This paper deals with the cyclic elastoplastic large displacement analysis and stability evaluation of steel tubular braces subjected to axial tension and compression. The inelastic cyclic performance of cold-formed steel braces made of circular hollow sections is examined through finite element analysis using the commercial computer program ABAQUS. First some of the most important parameters considered in the practical design and ductility evaluation of steel braces of tubular sections are presented. Then the details of finite element modeling and numerical analysis are described. Later the accuracy of the analytical model employed in the analysis is substantiated by comparing the analytical results with the available test data in the literature. Finally the effects of some important structural and material parameters on cyclic inelastic behavior of steel tubular braces are discussed and evaluated.
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
The document reviews literature on the optimization of steel frames, moment resisting frames, and buckling restrained braced frames. It discusses several past studies that used optimization techniques and linear/nonlinear analysis methods to minimize weight and seismic response of steel structures. Key findings from experimental testing of buckling restrained braces are also summarized, including the importance of ensuring a ratio of tube buckling strength to core yield strength above 1.5 to prevent global buckling.
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
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
International Journal of Engineering Research and Development is an international premier peer reviewed open access engineering and technology journal promoting the discovery, innovation, advancement and dissemination of basic and transitional knowledge in engineering, technology and related disciplines.
We follow "Rigorous Publication" model - means that all articles appear on IJERD after full appraisal, effectiveness, legitimacy and reliability of research content. International Journal of Engineering Research and Development publishes papers online as well as provide hard copy of Journal to authors after publication of paper. It is intended to serve as a forum for researchers, practitioners and developers to exchange ideas and results for the advancement of Engineering & Technology.
IRJET- Comparative Analysis of Moment Resisting Frames of Steel and Composit...IRJET Journal
This document compares moment resisting frames made of steel composite materials and reinforced concrete (RC) under seismic loading. Four models each of a G+10 and G+20 building were analyzed with ETABS software - two as ordinary moment resisting frames (OMRF) and two as special moment resisting frames (SMRF). Results for steel composite frames showed lower displacement, drift, and shear compared to RC frames, but within acceptable limits. Steel composite structures provide advantages over RC structures such as reduced weight, cost, and faster construction for high-rise buildings.
Lateral Load Analysis of a Building with & Without Knee BracingIJERA Editor
In last decades steel structures has played an important role in construction industry. Providing strength, stability
and ductility are major purposes of seismic design. It is necessary to design a structure to perform well under
seismic loads. Steel braced frame is one of the structural systems used to resist earthquake loads in structures.
Steel bracing is economical, easy to erect, occupies less space and has flexibility to design for meeting the
required strength and stiffness. Bracing can be used as retrofit as well. There are various types of steel bracings
such as Diagonal, X, K, V, inverted V type or chevron and global type concentric bracings. In the present study,
it was shown that modelling of the G+4 steel bare frame with various bracings (X, V, inverted V, and Knee
bracing) by computer software SAP2000 and pushover analysis results are obtained. Comparison between the
seismic parameters such as base shear, roof displacement, time period, storey drift, performance point for steel
bare frame with different bracing patterns are studied. It is found that the X type of steel bracings significantly
contributes to the structural stiffness and reduces the maximum interstate drift of steel building than other
bracing systems.
IRJET- A Review on Progressive Collapse of Composites StructuresIRJET Journal
This document reviews previous research on analyzing the progressive collapse of composite structures. Some key studies analyzed steel and concrete buildings using linear and nonlinear static/dynamic analyses and investigated how their behavior changed with the sudden removal of columns. Percentage increases in demand capacity ratios, base shear, and roof displacements were calculated. The current study aims to analyze the progressive collapse of a G+20 composite building using ETABS software and investigate how its behavior changes under extreme loading conditions based on guidelines from the US General Services Administration.
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
The document reviews literature on the optimization of steel frames, moment resisting frames, and buckling restrained braced frames. It discusses several past studies that used optimization techniques and linear/nonlinear analysis methods to minimize weight and seismic response of steel structures. Key findings from experimental testing of buckling restrained braces are also summarized, including the importance of ensuring a ratio of tube buckling strength to core yield strength above 1.5 to prevent global buckling.
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
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
International Journal of Engineering Research and Development is an international premier peer reviewed open access engineering and technology journal promoting the discovery, innovation, advancement and dissemination of basic and transitional knowledge in engineering, technology and related disciplines.
We follow "Rigorous Publication" model - means that all articles appear on IJERD after full appraisal, effectiveness, legitimacy and reliability of research content. International Journal of Engineering Research and Development publishes papers online as well as provide hard copy of Journal to authors after publication of paper. It is intended to serve as a forum for researchers, practitioners and developers to exchange ideas and results for the advancement of Engineering & Technology.
IRJET- Comparative Analysis of Moment Resisting Frames of Steel and Composit...IRJET Journal
This document compares moment resisting frames made of steel composite materials and reinforced concrete (RC) under seismic loading. Four models each of a G+10 and G+20 building were analyzed with ETABS software - two as ordinary moment resisting frames (OMRF) and two as special moment resisting frames (SMRF). Results for steel composite frames showed lower displacement, drift, and shear compared to RC frames, but within acceptable limits. Steel composite structures provide advantages over RC structures such as reduced weight, cost, and faster construction for high-rise buildings.
Lateral Load Analysis of a Building with & Without Knee BracingIJERA Editor
In last decades steel structures has played an important role in construction industry. Providing strength, stability
and ductility are major purposes of seismic design. It is necessary to design a structure to perform well under
seismic loads. Steel braced frame is one of the structural systems used to resist earthquake loads in structures.
Steel bracing is economical, easy to erect, occupies less space and has flexibility to design for meeting the
required strength and stiffness. Bracing can be used as retrofit as well. There are various types of steel bracings
such as Diagonal, X, K, V, inverted V type or chevron and global type concentric bracings. In the present study,
it was shown that modelling of the G+4 steel bare frame with various bracings (X, V, inverted V, and Knee
bracing) by computer software SAP2000 and pushover analysis results are obtained. Comparison between the
seismic parameters such as base shear, roof displacement, time period, storey drift, performance point for steel
bare frame with different bracing patterns are studied. It is found that the X type of steel bracings significantly
contributes to the structural stiffness and reduces the maximum interstate drift of steel building than other
bracing systems.
IRJET- A Review on Progressive Collapse of Composites StructuresIRJET Journal
This document reviews previous research on analyzing the progressive collapse of composite structures. Some key studies analyzed steel and concrete buildings using linear and nonlinear static/dynamic analyses and investigated how their behavior changed with the sudden removal of columns. Percentage increases in demand capacity ratios, base shear, and roof displacements were calculated. The current study aims to analyze the progressive collapse of a G+20 composite building using ETABS software and investigate how its behavior changes under extreme loading conditions based on guidelines from the US General Services Administration.
IRJET- Seismic Analysis of Steel Frame Building using Bracing in ETAB SoftwareIRJET Journal
This paper compares the seismic analysis of a G+11 square building and L-shaped building using time history analysis in ETAB 17.01 software. Different types of bracing systems are used, including X, V, inverted V, and diagonal bracing. The response of the buildings is compared in terms of displacement, base shear, and pseudo acceleration to determine which type of building and bracing system provides the minimum response. The L-shaped building with X bracing is found to have the minimum displacement, while the square building with X bracing has the minimum base shear and pseudo acceleration.
This document summarizes a study that analyzes the accuracy of using Darwin guidelines to determine the strength of steel beams with non-compact and slender webs that contain web openings. The study uses finite element analysis in ANSYS to model steel beams with various web opening parameters. It compares the maximum load capacities calculated using Darwin guidelines to those obtained from the finite element analysis. The results show that Darwin guidelines can accurately predict strength for some cases when openings are in high moment or shear zones, but not when in moment-shear combination zones. Therefore, the guidelines may need amendment for use with non-compact and slender beam sections.
Seismic performance of weak base strong column steel moment framesSebastian Contreras
This document summarizes research on the seismic performance of steel moment frames with weak base connections and strong columns. The researchers analyzed a 4-story steel moment frame building using nonlinear time history analysis with different base connection strengths, including fixed, pinned, and varying hysteretic strengths from 1 to 0.3 times column strength. Results showed promise for weaker base connections but also issues like reduced base stiffness concentrating deformations in the first story. Future work is needed to further evaluate weak-base strong-column systems and address limitations.
1) An experimental study was conducted to compare the compression behavior of normal strength concrete (NSC) and self-compacting concrete (SCC) intermediate columns.
2) Six column specimens with a cross-section of 125x125mm and a height of 1.5m were tested under axial loading. The columns varied in concrete type (NSC and SCC) and longitudinal reinforcement ratio (2.09%, 2.89%, 5.15%).
3) The results showed that as the reinforcement ratio increased, the ultimate load capacity increased and axial deformation decreased for both NSC and SCC columns. However, SCC columns exhibited higher ultimate loads and deformations than NSC columns for the same reinforcement ratio.
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
various types of steel bracing (X, knee bracing). In knee brace frame system (KBFS)
the non-buckling diagonal bracing provide most of the lateral stiffness, the flexural
yielding of knee element. In our project a 6 storey steel frame building with knee
bracing system with floor plan of 9 m x 9m is considered. We studied the performance
of a 6 storied steel frame building with knee bracing system and compared with bare
frame. Pushover analysis, equivalent static analysis, Response Spectrum analysis,
Time history analysis is performed in ETABS based on IS 1893:2002 (part 1)
guidelines. The manual calculation was done on the basis of Equivalent static analysis
and Response spectrum analysis to find out base shear for foundation and lateral
force for each storey deck slab and compared the values with bare frame. Depending
on the complexity in the problem for bracing models, we had used Etabs software in
order to analysis the Base shear and lateral shear. The results were plotted in the
form of graphs and tables for their inter storey drift and inter storey displacement.
