.02%.
Figure 20 Ductility Downward direction Figure 21 Ductility Upward direction
Figure 22 Average displacement ductility
5. ENERGY DISSIPATION
With the models so far developed, the energy absorption capacity of different joints can be studied since
ductility is directly linked with energy absorption capacity of joints. The figure 23 and 24 below shows the
moment slope curves and cumulative energy absorption for the specimens A1,A,B,C,D and E respectively.
The area enclosed by the graph represents the energy dissipated by the specimens. It can be seen that the
energy dissipation is maximum for the beam column joint specimen with additional cross diagonal bars at
the joint and extending in beam and column directions by .3 B and .3 H in addition to normal
reinforcement. The beam column joint with additional diagonal confining bars, the energy dissipated is
found more than that of the beam column joint with normal bars. Also it can be found that the beam
column joint with normal reinforcement A1 and A starts yielding much before than the additional bars and
fibres. The specimens B and C the moment at yielding point is more than the moment at yielding point of
the beam column joint with additional fibres for the specimens D and E. The energy dissipated by the
specimens A1,A, B,C,D and E are 280 kN-mm, 420 kN-mm, 455 kN-mm, 560 kN-mm, 475kN-mm and
512.50 kN-mm respectively. The increase in energy dissipated by the beam-column joint with diagonal
bars is 8.33% when comparing with the normal beam-column joint. The increase in energy dissipated by
3.61
3.39
5.2 5.27
4.34
4.72
0
1
2
3
4
5
6
A1 A B C D E
Series1
Specimendesignation
Displacementductility
Downwarddirection
3.36
5.2
7.64
5.94
6.31
0
1
2
3
4
5
6
7
8
9
A B C D E
-
-
Displacementductility
Specimen designation
Upwarddirection
Displacementductility
Specimen designation
Upwarddirection
3.61
3.38
5.25
5.95
5.14
5.51
0
1
2
3
4
5
6
7
A1 A B C D E
Series1
Specimens
Displacemnetductility
Specimens
10. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
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the beam column joint with steel fibre is 13.09% when comparing with the normal beam-column joint.
When comparing the energy dissipation capacity of beam –column joint with steel fibre and additionally
diagonally braced bars is 16.67% less. It can be seen that by extending the additional diagonal bars in the
beam-column joint in beam and column direction by .3B and .3H, the energy dissipation is increased by
7.69%. It can be seen that by extending the steel fibre in the beam-column joint in beam and column
direction by .3B and .3H, the energy dissipation is increased by 23.07%. The energy dissipation is
increasing with additional diagonal bars when comparing with steel fibre.
Figure 23 Moment - Slope curves Figure 24 Cumulative energy dissipation
Table 3 Maximum bending/ shear stress
The above table -3 indicates the results of ANSYS 16 analysis for specimens the maximum principle
stress, maximum shear stress, under static loading, seismic loading, using normal reinforcement steel, steel
fibers, using diagonal cross bracing bars at the joint, for exterior beam-column joints. The maximum shear
stress obtained in static loading is 7.51 MPa whereas the maximum shear stress under dynamic loading is
10.72 MPa with a percentage increase of 42.74%. The maximum bending stress obtained in static loading
is 17.34 MPa whereas the maximum bending stress under dynamic loading is 18.27 MP with a percentage
increase of 5.36%.