This document summarizes a study that investigated the impact of plan irregularity in selecting a suitable structural framing system for analyzing and designing multi-story buildings. It analyzed and designed 20-story regular and irregular moment-resisting frames under gravity and seismic loads based on Indian codes. Results showed that plan irregularity did not significantly impact the amount of reinforcement required or the structural performance. Therefore, the study concluded that plan irregularity does not need to be an additional condition to consider when selecting an ordinary or special moment-resisting frame according to Indian code IS 13920:1993.
Numerical Simulation of Buckling of Thin Cylindrical Shellskhaja misba
This document summarizes Khaja misba uddin's Master of Technology thesis on numerically simulating the buckling of thin cylindrical shells. It conducted finite element analysis to investigate stress distribution and buckling behavior when thin cylinders are subjected to axial compression and external pressure. The analysis found half sine waves form along the generator and circumference during buckling. Buckling loads increased with thickness. There is scope for further investigating geometric and material nonlinearities on critical buckling loads.
Parametric Analysis of Single Layer Ribbed Dome with Diagonal MembresIRJET Journal
This document analyzes the structural behavior of single layer ribbed steel domes with varying geometric parameters through computer modeling and simulation. Ribbed domes consist of radial rib members that connect at the top and bottom rings. They are unstable without diagonal bracing. The study models domes with and without diagonal members in ETABS to analyze displacement, member forces, and buckling under static and dynamic loads. Parameters varied include the height to span ratio, member cross-sections, material type, and addition of diagonal bracing. Results are compared to evaluate the most effective configurations to improve the structural stability and performance of ribbed domes.
IRJET- Study of Literature on Seismic Response of RC Irregular StructureIRJET Journal
The document discusses vertical irregularities in reinforced concrete (RC) buildings and their effects on seismic response. It first defines vertical irregularities as weaknesses caused by discontinuities in mass, stiffness, or geometry between storeys. Soft stories, where the stiffness suddenly decreases, are one type of vertical irregularity. The document then reviews several previous studies on modeling and analyzing vertically irregular buildings using pushover analysis, which incrementally loads a structure to determine its failure mechanisms. The studies found that soft story buildings absorb energy through overturning and shear deformation. Irregular buildings may have similar seismic performance to regular buildings if properly designed. Quantifying the degree of irregularity can help evaluate seismic vulnerability and retrofitting needs.
IRJET - Seismic Comparison of OMRF & SMRF Structural System on Zone IIIRJET Journal
This document summarizes research on comparing the seismic performance of Ordinary Moment Resisting Frames (OMRFs) and Special Moment Resisting Frames (SMRFs). Several studies are reviewed that analyze the response of OMRF and SMRF buildings to earthquake loading, specifically examining parameters like base shear, story drift, displacements and forces. The studies generally find that SMRFs perform better under seismic loads - experiencing lower forces and displacements. SMRFs are therefore considered more effective and safer for earthquake-resistant design.
Analysis of Beam-Column Joint subjected to Seismic Lateral Loading – A ReviewIRJET Journal
This document reviews the analysis and design of beam-column joints in reinforced concrete structures subjected to seismic lateral loading. It discusses that beam-column joints are critical parts that can fail in earthquakes due to shear or inadequate reinforcement anchorage. The document examines different types of beam-column joints and codes for their design. It also reviews past literature on modeling and testing beam-column joints and factors that influence their behavior under seismic loads. The conclusion is that beam-column joint design and detailing is important for seismic resistance and codes have improved based on research but more study is still needed.
IRJET- A Study on Seismic Performance of Reinforced Concrete Frame with L...IRJET Journal
This document presents a study on the seismic performance of a 10-storey reinforced concrete frame with different lateral force resistant systems, including a base isolation system using lead rubber bearings. Three models of the frame were analyzed: fixed base, braced with X-bracing, and base isolated. Time history, static, and pushover analyses were conducted. The results show that the base isolated frame performed best in reducing story drift, displacement, shear, and acceleration under seismic loading compared to the fixed base and braced frames. Maximum drift was 0.415mm for the base isolated frame versus 26.62mm for the fixed base frame. The base shear was also significantly reduced from 2294.3kN to 32.935
A comparative study of omrf & smrf structural system for tall & high ...eSAT Journals
Abstract The objective of this study is to investigate the seismic behavior of the structure i.e... OMRF (Ordinary moment resisting frame) & SMRF (Special R C moment Resisting frame). For this purpose 5th, 10th, 15th , 20th storied structure were modeled and analysis was done using Staad.Pro software and using the codes for analysis, IS 1893:2002, IS 456: 2000. The study assumed that the buildings were located in seismic zone II (Visakhapatnam region).The study involves the design of alternate shear wall in a structural frame and its orientation, which gives better results for the OMRF & SMRF structure constructed in and around Visakhapatnam region. The buildings are modeled with floor area of 600 sqm (20m x30m) with 5 bays along 20 m span each 4 m. and 5 bays along the 30 m span each 6 m. The design is carried out using STAAD.PRO software. Shear walls are designed by taking the results of the maximum value of the stress contour and calculation are done manually by using IS 456-2000 and IS 13920-1993. The displacements of the current level relative to the other level above or below are considered. The preferred framing system should meet drift requirements.
1. Up to 20 floored building subjected to seismic load for Visakhapatnam without shear wall
2. Up to 20 floored building subjected to seismic load for Visakhapatnam with shear wall
Key words: Seismic Behavior, Shear Wall, Orientation of shear wall, Story Drift, Serviceability. staad.pro
Effect of Stiffening System on Building Resistance to Earthquake ForcesIOSRJMCE
Multi-story steel buildings of various heights under the action of earthquake force are analyzed by using time-history analysis technique. The ground motion records of El Centro, California in 1940 are considered in this study. Different types of stiffening systems (bracing and shear walls) are used for the considered buildings. The main objective of this study is to evaluate the response of steel structures subjected to earthquake excitation and to investigate the effect of various stiffening systems in improving the response of these buildings. The finite element method of SAP 2000 V17program is used in the analysis. A static analysis is conducted to obtain an indication on the stiffness of the studied stiffening models in order to interpret the stiffness effect on the response of the structures under the seismic load. It is found that, the natural period of a structure is highly affected by the height of the structure and the used stiffeningsystem. It is inversely proportional with the stiffness and directly proportional with the height of the structure. It is concluded that the roof displacement andits maximum value at a specific momentdoes not give a clear indication for the behavior of building. Therefore the full time response of the building must be considered. Also it has been concluded that it is not necessarily when the stiffness of a building increases, the roof or any story displacement of the building decreases under earthquake load.
Buckling Restrained Braces (BRB) in framed structures as Structural Fuses in ...IRJET Journal
This document provides a review of buckling restrained braces (BRBs) used as structural fuses in seismic regions. BRBs consist of a steel core laterally restrained by a buckling restrained mechanism, such as a steel tube filled with concrete. This prevents local and global buckling of the core. Experimental tests show BRBs exhibit stable hysteretic behavior with nearly ideal bilinear hysteresis loops during cyclic loading. BRBs are efficient at dissipating energy and enhancing structural performance during earthquakes by undergoing inelastic deformation as structural fuses. The document reviews several international studies that have validated the effectiveness of BRBs through experimental testing and analysis.
This document summarizes research on developing a hysteretic model for stiffened steel shear panel dampers to be used as passive energy dissipating devices (PEDDs) in structures. Finite element analyses were conducted on steel shear panels with varying numbers of longitudinal and transverse stiffeners under cyclic loading. Key parameters investigated include web slenderness, the ratio of stiffener rigidity to optimum rigidity, aspect ratio, and the ratio of flange thickness to web thickness. Based on the results, a simplified bilinear hysteretic model and equation to estimate ultimate shear strength of stiffened shear panels are presented.
Review on Structural Performance of Braced Steel Sturtures Under Dynamic LoadingIRJET Journal
This document reviews the structural performance of braced steel structures under dynamic loading. It discusses three main types of bracings: eccentric braced frames, shape memory alloys, and buckling restrained braces. Eccentric braced frames provide energy dissipation and ductility through a ductile link. Shape memory alloys can regain their original shape after deformation and dissipate energy. Buckling restrained braces prevent buckling of steel braces under seismic loads through a composite action of a steel core encased in mortar. The document reviews various literature studying the seismic behavior and failures of these bracing systems.
The cutting-edge applications that the engineers are bringing with using finite element procedure for the human civilization and the emergence of new techniques in solving real-life scenarios in finite element procedures.
SEISMIC BEHAVIOR OF STEEL RIGID FRAME WITH IMPERFECT BRACE MEMBERSIAEME Publication
Model of a steel rigid frame made of thin-walled box section with existence of I-section brace member with initial overall and local imperfection adopted to investigate buckling effects on steel structural behavior as it was subjected to earthquake excitation. In order to take into account of the influence of local deflections on structural response, shell elements were employed to model brace member as well as base columns. Cross sections components with relatively high amplitude of
buckling parameters were considered in different case studies to make it susceptible to develop local deflection. Beam elements were also utilized to develop models with the same specification. FEM method applied to conduct nonlinear time history analysis using earthquake record in in-plane and
out-of-plane direction
Seismic behavior of steel rigid frame with imperfect brace membersIAEME Publication
This document summarizes a study on the seismic behavior of steel rigid frames with imperfect brace members. A finite element model was developed using shell elements to model base columns and portions of brace members, in order to account for local buckling effects. Nine frame specimens were analyzed with I-section brace members having varying slenderness ratios. Nonlinear time history analyses were conducted under earthquake ground motions applied in both longitudinal and transverse directions. Results were compared between models using shell elements and beam elements to investigate the impact of local deformations. It was found that ignoring local deformations led beam element models to not accurately predict maximum responses, particularly for components with higher buckling susceptibility.
SENSITIVITY ANALYSIS ABOUT INFLUENCE OF OUT-OF-PLANE DEFLECTIVE DEFORMATION ...IAEME Publication
In this study, it is aimed at verifying the relationship between amount of the initial deflective deformation of simply supported steel plates and ultimate compressive strength of them through elasto-plastic finite deformation analysis. When initial deflection has been controlled smaller unitl now or out-of plane deformation has become large after an earthquake, the current compressive strength curve of steel plates in Japan cannot be applied. Therefore, more accurate prediction method have been required in near future, on behalf of rational design of steel structures. In other words, it is needed to make clear the relationship between the initial imperfection and the strength of simply supported steel plate. For this purpose, the parametric study on compressive strength of steel plates taking the initial deflection and a width-thickness ratio parameter into account was carried out.
This document summarizes research on the crushing behavior of aluminum and steel tubes with a cutout. A numerical model was developed using LS-DYNA software to simulate the quasi-static and dynamic crushing of tubes. Experiments were also conducted to validate the numerical model. The effects of parameters like material properties, strain rate, cutout location, tube length and impact speed on energy absorption were evaluated. Empirical equations were developed to describe the mean and peak crushing forces based on the numerical and experimental results.
IRJET- Seismic Analysis of Steel Frame Building using Bracing in ETAB SoftwareIRJET Journal
This paper compares the seismic analysis of a G+11 square building and L-shaped building using time history analysis in ETAB 17.01 software. Different types of bracing systems are used, including X, V, inverted V, and diagonal bracing. The response of the buildings is compared in terms of displacement, base shear, and pseudo acceleration to determine which type of building and bracing system provides the minimum response. The L-shaped building with X bracing is found to have the minimum displacement, while the square building with X bracing has the minimum base shear and pseudo acceleration.
This document summarizes a study that analyzes the accuracy of using Darwin guidelines to determine the strength of steel beams with non-compact and slender webs that contain web openings. The study uses finite element analysis in ANSYS to model steel beams with various web opening parameters. It compares the maximum load capacities calculated using Darwin guidelines to those obtained from the finite element analysis. The results show that Darwin guidelines can accurately predict strength for some cases when openings are in high moment or shear zones, but not when in moment-shear combination zones. Therefore, the guidelines may need amendment for use with non-compact and slender beam sections.
Seismic performance of weak base strong column steel moment framesSebastian Contreras
This document summarizes research on the seismic performance of steel moment frames with weak base connections and strong columns. The researchers analyzed a 4-story steel moment frame building using nonlinear time history analysis with different base connection strengths, including fixed, pinned, and varying hysteretic strengths from 1 to 0.3 times column strength. Results showed promise for weaker base connections but also issues like reduced base stiffness concentrating deformations in the first story. Future work is needed to further evaluate weak-base strong-column systems and address limitations.
1) An experimental study was conducted to compare the compression behavior of normal strength concrete (NSC) and self-compacting concrete (SCC) intermediate columns.
2) Six column specimens with a cross-section of 125x125mm and a height of 1.5m were tested under axial loading. The columns varied in concrete type (NSC and SCC) and longitudinal reinforcement ratio (2.09%, 2.89%, 5.15%).
3) The results showed that as the reinforcement ratio increased, the ultimate load capacity increased and axial deformation decreased for both NSC and SCC columns. However, SCC columns exhibited higher ultimate loads and deformations than NSC columns for the same reinforcement ratio.
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
various types of steel bracing (X, knee bracing). In knee brace frame system (KBFS)
the non-buckling diagonal bracing provide most of the lateral stiffness, the flexural
yielding of knee element. In our project a 6 storey steel frame building with knee
bracing system with floor plan of 9 m x 9m is considered. We studied the performance
of a 6 storied steel frame building with knee bracing system and compared with bare
frame. Pushover analysis, equivalent static analysis, Response Spectrum analysis,
Time history analysis is performed in ETABS based on IS 1893:2002 (part 1)
guidelines. The manual calculation was done on the basis of Equivalent static analysis
and Response spectrum analysis to find out base shear for foundation and lateral
force for each storey deck slab and compared the values with bare frame. Depending
on the complexity in the problem for bracing models, we had used Etabs software in
order to analysis the Base shear and lateral shear. The results were plotted in the
form of graphs and tables for their inter storey drift and inter storey displacement.
This document summarizes a study that investigated the impact of plan irregularity in selecting a suitable structural framing system for analyzing and designing multi-story buildings. It analyzed and designed 20-story regular and irregular moment-resisting frames under gravity and seismic loads based on Indian codes. Results showed that plan irregularity did not significantly impact the amount of reinforcement required or the structural performance. Therefore, the study concluded that plan irregularity does not need to be an additional condition to consider when selecting an ordinary or special moment-resisting frame according to Indian code IS 13920:1993.
Numerical Simulation of Buckling of Thin Cylindrical Shellskhaja misba
This document summarizes Khaja misba uddin's Master of Technology thesis on numerically simulating the buckling of thin cylindrical shells. It conducted finite element analysis to investigate stress distribution and buckling behavior when thin cylinders are subjected to axial compression and external pressure. The analysis found half sine waves form along the generator and circumference during buckling. Buckling loads increased with thickness. There is scope for further investigating geometric and material nonlinearities on critical buckling loads.
Parametric Analysis of Single Layer Ribbed Dome with Diagonal MembresIRJET Journal
This document analyzes the structural behavior of single layer ribbed steel domes with varying geometric parameters through computer modeling and simulation. Ribbed domes consist of radial rib members that connect at the top and bottom rings. They are unstable without diagonal bracing. The study models domes with and without diagonal members in ETABS to analyze displacement, member forces, and buckling under static and dynamic loads. Parameters varied include the height to span ratio, member cross-sections, material type, and addition of diagonal bracing. Results are compared to evaluate the most effective configurations to improve the structural stability and performance of ribbed domes.
IRJET- Study of Literature on Seismic Response of RC Irregular StructureIRJET Journal
The document discusses vertical irregularities in reinforced concrete (RC) buildings and their effects on seismic response. It first defines vertical irregularities as weaknesses caused by discontinuities in mass, stiffness, or geometry between storeys. Soft stories, where the stiffness suddenly decreases, are one type of vertical irregularity. The document then reviews several previous studies on modeling and analyzing vertically irregular buildings using pushover analysis, which incrementally loads a structure to determine its failure mechanisms. The studies found that soft story buildings absorb energy through overturning and shear deformation. Irregular buildings may have similar seismic performance to regular buildings if properly designed. Quantifying the degree of irregularity can help evaluate seismic vulnerability and retrofitting needs.
IRJET - Seismic Comparison of OMRF & SMRF Structural System on Zone IIIRJET Journal
This document summarizes research on comparing the seismic performance of Ordinary Moment Resisting Frames (OMRFs) and Special Moment Resisting Frames (SMRFs). Several studies are reviewed that analyze the response of OMRF and SMRF buildings to earthquake loading, specifically examining parameters like base shear, story drift, displacements and forces. The studies generally find that SMRFs perform better under seismic loads - experiencing lower forces and displacements. SMRFs are therefore considered more effective and safer for earthquake-resistant design.
Analysis of Beam-Column Joint subjected to Seismic Lateral Loading – A ReviewIRJET Journal
This document reviews the analysis and design of beam-column joints in reinforced concrete structures subjected to seismic lateral loading. It discusses that beam-column joints are critical parts that can fail in earthquakes due to shear or inadequate reinforcement anchorage. The document examines different types of beam-column joints and codes for their design. It also reviews past literature on modeling and testing beam-column joints and factors that influence their behavior under seismic loads. The conclusion is that beam-column joint design and detailing is important for seismic resistance and codes have improved based on research but more study is still needed.
IRJET- A Study on Seismic Performance of Reinforced Concrete Frame with L...IRJET Journal
This document presents a study on the seismic performance of a 10-storey reinforced concrete frame with different lateral force resistant systems, including a base isolation system using lead rubber bearings. Three models of the frame were analyzed: fixed base, braced with X-bracing, and base isolated. Time history, static, and pushover analyses were conducted. The results show that the base isolated frame performed best in reducing story drift, displacement, shear, and acceleration under seismic loading compared to the fixed base and braced frames. Maximum drift was 0.415mm for the base isolated frame versus 26.62mm for the fixed base frame. The base shear was also significantly reduced from 2294.3kN to 32.935
A comparative study of omrf & smrf structural system for tall & high ...eSAT Journals
Abstract The objective of this study is to investigate the seismic behavior of the structure i.e... OMRF (Ordinary moment resisting frame) & SMRF (Special R C moment Resisting frame). For this purpose 5th, 10th, 15th , 20th storied structure were modeled and analysis was done using Staad.Pro software and using the codes for analysis, IS 1893:2002, IS 456: 2000. The study assumed that the buildings were located in seismic zone II (Visakhapatnam region).The study involves the design of alternate shear wall in a structural frame and its orientation, which gives better results for the OMRF & SMRF structure constructed in and around Visakhapatnam region. The buildings are modeled with floor area of 600 sqm (20m x30m) with 5 bays along 20 m span each 4 m. and 5 bays along the 30 m span each 6 m. The design is carried out using STAAD.PRO software. Shear walls are designed by taking the results of the maximum value of the stress contour and calculation are done manually by using IS 456-2000 and IS 13920-1993. The displacements of the current level relative to the other level above or below are considered. The preferred framing system should meet drift requirements.