Analytical study of exterior beam column joint with additional diagonal bars within the joint subjected
to static and seismic loading by nonlinear finite element analysis using ANSYS software for nonlinear
analysis of reinforced concrete structures were carried out by increasing the diagonal reinforcement in
beam directions and column directions .3B and .3H respectively. The maximum shear stress obtained
0
5
10
15
20
25
0 0.02 0.04 0.06 0.08 0.1
A1
A2
B1
B2
C1
C2
MomentinkN-mMomentinkN-m
slope
280
420
455
560
475
512.5
0
100
200
300
400
500
600
A1 A B C D E
Series1
Specimen
CumulativeenergydissipatedinkN-mm
Loading conditions Maximum shear
stress(MPa)
Maximum bending
stress(MPa)
Static 7.51 17.34
Dynamic 10.72 18.27
Diagonal bars 7.05 14.48
.3B 6.00 12.30
1% fiber 10.10 16.15
.3B 8.95 14.38
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under the same loading conditions in dynamic loading is 7.05 MPa. The maximum bending stress under
dynamic loading is 14.48 MPa. The maximum shear stress and maximum bending stress of beam column
joint with additional cross diagonal bars extending in beam and column directions by .3B and .3H are 6.00
MPa and 12.30 MPa. It can be seen that the bending stress and shear stress are decreasing by 15.05% and
14.89% respectively. From the analysis it can be seen that the effect of diagonal bars in exterior beam
column joint in reducing shear stress and bending stress at the joint under static and dynamic loading
conditions is effective when comparing with joint without cross diagonal bars. The additional bars
effectively increased the strength capacity at the joint vicinity as well as sufficient development of ductility
to the frame members under increasing lateral loading. The joint was fully restrained at the column ends. It
was inferred from the analysis that as load increases displacement, minimum stress and maximum stress
also increases. Also the stiffness of the structure changes the displacement, minimum stress and maximum
stress changes with respect to loading. With the increase of ratio of bending moment of column to beam,
the plastic hinges are more likely to develop in the beam, and the ductility of the joint improves. Additional
diagonal bars prevented cracks at the edges of the joint interface between column and beam. Furthermore,
these joints have been proven to behave in a ductile manner as beams undergo plastic hinging earlier than
the columns. The orientation of additional cross diagonal bars added strength in favour of members they
were oriented to. That is, additional bars along beam added strength towards the beam ends and additional
bars along column added strength towards the column.
The performance of steel fibre reinforced exterior beam-column joints were compared with that of
conventional joints. Results showed that using steel fibre reinforced concrete (SFRC) within beam-column
can significantly enhance the shear resistance capacity of joints.It can be seen that the effect of steel fiber
in exterior beam column joint in reducing shear stress and bending stress at the joint under static and
dynamic loading conditions is effective when comparing with joint with normal reinforcement steel and
with diagonal bars. The maximum shear stress obtained under dynamic loading condition is 10.10 MPa
whereas the maximum bending stress is 16.15MPa. The maximum bending stress obtained under the same
loading conditions in dynamic loading with steel fiber extending in beam and column directions by .3B
and .3 H is 14.38MPa whereas the maximum shear stress is 8.95 MPa. The analysis results also showed
that using additional steel fibre reinforcement is an effective method to reduce the lateral reinforcement in
the beam plastic hinge region. The decrease in bending stress by extending the fibre in beam and column
directions is 10.95% and 10.99%.
It is generally accepted that addition of steel fibres significantly increases tensile toughness and
ductility, also slightly enhances the compressive strength. The benefits of using steel fibres become
apparent after concrete cracking because the tensile stress is then redistributed to fibres. The results
showed that using steel fibres can significantly increase the joint shear strength and also the shear stress
corresponding to the first crack.
6. EXPERIMENTAL WORK
• Five samples casted and tested in laboratory as given below A-Normal (as per IS 456- 2000)
• B-With additional diagonal bars at the joint
• C-With additional diagonal bars at the joint and extending in beam ( .3B) & column(.3H)
• D-With additional fibre at the joint
• E-With additional fibre at the joint and extending in beam (.3B) & column (.3H)
• Specimen size(T Shape) - Column size- 1000 mm x 175 mm x 150 mm. Beam size- 600 mm x 175 mm x
150 mm.
• The material properties of steel fibre used are DRAMIX ®
3D with tensile strength 1225 N/mm2, Young’s
modulus 210000 N/mm2, length 60 mm, aspect ratio 80 and diameter is 0.75 mm.
12. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
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Figure 25 Casted specimen ready for testing Figure 26 Test set up
Figure 27 Testing progress Figure 28 Crack patterns.
Table 4 Displacement ductility of specimen tested in laboratory
Displacement (mm)
specimen yield ultimate Displacement ductility Average
displacement
ductility
Downward
direction
Upward
direction
Downward
direction
Upward
direction
Downward
direction
Upward
direction
A 4.70 4.60 16.50 16.00 3.50 3.50 3.50
B 4.17 3.70 21.50 19.50 5.15 5.25 5.20
C 3.40 4.40 15.00 33.00 4.40 7.50 5.95
D 3.70 3.75 17.29 22.45 4.30 5.90 5.10
E 4.10 4.13 18.67 24.78 4.50 6.00 5.25
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The displacement ductility of all the specimens tested in laboratory is presented in table 4. It can be
seen that the displacement ductility is more for the beam column joint with additional cross diagonal bars
and additional steel fibres. The percentage increase is 70% and 50%.The ductility increment is more for the
beam column joint with additional diagonal cross bars than with additional fibres by 20%. It can be seen
that the displacement ductility factor for beam column joint with additional cross bracing bars is 48.57%
more than that of normal beam column joints. Also it can be seen that the results are better for the beam
column joints with non-conventional diagonal bars extending on beam and column directions by .3H and
.3B. The ultimate upward displacement is greater than the downward displacement for all the specimens.