1. Up to 20 floored building subjected to seismic load for Visakhapatnam without shear wall
2. Up to 20 floored building subjected to seismic load for Visakhapatnam with shear wall
Key words: Seismic Behavior, Shear Wall, Orientation of shear wall, Story Drift, Serviceability. staad.pro
Effect of Stiffening System on Building Resistance to Earthquake ForcesIOSRJMCE
Multi-story steel buildings of various heights under the action of earthquake force are analyzed by using time-history analysis technique. The ground motion records of El Centro, California in 1940 are considered in this study. Different types of stiffening systems (bracing and shear walls) are used for the considered buildings. The main objective of this study is to evaluate the response of steel structures subjected to earthquake excitation and to investigate the effect of various stiffening systems in improving the response of these buildings. The finite element method of SAP 2000 V17program is used in the analysis. A static analysis is conducted to obtain an indication on the stiffness of the studied stiffening models in order to interpret the stiffness effect on the response of the structures under the seismic load. It is found that, the natural period of a structure is highly affected by the height of the structure and the used stiffeningsystem. It is inversely proportional with the stiffness and directly proportional with the height of the structure. It is concluded that the roof displacement andits maximum value at a specific momentdoes not give a clear indication for the behavior of building. Therefore the full time response of the building must be considered. Also it has been concluded that it is not necessarily when the stiffness of a building increases, the roof or any story displacement of the building decreases under earthquake load.
Buckling Restrained Braces (BRB) in framed structures as Structural Fuses in ...IRJET Journal
This document provides a review of buckling restrained braces (BRBs) used as structural fuses in seismic regions. BRBs consist of a steel core laterally restrained by a buckling restrained mechanism, such as a steel tube filled with concrete. This prevents local and global buckling of the core. Experimental tests show BRBs exhibit stable hysteretic behavior with nearly ideal bilinear hysteresis loops during cyclic loading. BRBs are efficient at dissipating energy and enhancing structural performance during earthquakes by undergoing inelastic deformation as structural fuses. The document reviews several international studies that have validated the effectiveness of BRBs through experimental testing and analysis.
This document summarizes research on developing a hysteretic model for stiffened steel shear panel dampers to be used as passive energy dissipating devices (PEDDs) in structures. Finite element analyses were conducted on steel shear panels with varying numbers of longitudinal and transverse stiffeners under cyclic loading. Key parameters investigated include web slenderness, the ratio of stiffener rigidity to optimum rigidity, aspect ratio, and the ratio of flange thickness to web thickness. Based on the results, a simplified bilinear hysteretic model and equation to estimate ultimate shear strength of stiffened shear panels are presented.
Review on Structural Performance of Braced Steel Sturtures Under Dynamic LoadingIRJET Journal
This document reviews the structural performance of braced steel structures under dynamic loading. It discusses three main types of bracings: eccentric braced frames, shape memory alloys, and buckling restrained braces. Eccentric braced frames provide energy dissipation and ductility through a ductile link. Shape memory alloys can regain their original shape after deformation and dissipate energy. Buckling restrained braces prevent buckling of steel braces under seismic loads through a composite action of a steel core encased in mortar. The document reviews various literature studying the seismic behavior and failures of these bracing systems.
The cutting-edge applications that the engineers are bringing with using finite element procedure for the human civilization and the emergence of new techniques in solving real-life scenarios in finite element procedures.
SEISMIC BEHAVIOR OF STEEL RIGID FRAME WITH IMPERFECT BRACE MEMBERSIAEME Publication
Model of a steel rigid frame made of thin-walled box section with existence of I-section brace member with initial overall and local imperfection adopted to investigate buckling effects on steel structural behavior as it was subjected to earthquake excitation. In order to take into account of the influence of local deflections on structural response, shell elements were employed to model brace member as well as base columns. Cross sections components with relatively high amplitude of
buckling parameters were considered in different case studies to make it susceptible to develop local deflection. Beam elements were also utilized to develop models with the same specification. FEM method applied to conduct nonlinear time history analysis using earthquake record in in-plane and
out-of-plane direction
Seismic behavior of steel rigid frame with imperfect brace membersIAEME Publication
This document summarizes a study on the seismic behavior of steel rigid frames with imperfect brace members. A finite element model was developed using shell elements to model base columns and portions of brace members, in order to account for local buckling effects. Nine frame specimens were analyzed with I-section brace members having varying slenderness ratios. Nonlinear time history analyses were conducted under earthquake ground motions applied in both longitudinal and transverse directions. Results were compared between models using shell elements and beam elements to investigate the impact of local deformations. It was found that ignoring local deformations led beam element models to not accurately predict maximum responses, particularly for components with higher buckling susceptibility.
SENSITIVITY ANALYSIS ABOUT INFLUENCE OF OUT-OF-PLANE DEFLECTIVE DEFORMATION ...IAEME Publication
In this study, it is aimed at verifying the relationship between amount of the initial deflective deformation of simply supported steel plates and ultimate compressive strength of them through elasto-plastic finite deformation analysis. When initial deflection has been controlled smaller unitl now or out-of plane deformation has become large after an earthquake, the current compressive strength curve of steel plates in Japan cannot be applied. Therefore, more accurate prediction method have been required in near future, on behalf of rational design of steel structures. In other words, it is needed to make clear the relationship between the initial imperfection and the strength of simply supported steel plate. For this purpose, the parametric study on compressive strength of steel plates taking the initial deflection and a width-thickness ratio parameter into account was carried out.
This document summarizes research on the crushing behavior of aluminum and steel tubes with a cutout. A numerical model was developed using LS-DYNA software to simulate the quasi-static and dynamic crushing of tubes. Experiments were also conducted to validate the numerical model. The effects of parameters like material properties, strain rate, cutout location, tube length and impact speed on energy absorption were evaluated. Empirical equations were developed to describe the mean and peak crushing forces based on the numerical and experimental results.
This document provides an overview of steel structure design. It discusses the types of steel structures like truss, frame, grid and arch structures. It describes the methodology of steel design using Allowable Strength Design and Load and Resistance Factor Design. It discusses the mechanical properties of steel, concepts of limit state design for beam columns, and connections. It also provides details on the design of beams, including classifications of beams and the main considerations in beam design.
Effect of Prestressing Force, Cable Profile and Eccentricity on Post Tensione...IRJET Journal
This document presents a finite element analysis of post-tensioned concrete beams using ANSYS software. It investigates the effect of prestressing force, cable profile, and eccentricity on the beam's response. Various cable profiles including straight, trapezoidal, parabolic, and sloping tendons were modeled at different eccentricities. The results from ANSYS were validated by comparing to analytical calculations. It was found that the cable profile, prestressing force, and eccentricity all influence the beam's deflections and stresses, and should be considered in design. The 3D finite element model in ANSYS was determined to be suitable for analyzing the effects of different design features on post-tensioned concrete beams.
The purpose of the experimental work presented in this study is to study the effect
of concrete compressive strength and steel reinforcement ratio on capacity and
deflection of reinforced concrete two-way slabs. Three steel reinforcement ratios are
considered which are minimum, maximum and average of them in addition to two
concrete compressive strength
values of 20 and 30 MPa. The results from
experimental work show that increasing the reinforcing steel ratio leads to increase the
ultimate capacity of the slab in addition to decrease the maximum deflection. For slabs
with
= 20 MPa, increasing the reinforcing steel ratio from the minimum to the
maximum, i.e. 600 %, leads to increase ultimate capacity by about 156 % and decrease
maximum deflection by about 52 %. Wheras, For slabs with
= 30 MPa, increasing
the reinforcing steel ratio from the minimum to the maximum, i.e. 900 %, leads to
increase ultimate capacity by about 155 % and decrease maximum central deflection
by about 27 %. In addition, matmatical expresions for load-deflection relationships are
presented in the current study
SUGGESTING DEFLECTION EXPRESSIONS FOR RC 2-WAY SLABSIAEME Publication
The purpose of the experimental work presented in this study is to study the effect
of concrete compressive strength and steel reinforcement ratio on capacity and
deflection of reinforced concrete two-way slabs. Three steel reinforcement ratios are
considered which are minimum, maximum and average of them in addition to two
concrete compressive strength
values of 20 and 30 MPa. The results from
experimental work show that increasing the reinforcing steel ratio leads to increase the
ultimate capacity of the slab in addition to decrease the maximum deflection. For slabs
with
= 20 MPa, increasing the reinforcing steel ratio from the minimum to the
maximum, i.e. 600 %, leads to increase ultimate capacity by about 156 % and decrease
maximum deflection by about 52 %. Wheras, For slabs with
= 30 MPa, increasing
the reinforcing steel ratio from the minimum to the maximum, i.e. 900 %, leads to
increase ultimate capacity by about 155 % and decrease maximum central deflection
by about 27 %. In addition, matmatical expresions for load-deflection relationships are
presented in the current study.
IRJET-Cyclic Response of Perforated Beam in Steel Column JointsIRJET Journal
This document summarizes a study on the cyclic response of perforated steel beams in column joints under finite element analysis. The study analyzed the effect of various web opening parameters on the energy dissipation capacity of beams with circular and elongated circular openings. A finite element model was validated against experimental data and then used to conduct a parametric study. The study found that energy dissipation increased as opening size and dimensions increased, with maximum dissipation achieved when the opening depth was 80% of the beam depth. Openings with an elongated circular shape oriented across the beam depth also dissipated more energy than other orientations. In general, beams with larger perforations performed better in dissipating energy during cyclic loading.