Table 5 Yield load and ultimate load of specimen tested in laboratory
Figure 29 Ultimate load of specimens Figure 30 Average displacement ductility of specimens
Testing results shows the yield load for the specimen A is 15.45 k N and ultimate load is 18.50 k N
under dynamic loading. The yield load for the specimen B is 18.45 k N and the ultimate load is 22.00 k N
which is 19.41% and 18.91% more respectively than specimen A. The yield load for the specimen C is
23.12 k N and the ultimate load is 26.00 k N which is 49.64% and 40.54% more respectively than
specimen A. The yield load for the specimen D is 18.48 k N and the ultimate load is 21.00 k N which is
19.43% and 13.51% more respectively than specimen A. The yield load for the specimen E is 19.12 k N
and the ultimate load is 23.00 k N which is 23.75% and 24.32% more respectively. It can be seen in
experimental results that the yield load carrying capacity and ultimate load carrying capacities of the
specimens are increasing by using the non-conventional cross diagonal bars and steel fibre at the beam
column joint. Also it can be seen that the results are better for the beam column joints with non-
conventional diagonal bars extending in beam and column directions by .3H and .3B. Thus considering the
ultimate load carrying capacities from experimental studies it can be observed that the maximum load
Yield load (kN) Ultimate load (kN)
Specimen Downward
direction
Upward
direction
Average(P
ye)
Downward
direction
Upward
direction
Average(Pue
)
A 15.35 15.50 15.45 18.25 18.75 18.50
B 17.80 18.10 18.45 21.50 22.50 22.00
C 22.50 23.75 23.12 25.25 26.75 26.00
D 18.38 18.75 18.48 20.50 21.50 21.00
E 19.00 19.25 19.12 22.00 24.00 23.00
18.5
22
26
21
23
0
5
10
15
20
25
30
A B C D E
Series1
UltimateloadinkN
Specimens
Experiment results
3.5
5.2
5.95
5.1 5.25
0
1
2
3
4
5
6
7
A B C D E
Series1
Averagedisplacementductility
Experiment-displacementductility
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carrying capacity is for the beam column joint with cross diagonal bars at the joint and extending in beam
and column direction .3B and .3H respectively.
6.1. Energy Dissipation in Experimental Works Load –Displacement Hysteresis Loops
From the experimental works, the energy absorption capacity of different joints can be studied since
ductility is directly linked with energy absorption capacity of joints. The figure 23 and 24 below shows the
load –displacement hysteresis loops and cumulative energy absorption for the specimens A,B,C,D and E
respectively. The area enclosed by the graph represents the energy dissipated by the specimens. It can be
seen that the energy dissipation is maximum for the beam column joint specimen with additional cross
diagonal bars at the joint and extending in beam and column directions by .3 B and .3 H in addition to
normal reinforcement. The beam column joint with additional diagonal confining bars, the energy
dissipated is found more than that of the beam column joint with normal bars. Also it can be found that the
beam column joint with normal reinforcement A starts yielding much before than the additional bars and
fibres. The specimens B and C the moment at yielding point is more than the moment at yielding point of
the beam column joint with additional fibres for the specimens D and E. The energy dissipated by the
specimens A, B,C,D and E are 450 kN-mm, 475 kN-mm, 600 kN-mm, 525kN-mm and 550 kN-mm
respectively. The increase in energy dissipated by the beam-column joint with diagonal bars is 8.33%
when comparing with the normal beam-column joint. The increase in energy dissipated by the beam
column joint with steel fibre is 13.09% when comparing with the normal beam-column joint. When
comparing the energy dissipation capacity of beam –column joint with steel fibre and additionally
diagonally braced bars is 16.67% less. It can be seen that by extending the additional diagonal bars in the
beam-column joint in beam and column direction by .3B and .3H, the energy dissipation is increased by
7.69%. It can be seen that by extending the steel fibre in the beam-column joint in beam and column
direction by .3B and .3H, the energy dissipation is increased by 23.07%. The energy dissipation is
increasing with additional diagonal bars when comparing with steel fibre.