This document provides a review of steel-concrete composite (SCC) girders under shock loads. SCC construction combines the advantages of steel and concrete by using mechanical shear connectors to bond a steel beam and concrete slab. Under shock loads, SCC girders can experience local failures like concrete crushing or steel buckling. The complex force transfer during shock loading is discussed. Different types of shear connectors are described, and the interface behavior between the steel beam and concrete slab is important to resist shear forces. Both full and partial composite action are examined in terms of flexural capacity under different interaction assumptions. The behavior of SCC girders under shock loading, including dynamic load factors, is also reviewed.
Seismic Capacity Comparisons of Reinforced Concrete Buildings Between Standar...drboon
Earthquakes are cause of serious damage through the building. Therefore, moment resistant frame buildings are widely used as lateral resisting system. Generally three types of moment resisting frames are designed namely Special ductile frames (SDF), Intermediate ductile frames (IDF) and Gravity load designed (GLD) frames, each of which has a certain level of ductility. Comparative studies on the seismic performance of three different ductility of building are performed in this study. The analytical models are considered about failure mode of column (i.e. shear failure, flexural to shear failure and flexural failure); beam-column joint connection, infill wall and flexural foundation. Concepts of incremental dynamic analysis are practiced to assess the required data for performance based evaluations. This study found that the lateral load capacity of GLD, IDF, and SDF building was 19.25, 27.87, and 25.92 %W respectively. The average response spectrum at the collapse state for GLD, IDF, and SDF are 0.75 g, 1.19 g, and 1.33 g, respectively. The results show that SDF is more ductile than IDF and the initial strength of SDF is close to IDF. The results indicate that all of frames are able to resistant a design earthquake.
Buckling behavior of straight slot tubesunder oblique loading – A comparative...IJAEMSJORNAL
Hollow tubes are the most important or crucial parts of the rapidly growing automobile and construction industry. The tube is subjected to pure buckling. In theanalysis, one end is fixed and the force is applied to theother end and by application of different angles of inclinations ranging from 0˚ to 20˚ with different thicknessof the range of 0.5 to 2.0. Linear buckling code was used forfinding the critical buckling load. This research paper is about the effects of buckling under oblique loading. It is the process in which the tube is subjected to compressive oblique loading and the tube fails by the first increase in crossectional area and then bulging on any of the sides but in the case, oblique loading in hollow tube shell bulges internally or inside the perimeter of the tube.
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.
IRJET- Comparative Study on Behaviour of Cold-Formed Purlin Section-Review PaperIRJET Journal
This document presents a review of literature on the comparative study of the behavior of cold-formed steel purlin sections. It first introduces that cold-formed steel members are formed at room temperature and have higher yield strength than hot-rolled members. The literature review then summarizes several papers that have analyzed the load carrying capacity and deflection of various cold-formed sections through analytical and finite element models. These studies compared the behavior of cold-formed sections to hot-rolled sections. The conclusion is that cold-formed steel is increasingly being used in structures due to its properties and that further research is needed to study the behavior of built-up cold-formed sections.
Analysis and Optimum Design for Steel Moment Resisting Frames to Seismic Exci...IJCMESJOURNAL
The essential purpose of this wander is to develop an Interior Penalty Function (IPF) based estimation to multi-storey steel traces for slightest weight of frames. The frames are proposed for contradicting even impact in view of seismic stacking close by gravity forces. Various structural stems are used for restricting seismic (lateral) forces; however steel moment resisting frames (MRFs) are considered for the present work. The framework solidifies codal courses of action of IS 800-2007, as needs be gets the edges with perfect weight for in-plane moments with lateral support of beam element. Strength and buckling criteria are considered as direct goals close by side constraints in formulating optimization problem. A Software program is made that uses an interior penalty function (IPF) for weight minimization of two-dimensional moment restricting steel encompassed structures. The program uses MATLAB, performs one dimensional interest, and structural design in an iterative technique. The design cases have exhibited that the proposed estimation gives a beneficial instrument to the practicing fundamental algorithm. The program is associated with 6 and 9 storey (4 bays) moment resisting frames (MRFs). The program showed its capacity of optimizing the largeness of two medium size frames. To get part obliges in frames an examination technique must be associated. In the present work Equivalent Lateral Force framework (ELF) and material nonlinear time history analysis (NTH) are associated and perfect qualities gained from both the examinations are contemplated.
Analysis and Optimum Design for Steel Moment Resisting Frames to Seismic Exci...IJCMESJOURNAL
The essential purpose of this wander is to develop an Interior Penalty Function (IPF) based estimation to multi-storey steel traces for slightest weight of frames. The frames are proposed for contradicting even impact in view of seismic stacking close by gravity forces. Various structural stems are used for restricting seismic (lateral) forces; however steel moment resisting frames (MRFs) are considered for the present work. The framework solidifies codal courses of action of IS 800-2007, as needs be gets the edges with perfect weight for in-plane moments with lateral support of beam element. Strength and buckling criteria are considered as direct goals close by side constraints in formulating optimization problem. A Software program is made that uses an interior penalty function (IPF) for weight minimization of two-dimensional moment restricting steel encompassed structures. The program uses MATLAB, performs one dimensional interest, and structural design in an iterative technique. The design cases have exhibited that the proposed estimation gives a beneficial instrument to the practicing fundamental algorithm. The program is associated with 6 and 9 storey (4 bays) moment resisting frames (MRFs). The program showed its capacity of optimizing the largeness of two medium size frames. To get part obliges in frames an examination technique must be associated. In the present work Equivalent Lateral Force framework (ELF) and material nonlinear time history analysis (NTH) are associated and perfect qualities gained from both the examinations are contemplated.
Analytical Study on Behaviour of RC Deep Beam with Steel Shear Plate and with...IRJET Journal
This document analyzes the behavior of reinforced concrete deep beams with and without steel shear plates through analytical modeling and finite element analysis. It discusses the importance of steel shear plates in increasing the load capacity and structural efficiency of deep beams. The study models and analyzes deep beams under different end conditions (fixed-fixed, hinged-hinged, fixed-hinged) and compares the displacement, moments, and shear forces between models with and without steel shear plates. The results show that the inclusion of steel shear plates reduces displacement, moments, and shear forces in the deep beams, indicating improved structural performance.
IRJET- Comparative Study on Behaviour of Cold-Formed Purlin Section-Revie...IRJET Journal
This document presents a review of literature on the comparative study of the behavior of cold-formed steel purlin sections. It summarizes several studies that have analyzed the load carrying capacity and deflection of various cold-formed and hot-formed steel sections under elastic parameters through analytical and finite element methods. The literature reviewed includes studies on the bending and twisting behavior of channel-section purlins, buckling behavior of laterally-restrained Z-section beams, interaction of local and distortional buckling modes in lipped channel beams, and torsional behavior of cold-formed steel sections. The conclusions drawn are that cold-formed steel is increasingly being used in structures due to its inherent properties and thinner gauge compared to hot
Numerical Study on Flexural Behavior of Encased BeamIRJET Journal
The document presents a numerical study using ANSYS to analyze the flexural behavior of an ordinary reinforced concrete beam compared to a beam with an encased steel channel section. The finite element model found that the encased beam has a higher load carrying capacity and lower deflection compared to the ordinary reinforced concrete beam. Key findings are that the encased beam design improves structural performance by increasing strength and ductility.
Similar to Cyclic Elastoplastic Large Displacement Analysis and Stability Evaluation of Steel Tubular Braces (20)
11(7) 2020 ITJEMAST's published research articlesdrboon
This document summarizes a research study that examined the relationship between positivity, positive affect, negative affect, and perceived stress among cardiac patients. The study hypothesized that perceived stress would mediate the relationship between positivity and positive/negative affect. Researchers surveyed 519 cardiac patients, assessing positivity, perceived stress, and positive/negative affect. The results found that perceived stress mediated the relationship between positive affect and positivity, as well as between negative affect and positivity. Specifically, positivity was negatively correlated with negative affect and perceived stress, while perceived stress was positively correlated with negative affect. The findings suggest that reducing stress and increasing positive emotions can help reduce negative feelings in cardiac patients.
11(4) 2020 ITJEMAST Multidisciplinary Research Articlesdrboon
Research papers 2020 Behavioral finance; Personality traits; Behavioral factors; Overconfidence bias; Locus of control; Decision-making; Biased behavior Carbon (CO2) emissions; Economic Growth; Energy consumption; Trade; ARDL Approach; Granger Causality; Energy use Pedestrian start-up time; Street crosswalk, Pedestrian traffic signals; Pedestrians traffic lights; zebra crossings; Intersection crossings Service Attributes; Relationship quality; Relationship outcomes; Banking services; Electronic Customer Relationship Management; Virtual relationships; eBanking; eCRM College town landscape; College town character; Campus community; Urban identity; College town space; Sense of a place; Public Space; University gardens; Cultural identity; Campus identity; Businesses in college towns Emotional quotient; Self-emotional appraisal; Workplace Advice Network (WAN) Centrality; Service Sector Organizations; Sociometric matrix; Interconnectivity of nodes
11(3) 2020 ITJEMAST Multidisciplinary Research Articles drboon
Non-destructive testing method Heat loss Thermal conductivity Specific heat Know-how Psychological contract breach Employees' Workplace behaviour Workplace spirituality Human resource management (HRM) Power sector Positive classroom Male teachers Classroom management system Public primary schools Private primary school Positive motivation students Quality primary education Grout rheology Construction workings High-precision lining Tunneling complex Cement slurry Reinforcement solutions Smart building systems Green architecture Green roof Green design Sustainable environmental architecture Smart energy management Architecture technology Neo-Functionalism Trade integration CPEC agreement Economic integration Regional cooperation Pak-China relations Pak-Iran relations Central Asia Republics Sino-Pakistan Agreement
11(2)2020 International Transaction Journal of Engineering, Management, & Ap...drboon
Multidisciplinary Management, Journalism and Mass Communication Science (Information and Media Sciences), Political Sciences (International Affairs), Global Studies), Animal Sciences, Feeding Technology, Healthcare Management.
V8(3) 2017:: International Transaction Journal of Engineering, Management, & ...drboon
Research articles published in V8(3) 2017:: International Transaction Journal of Engineering, Management, & Applied Sciences & Technologies ==>
Awareness of Passive Design on Apartment Façade Designs in Putrajaya, Malaysia
127
Comparative Analysis of Low-Cost Housing Policies in Malaysia and Nigeria
139
A Study on Kevin Lynch’s Urban Design Elements: Precinct 9 East Putrajaya
153
Investigating Urban Design Elements of Bandar Baru Sentul, Kuala Lumpur
169
A Study on Sharing Home Ownership Schemes in Malaysia
183
The Impact of Window to Wall Ratio (WWR) and Glazing Type on Energy Consumption in Air-Conditioned Office Buildings
197
Competitiveness Factors of Thai Construction Industry within the AEC Context: A Qualitative Approach
209
Application of Confirmatory Factor Analysis in Government Construction Procurement Problems in Thailand
221
In 3 sentences:
The document discusses the key elements to consider when designing streets for livable cities, including pedestrians, vehicles, parking, and transportation options. It emphasizes the need for a comprehensive approach that considers all users and aspects, such as transportation, safety, the environment, and the economy. The goal is to create streets that are social spaces where people can easily and safely walk, bike, access transit, and spend time, rather than only focus on traffic flow.
Impact of Building Envelope Modification on Energy Performance of High-Rise A...drboon
This document summarizes a research study that investigated the impact of building envelope modifications on the energy performance of high-rise apartments in Kuala Lumpur, Malaysia. Three high-rise apartment buildings were modeled using EnergyPlus software to analyze the effects of thermal insulation and glazing type on potential energy savings. The study found that integrating passive envelope design measures like improved insulation and higher performing glazing could help reduce energy consumption and peak cooling loads in the apartments. Modifying elements of the building envelope, especially the walls and windows, may enable significant energy savings potential for high-rise residential buildings in hot and humid climates.
Enhancement of Space Environment Via Healing Gardendrboon
Green nature, sunlight and fresh air have been known as important component of healing in healthcare facilities. This paper presents the finding of an exploratory study on healing garden elements in healthcare facilities. The purpose of the paper is to find the elements of healing gardens and its healing factors in the existing garden design. In conducting this research study, site observation and informal interview at selected healthcare facilities have been performed. The study reveals the elements of existing garden design, the interactivity and the end users expectation on a garden. The finding shows that lacking some of the elements of garden design lead to less user friendliness and interactivity in the garden. It also shows that the visibility, accessibility, quietness and comfortable condition in the garden give impact to the utilization of the garden.
Design of Quadruped Walking Robot with Spherical Shelldrboon
We propose a new quadruped walking robot with a spherical shell, called "QRoSS." QRoSS is a transformable robot that can store its legs in the spherical shell. The shell not only absorbs external forces from all directions, but also improves mobile performance because of its round shape. In rescue operations at a disaster site, carrying robots into a site is dangerous for operators because doing so may result in a second accident. If QRoSS is used, instead of carrying robots in, they are thrown in, making the operation safe and easy. This paper reports details of the design concept and development of the prototype model. Basic experiments were conducted to verify performance, which includes landing, rising and walking through a series of movements.
Motion Analysis of Pitch Rotation Mechanism for Posture Control of Butterfly-...drboon
We developed a small flapping robot on the basis of movements made by a butterfly with a low flapping frequency of approximately 10 Hz, a few degrees of freedom of the wings, and a large flapping angle. In this study, we clarify the pitch rotation mechanism that is used to control its posture during takeoff for different initial pitch and flapping angles by the experiments of both manufactured robots and simulation models. The results indicate that the pitch angle can be controlled by altering the initial pitch angle at takeoff and the flapping angles. Furthermore, it is suggested that the initial pitch angle generates a proportional increase in the pitch angle during takeoff, and that certain flapping angles are conducive to increasing the tendency for pitch angle transition. Thus, it is shown that the direction of the flight led by periodic changing in the pitch angle can be controlled by optimizing control parameters such as initial pitch and flapping angles.
Analysis of Roll Rotation Mechanism of a Butterfly for Development of a Small...drboon
1) The document analyzes the roll rotation mechanism of a butterfly through computational fluid dynamics simulations using boundary conditions from high-speed camera footage.
2) It finds that during typical pitch rotation flight, differential pressure concentrates at the tip of the forewings, producing roughly matched reaction forces on the left and right wings.
3) During roll rotation flight, differential pressure distributes across the entire wings, with the right reaction force twice as great as the left during the initial downstroke, leading to a large change in roll angle.
Effect of Oryzalin on Growth of Anthurium andraeanum In Vitrodrboon
Apical shoots and lateral buds of Anthurium andraeanum about 0.5 cm grew very well when cultured on MS medium supplemented with NAA, kinetin, sucrose and gelrite. When brought young plantlets (the same sized) of A. andraeanum soaked in various concentrations of oryzalin with different duration times. The A. andraeanum plantlets were subcultured into the same medium every 4 weeks for 3 times. It was found that 5.0 mg/l oryzalin with 24 and 72 hours gave the best average number of leaves per bunch, plant height and diameter of bunch. These parameters were reverse proportion, when increased concentration of oryzalin, the growth rate in each parameter was decreased with thick and pale green leaves.
Role of 2,4-D on Callus Induction and Shoot Formation to Increase Number of S...drboon
Stem node of Miniature Rose with axillary bud were used as explants. These explants cultured on MS medium supplemented with different concentrations of 2,4-D. It was found that MS medium supplemented with 0.5 mg/l 2,4-D gave the highest number of green callus. The callus cultured on MS medium supplemented with different combinations of NAA and BA to form new shoot and root. From the result, we are able to find the highest number of young shoots that were induced from callus when cultured callus on MS medium supplemented with NAA and BA. When subcultured all new shoots with the same size to MS medium supplemented with different concentrations of NAA and BA, and 2,4- D for six weeks. The result was significant difference (P≤0.5) when compared the average height of plant and percentage of root formation, but their duration time for flowering were not significant different.
ITJEMAST5(2): Latest Research from International Transaction Journal of Engin...drboon
An After-Stay Satisfaction Survey of Residents Living in Prefabricated Concrete Structures in Thailand
Hydrothermal Assisted Microwave Pyrolysis of Water Hyacinth for Electrochemical Capacitors Electrodes
Group Technology Paves the Road for Automation
Effect of Laser Priming on accumulation of Free Proline in Spring Durum Wheat (Triticum turgidum L.) under Salinity Stress
Livable Public Open Space for Citizen’s Quality of Life in Medan, Indonesia
ITJEMAST5(1): Latest Research from International Transaction Journal of Engin...drboon
Latest Research from International Transaction Journal of Engineering, Management, & Applied Sciences & Technologies ITJEMAST5(1):
Effects of Calcination Treatment of Diatomite on Dimethyl Ether Synthesis from Methanol
Effect of Blend Ratio on Cure Characteristics, Mechanical Properties, and Aging Resistance of Silica-filled ENR/SBR Blends
An Efficient Formulation of Off-line Model Predictive Control for Nonlinear Systems Using Polyhedral Invariant Sets
Effect of Modeling Parameters on System Hydrodynamics of Air Reactor in Chemical Looping Combustion Using CFD Simulation
Flow Behavior of Geldart A and Geldart C Particles in a Co-current Downflow Circulating Fluidized Bed Reactor
Optimization of Enzymatic Clarification from Corncob
Synthesis of Alkali Metal/CaO Sorbent for CO2 Capture at Low Temperature
Effect of Exchangeable Cations on Bentonite Swelling Characteristics of Geosy...drboon
1) The study characterized the swelling behavior of bentonite in geosynthetic clay liners (GCLs) using X-ray diffraction and scanning electron microscopy.
2) The X-ray diffraction results showed that bentonite swelling decreased with increasing valence of exchangeable cations and increasing concentration of permeant solutions. Bentonite swelling was highest with deionized water and lowest with calcium chloride solutions.
3) Scanning electron microscopy images showed that bentonite has a flake-like structure when air-dried but becomes more porous and fluffy after permeation. The porous structure decreased with increasing concentration of calcium chloride solutions.
City Space and Social Values: A Lesson from the Past of Historical City of Tu...drboon
Theory that emerges and tends to impose a new urbanity and liveability is that of Ecopolis of the future - ecologically clean city-which focuses on the concept of sustainable development while giving priority to the relationship between economic, social development and quality of life in the built environment. Traditionally cultural aspect of urbanism contains components with an appropriate sacred cosmic symbolism and an urbanism of social consensus between residents, government and professionals in the creation of the Ecopolis. The empirical focus of this paper is the city within the Islamic cultural tradition. This paper is an attempt to grasp the cultural conception of the Medina of Tunis, Tunisia and the traditional urban regulations by a study of classical religio-architectural treatises of Islam. This article will discuss the approach and the lesson we can learn from the traditional modele in a time of ecological crisis and high urbanization.