Figure 31 Specimen as per-IS-456-2000 Figure 32 Specimen with cross diagonal bars at joint
-25
-20
-15
-10
-5
0
5
10
15
20
25
-20 -15 -10 -5 0 5 10 15 20 25
SPECIMEN-A
SAMPLE-A
-25
-20
-15
-10
-5
0
5
10
15
20
25
-25 -20 -15 -10 -5 0 5 10 15 20 25
SAMPLE-B
Series2
SPECIMEN-B
15. K. Johnson and Dr. G. Hemalatha
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Figure 33 Specimen with cross diagonal bars extended Figure 34 Specimen with steel fibres at joint
Figure 35 Specimen with steel fibres extended Figure 36 Experiment- Cumulative energy dissipation
Table 6 Comparison of energy dissipation Analysis vs Experimental
The beam column joint with additional diagonal confining bars, the energy dissipated is found more
than that of the beam column joint with normal bars with increase of 25%. The beam-column joint with
additional steel fibres, the energy dissipation is found less than that of joint with cross diagonal bars by
9.10%. The increase in energy dissipated by the beam-column joint with diagonal bars extended in beam-
column direction is more that when comparing with the normal beam-column joint with cross diagonal
bars at the joint by 26.31%. The increase in energy dissipated by the beam column joint with steel fibre is
22.22% when comparing with the normal beam-column joint.
-30
-20
-10
0
10
20
30
-30 -20 -10 0 10 20 30 40
SPECIMEN-C
SAMPLE-C
LOADINkN
-25
-20
-15
-10
-5
0
5
10
15
20
25
-25 -20 -15 -10 -5 0 5 10 15 20 25
SPECIMEN-D
SAMPLE-D
-30
-20
-10
0
10
20
30
-25 -20 -15 -10 -5 0 5 10 15 20 25 30
SPECIMEN-E
SAMPLE-E
450
475
600
525
550
0
100
200
300
400
500
600
700
A B C D E
Series1
cumulativeenergydissipatedkN-mm
Expeirment-cumulative enerydissipation
specimen
Specimen Energy dissipation kN-mm)-
Analysis
Energy dissipation(kN-
mm)-Experimental
% increase energy dissipation
A 420 450 -
B 455 475 5.55
C 560 600 33.33
D 475 525 16.67
E 521.5 550 22.22
16. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
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Table 7 Comparison of ultimate load- Analysis vs experimental
The ultimate load in analysis for the specimen A is 21.23 k N and the ultimate load in testing is 18.50 k
N which is 12.85% variation. The ultimate load in analysis for the specimen B is 22.34 k N and the
ultimate load in testing is 22 k N which is 1.52% variation. The ultimate load in analysis for the specimen
C is 24.03 k N and the ultimate load in testing is 26 k N which is 8.19% variation. The ultimate load in
analysis for the specimen D is 20.45 k N and the ultimate load in testing is 21 k N which is 2.68%
variation. The ultimate load in analysis for the specimen E is 21.18 k N and the ultimate load in testing is
23 k N which is 8.59% variation. It can be seen in ANSYS analysis that the yield load carrying capacity
and ultimate load carrying capacities of the specimens are increasing by using the non-conventional cross
diagonal bars and steel fibre at the beam column joint.
Table 8 Comparison of ultimate load and increase in load carrying capacity
The ultimate load carrying capacity of beam-column joint with cross diagonal bracing bars increases by
18.91% when comparing with normal beam –column joint and when the cross bracing bars are extended in
beam and column directions by .3 B and .3 H , the increase in ultimate load carrying capacity is 40.34%
when comparing with normal beam column joint. The ultimate load carrying capacity of beam-column
joint with fibres increases by 13.51% when comparing with normal beam –column joint and when the
fibres are extended in beam and column directions by .3 B and .3 H, the increase in ultimate load carrying
capacity is 24.32% when comparing with normal beam column joint.