Driving Business Innovation: Latest Generative AI Advancements & Success StorySafe Software
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Cyclic Elastoplastic Large Displacement Analysis and Stability Evaluation of Steel Tubular Braces
1. 2012 American Transactions on Engineering & Applied Sciences
American Transactions on
Engineering & Applied Sciences
http://TuEngr.com/ATEAS, http://Get.to/Research
Cyclic Elastoplastic Large Displacement Analysis and
Stability Evaluation of Steel Tubular Braces
a*
Iraj H. P. Mamaghani
a
Department of Civil Engineering, School of Engineering and Mines, University of North Dakota, USA.
ARTICLEINFO A B S T RA C T
Article history: This paper deals with the cyclic elastoplastic large
Received 23 August 2011
Accepted 9 January 2012 displacement analysis and stability evaluation of steel tubular braces
Available online subjected to axial tension and compression. The inelastic cyclic
18 January 2012 performance of cold-formed steel braces made of circular hollow
Keywords: sections is examined through finite element analysis using the
Cyclic, commercial computer program ABAQUS. First some of the most
Elastoplastic, important parameters considered in the practical design and ductility
Large displacement,
evaluation of steel braces of tubular sections are presented. Then the
Analysis,
Stability, details of finite element modeling and numerical analysis are
Steel, described. Later the accuracy of the analytical model employed in the
Tubular, analysis is substantiated by comparing the analytical results with the
Brace, available test data in the literature. Finally the effects of some
Finite-Element. important structural and material parameters on cyclic inelastic
behavior of steel tubular braces are discussed and evaluated.
2012 American Transactions on Engineering & Applied Sciences.
1. Introduction
Steel braced frames are one of the most commonly used structural systems because of their
structural efficiency in providing significant lateral strength and stiffness. The steel braces
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
75
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
2. contribute to seismic energy dissipation by deforming inelastically during an earthquake. The use
of this type of construction indeed avoids the brittle fractures found in beam-to-column
connections in moment-resisting steel frames that occurred in the Northridge earthquake in 1994
and the Kobe earthquake in 1995 (ASCE, 2000; IGNTSDSS , 1996). However, careful design of
steel braced frames is necessary to avoid possible catastrophic failure by brace rupture in the event
of severe seismic loading. The current capacity design procedure adopted in most seismic design
steel specifications (AISC, 1997; CAN-CSA S16.1, 1989), for concentrically braced frames
requires yielding in the braces as primary members, whereas the secondary members of the frame
should remain elastic and hence carry forces induced by the yielding members. The transition from
current perspective seismic codes to performance-based design specifications requires accurate
predictions of inelastic limit states up to structural collapse.
The cyclic behavior of steel brace members is complex due to the influence of various
parameters such as material nonlinearity, structural nonlinearity, boundary condition, and loading
history. The material nonlinearity includes structural steel characteristics such as residual stresses,
yield plateau, strain hardening and Bauschinger effect. The structural nonlinearity includes
parameters such as brace slenderness, cross-section slenderness, width-to-thickness ratio of the
cross-section’s component elements (or radius-to-thickness ratio of circular hollow sections), and
initial out-of-straightness of the brace. This complex behavior results in various physical
phenomena, such as yielding in tension, buckling in compression, postbuckling deterioration of
compressive load capacity, deterioration of axial stiffness with cycling, and low- cycle fatigue
fractures at plastic regions.
Steel braces can be designed to resist only tensile forces, or to resist both tensile and
compressive axial forces. Recent earthquakes and experiments have shown that the
tension-compression braces provide better performance under cyclic loading (during an
earthquake) as compared with the tension-only braces having almost no compressive strength
(IGNTSDSS, 1996). Under severe earthquakes, the braces are subjected to cyclic axial forces and
they are allowed to undergo compression buckling or tensile yield to dissipate the imposed energy
while columns and collector beams respond elastically. Therefore, understanding the behavior of
the bracing members under idealized cyclic loading is an important step in the careful design of
steel braced frames.
76 Iraj H.P. Mamaghani
3. This paper deals with the inelastic cyclic analysis of steel tubular braces. The most important
parameters considered in the practical design and ductility evaluation of steel braces of tubular
sections are presented. The cyclic performance of steel tubular braces is examined through finite
element analysis using the computer program ABAQUS (2005). The accuracy of the analytical
model employed in the analysis is substantiated by comparing the analytical results with the
available test data in the literature. The effects of some important structural and material
parameters on inelastic cyclic behavior of steel braces are discussed and evaluated.
2. Brace Parameters
Energy absorption through hysteretic damping is one of the great interests in seismic design,
because it can reduce the amplitude of seismic response, and thereby reduce the ductility demand
on the structure. Steel braces are very effective structural members and are widely used as energy
dissipaters in skeletal buildings and offshore structures under extreme loading conditions such as
severe earthquake and wave motion. They also minimize story drift of high-rise buildings for
possible moderate earthquakes during their lifetime.
The most important parameters considered in the practical design and ductility evaluation of
steel braces of tubular sections are section slenderness λ s (Mamaghani, et. al., 1996a, 1996b, 1997;
Mamaghani, 2005, 2008) and slenderness ratio of the member λc (AISC, 1997, 1999). While the
former influences local buckling of the section, the latter controls the overal stability. They are
given by:
1b σy
λs = 3(1 −ν 2 ) ( for box sec tion ) (1)
π t E
d σ
λs = 3(1 −ν 2 ) y ( for circular sec tion ) (2)
2t E
1 KL σ y
λc = (3)
π r E
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
77
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
4. where, b = flange width of a box section; t = plate thickness of the cross-section elements;
σ y = measured yield stress; E = Young’s modulus; ν = Poisson’s ratio; d = outer diameter of
the circular section; K = effective length factor; L = measured length of the brace; and r= radius
of gyration of the cross section. It is worth noting that the section slenderness, λ s , represents the
width-thickness ratio parameter of the flange plate for a box section and the diameter-thickness
ratio of a circular hollow section for a given material.
The limiting diameter-thickness ratio specified in AISC (1997) for plastic design of circular
hollow sections is d / t = 0.045 E / σ y . This d / t limit can be converted to a limiting slenderness
parameter for a compact element according to Equation 2. The corresponding value of λ s ,
considering υ = 0.3 for structural steels, is:
0.045 E σy
λs = 3(1 − 0.32 ) = 0.037 (4)
2σ y E
This implies that when λs ≤ 0.037 , no local buckling occurs before the cross-section attains
full plastic capacity. The limiting width-thickness ratio specified in AISC (1997) for
non-compact circular hollow sections is d / t = 0.11E / σ y which corresponds to λ s = 0.09 .
The ductility behavior of the circular hollow section braces is significantly sensitive to λ s when it
is less than 0.09. The maximum member slenderness limits specified in AISC (1997) for
special concentrically braced frames (SCBF) and ordinary concentrically braced frames are
λ c = 1.87 ( KL / r ≤ 1000 / σ y ) and λc = 1.35 ( KL / r ≤ 720 / σ y ), respectively. SCBF are
expected to withstand significant inelastic deformation when subjected to the force resulting from
the motion of the design earthquake. SCBF have increased ductility due to lesser strength
degradation when compression braces buckle.
3. Numerical Method
Steel braces are vulnerable to damage caused by local and overall interaction buckling during
a major earthquake. A sound understanding of the inelastic behavior of steel braces is important in
developing a rational seismic design methodology and ductility evaluation of steel braced frame
structures.
78 Iraj H.P. Mamaghani
5. An accurate cyclic analysis of braced frames requires precise methods to predict the cyclic
inelastic large-deflection response of the braces. This has been a subject of intensive research and
a variety of analytical methods have been developed to simulate the hysteretic behavior of braces
over the past few decades. The main research approaches used for the cyclic analysis of braces may
be classified as: (1) empirical models, (2) plastic-hinge models, and (3) elastoplastic finite element
models (Mamaghani et al., 1996a). The more accurate models were based on the finite element
method considering geometric and material nonlinearities. This method is generally applicable to
many types of problems, and it requires only the member geometry and material properties
(constitutive law) to be defined.
3.1 Finite Element Method
The finite element analysis is carried out by using the commercial computer program
ABAQUS. The shell element S4R is used in modeling the brace member (ABAQUS, 2005). The
S4R element is a three-dimensional, double-curved, four-node shell element with six degrees of
freedom per node that uses bilinear interpolation. Because the S4R element contains only one
sample point while five layers are assumed across the thickness, the spread of plasticity is
considered through both the thickness and plane of the element. This shell element, which uses
reduced integration, is applicable to both thin and thick shells, and can be used for finite strain
applications.
In the analysis, both material and geometrical nonlinearities are considered. For large
displacement analysis, the elements are formulated in the current configuration, using current
nodal positions. Elements therefore distort from their original shapes as the deformation increases.
The stiffness matrix of the element is obtained from the variational principle of virtual work. The
modified Newton-Raphson iteration technique coupled with the displacement control method is
used in the analysis (Zienkiewicz, 1977). The displacement convergence criterion is adopted and
the convergence tolerance is taken as 10-5. The details of elastoplastic large-displacement
formulation and solution scheme are reported in the work by the author (Mamaghani, 1996).