Specimen Ultimate load (kN)-
Analysis
Ultimate load (kN)-
Experimental
% variation
A 21.23 18.50 12.85
B 22.34 22.00 1.52
C 24.03 26.00 8.19
D 20.45 21.00 2.68
E 21.18 23.00 8.59
Specimen Ultimate load (kN)-
Analysis
Ultimate load (kN)-
Experimental
% increase in load
A 21.23 18.50 -
B 22.34 22.00 18.91
C 24.03 26.00 40.54
D 20.45 21.00 13.51
E 21.18 23.00 24.32
17. K. Johnson and Dr. G. Hemalatha
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Table 9 Comparison of ductility factor and increase in ductility
It can be seen that the displacement ductility factor for beam column joint with additional cross bracing
bars is 48.57% more than that of normal beam column joints. The cross bracing bars extending in beam
and column direction by .3B and .3H, the ductility factor increases by 70%than that of beam column joints
with bars at the joint. Beam column joints with addition of steel fibre, the ductility factor increases by
45.71% and when the fibres are extended in beam and column directions by .3B and .3H, the ductility
factor increases by 50%. It can be seen that the ductility factor is more for the beam column joints with
cross bracing bars by 20% than steel fibres. The cross bracing bars extending in beam and column
direction by .3B and .3H, the ductility factor increases by 21.43%than that of beam column joints with bars
at the joint.
7. CONCLUSIONS
In this paper performance of exterior beam column joints with non-conventional reinforcement detailing
and steel fibres were examined analytically using ANSYS 16 modeling and analysis and experimentally
tested specimens under static loading, seismic loading, using normal reinforcement steel, steel fibers, using
cross diagonal bars at the joint, diagonal bars and fibers at varying depths and heights in beam and column
directions are carrying out to find out various factors affecting the failure of joints under different loading
conditions. The exterior beam-column joints are studied with different parameters like i.e. Maximum
principle stress, Maximum shear stress, Displacement, rotations, yield load, ultimate load, displacement
ductility and energy absorption capacity. Specimens were casted and tested at laboratory to compare the
results obtained the in analysis and experiment. It is found that the results of ANSYS analysis and
experiments are matching very well with marginal variations as tabulated. Specimens were casted and
tested at laboratory to compare the results obtained the in analysis and experiment. It is found that the
results of ANSYS analysis and experiments are matching very well with marginal variations as tabulated.
Additional cross diagonal bars, steel fibres at the joint along with lateral reinforcement prevented cracks at
the edges of the joint interface between column and beam. The additional cross diagonal bars and steel
fibres extension in the beam and column directions analysis results shows increase the ductility of the joint
, yield load and ultimate load carrying capacity and increased energy absorption capacity under higher
loading conditions. The orientation of additional diagonal bars added strength in favour of members they
were oriented to. Additional bars along beam added strength towards the beam ends and additional bars
along column added strength towards the column. The performance of steel fibre reinforced exterior beam-
column joints were compared with that of conventional joints. Results showed that using steel fibre
reinforced concrete (SFRC) within beam-column joints can significantly enhance the shear resistance
capacity, displacement ductility and energy absorption capacity of joints. The analysis results also showed
that using steel fibre reinforcement is an effective method to reduce the lateral reinforcement in the beam
Specimen Average displacement
ductility
Increase in displacement
ductility with normal
specimen
% increase
A 3.50 - -
B 5.20 1.70 48.57
C 5.95 2.45 70.00
D 5.10 1.60 45.71
E 5.25 1.75 50.00
18. Analysis and Experimental Study on Strength and Behaviour of Exterior Beam-Column Joints with Diagonal
Cross Bracing Bars and Steel Fibres for Improving the Joint Ductility
http://www.iaeme.com/IJCIET/index.asp 187 editor@iaeme.com
plastic hinge region and can significantly increase the joint shear strength and also the shear stress
corresponding to the first crack.
8. ACKNOWLEDGEMENT
ANSYS 16 modeling and analysis of RCC exterior beam column joints under different loading conditions
and specimens were casted and tested at laboratory to compare the results obtained the in analysis with the
whole hearted help, support and directions of many people through their constructive criticisms in the
evaluation and preparation of this paper. The author takes this opportunity to appreciate the works done by
many researchers in this field. Thanks to all for extending the necessary support and guidance required to
complete this paper.
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