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
79
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
6. 3.2 Analytical Modeling
A series of numerical studies on the cyclic behavior of steel braces are carried out using the
numerical finite element method described in the previous section, and the results are compared
with the experiments. The results for three typical examples, S7A, S7B, and S7C (Elchalakani et
al., 2003), presented hereafter are intended to verify the accuracy of the numerical method. These
specimens are subjected to three loading histories in order to better understand the cyclic behavior
of cold-formed circular hollow-section braces. The details of the test can be found in Elchalakani et
al. ( 2003).
Figure 1: Analyzed circular hollow section steel brace and initial imperfection.
Table 1: Properties of the analyzed braces.
Test Number Specimen Shape Ag (mm2) L (mm) λs λc δ y (mm) Py (kN)
S7A CHS 139.7x3.5 1498 2820 0.06 0.4 5.34 568
S7B CHS 139.7x3.5 1498 2820 0.06 0.4 5.34 568
S7C CHS 139.7x3.5 1498 2820 0.06 0.4 5.34 568
The shape and dimensions of the analyzed braces are given in Table 1. For comparison, the
selected brace parameters ( λc = 0.4 and λs = 0.06 ) are kept the same. These parameters represent
a non-compact member having inelastic behavior. The analyzed fixed-end tubular braces subjected
to cyclic concentric axial loading are modeled as shown in the Figure 1. An initial imperfection of
⎛ πx ⎞
γ x = γ 0 sin ⎜ ⎟ (5)
⎝ L ⎠
is assumed in the analysis, where the initial deflection at midspan of the member γ 0 is taken as the
measured value of L/3160 during the test.
80 Iraj H.P. Mamaghani
7. Figure 2: Tri-linear stress-strain model for steel.
3.3 Material Model
The analyzed cold-formed circular hollow sections are AS 1163 grade C350L0 (equivalent to
ASTM A500 tubes) with the yield stress of σ y = 379 MPa and the ultimate tensile strength of
σ u = 451 MPa. In the analysis, the material nonlinearity is accounted for by using the kinematic
hardening rule. Figure 2 shows the tri-linear stress-strain material model adopted in the analysis.
The Young modulus of elasticity of the steel is assumed to be E = 200 GPa. The strain hardening
modulus is assumed to be 2 percent of the initial Young modulus ( E st = 0.02 E ).
Figure 3: Meshing details and boundary conditions.
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
81
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
8. 3.4 Cyclic Loading History
In the analysis three cyclic loading histories are applied. The first loading history is a large
compression-tension monocycle with a maximum normalized displacement amplitude
m = δ max / δ y , where δ m ax is the maximum displacement in the compression-half cycle at load
reversal and δ y = ε y L = Py L / EA is the yield displacement corresponding to the squash load of cross
section Py = σ y A (A = area of the cross-section; σ y = yield stress; L= the length of the brace). The
large amplitude used in the monocycle is applied to examine the inelastic response of the brace
when subjected to a very large seismic demand during a possible near-field excitation (Krawinkler
et al., 2000). The second loading history is a uniform increase of displacement amplitude up to
failure with the maximum normalized displacement amplitudes of m = 1, 2, 3, …, where each
amplitude is repeated only once. In the third loading history, a uniform increase of the
displacement is used similar to the second loading history except that the oscillations are repeated
three times at each amplitude ( m = 1, 2, 3, …, etc.).
3.5 Finite Element Meshing and Boundary Conditions
The details of the finite-element meshing pattern adopted in the analysis of hollow circular
sections are shown in Figure 3. The brace is subdivided into a total number of 2100 shell elements
(70 elements along the brace length and 30 elements in the circumferential direction). A finer mesh
pattern is used at the center and the ends of the brace, where large deformation is expected, as
shown in Figure 3. In the analysis, the left end of the brace is fully fixed and the right end is
modeled as a guided support to apply axial displacement, as shown in Figure 3. The axial load, P,
and vertical deflection at midspan, V, are obtained from analysis.
4. Numerical Results
4.1 Example 1
The first example is concerned with the analysis of the brace S7A, which has a nominal length
of 2820 mm, a member slenderness parameter of λc = 0.4 and a section slenderness of λs = 0.06
(Table 1). These parameters represent a non-compact member having inelastic behavior.
This brace is subjected to a large compression-tension monocycle with maximum normalized
displacement amplitude of m = 18.24 (the first loading history) to examine the inelastic response of
82 Iraj H.P. Mamaghani
9. the brace under a very large seismic demand. This value is larger than the upper limit for m = 10 ,
which is likely to occur in a near-source excitation (Krawinkler et al., 2000). In order to check the
effects of mesh density and loading increment (loading time steps) on the inealstic cyclic behavior
of the brace, three analyses are carried out on this brace. The first analysis, designated as the
original analysis, uses the original meshing pattern shown in Figure 3 with a total number of 2100
shell elements. The second analysis, designated as the mesh-increment analysis, uses a finer mesh
density at the central segment and at the ends of the brace by doubling the mesh number in these
regions with a total number of 3300 shell elements. The third analysis, designated as the
step-increment analysis, utilizes the original meshing but doubling the time step by reducing the
displacement increment to half of that used in the original analysis. Figures 4a and 4b compare the
normalized axial load P / Py -axial deformation δ / δ y hysteresis loop obtained from the
experiment and analyses. With reference to these figures, the following observations can be made:
1. The initial stiffness and buckling load capacity are slightly lower in the experiment than
those predicted by the analyses using various mesh sizes and loading incremens. This may
be due to the experimental boundary conditions (unavoidable rotation at the fix-ends) and
the assumed initial imperfection in the analysis. In the analysis the cross-section
out-of-straightness and residual stress are not accounted for. It is worth noting that the
previous research by the author indicates that the initial residual stresses and initial section
imperfections significantly decrease the initial stiffness and initial buckling load capacity
and have almost no effect on the subsequent cyclic behavior of the member (Mamaghani et
al., 1996a, Banno et al., 1998).
2. Under compressive load, the overall buckling was followed by local buckling at the center
and brace ends. From Figures 4a and 4b, it can be observed that the overall shape of the
predicted hysteresis loop is significantly closer to the experiment.
3. Under tension load, the behavior of the brace is well predicted up to δ / δ y = 9.3 , where there
is a sharp decrease in predicted tensile strength beyond this displacement. The observed
discrepancy between experimental and analytical results when the specimen is stretched
beyond δ / δ y = 9.3 might be due to the formation of a plastic hinge at the member
midspan under combined biaxial hoop stress and axial stress. By further stretching the
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
83
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
10. member, the spread of plasticity fully covered the whole cross section at midspan and
extended on both sides of this section, leading to the reduction of load carrying capacity,
see Figure 5.
1.5
1.5
1
1
0.5
0.5
0
0 -20 -10 0 10 20
-20 -10 0 10 20
-0.5 δ/δy
-0.5 δ/δy
Original analysis
-1 Step-increased
-1
Test Mesh-increased
P/Py
P/Py
Analysis -1.5 Test
-1.5
(a) Axial load versus axial displacement. (b) Effects of mesh density and load steps.
1.5 1.5
S7A
1
1
0.5
0.5
0
0
-400 -300 -200 -100 0 100
-50 -40 -30 -20 -10 0 10
v (mm) -0.5
Local buckling -0.5
progress (mm)
Node 1088 -1
Node 1104 -1
P/Py
-1.5
P/Py
-1.5
(c) Deflection at the top face (Node 1088) (d) Local buckling progress at midspan
and bottom face (Node 1104) of the
cross-section at midspan.
Figure 4: Comparison between experimental and predicted hysteretic loop for brace S7A.
4. The results in Figure 4(b) show that the increase in time step and use of fine mesh do not
have significant effects on the overall predicted behavior except for a slight improvement in
postbuckling behavior where the predicted results closely fit the test results. Under tensile
loading beyond the δ / δ y = 9.3 , the predicted tensile load capacity drops slightly earlier
84 Iraj H.P. Mamaghani
11. for the analysis using fine mesh as compared with the other analyses. This is because the
spread of plasticity and formation of the plastic hinge takes place faster for the fine mesh
model.
Figure 4(c) shows normalized axial load P / Py versus vertical deflection V, at the top face
(Node 1088) and bottom face (Node 1104) of the cross-section at the midspan of the member
(Figure 3), obtained from the analysis. The results in this figure show that the relative vertical
deflection at the top and bottom faces of the cross-section at midspan increases as the member
undergoes large axial deformation. The difference between the vertical displacements of the top
face and bottom face at midspan indicates the progress of local buckling, which is plotted in Figure
4(d). Figure 5 shows the deformation of the specimen at the end of compression load and tension
stretching. Under compression load, the overall buckling was followed by local buckling at the
center and brace ends. A smooth kink formed at midspan of the brace under compression load. A
semi-elephant-foot (an outward folding mechanism) was formed at the fixed ends of the brace, as
shown in Figure 5. During the tensile stretching, the brace suffered excessive stretching at the
midspan because of the development of a plastic hinge caused by a very large accumulation in local
deformation. This represents a tear-through-failure mode, as the specimen exhibited during the test
(Elchalakani et al., 2003). These observed behaviors under compression and tension loads are
reflected in the normalized load-displacement hysteretic loop shown in Figure 4.
4.2 Example 2
The second example is concerned with the analysis of the brace S7B, which has a nominal
length of 2820 mm, a member slenderness of λc = 0.4 and a section slenderness of λ s = 0.06 (Table
1). This brace is subjected to a uniform increase of displacement amplitude up to failure with the
maximum normalized displacement amplitudes of m = 1, 2, 3, …, where each amplitude is
repeated only once (the second loading history). The original meshing pattern shown in Figure 3,
with a total number of 2100 shell elements, is utilized in the analysis.
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
85
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12. Figure 5: Deformed configuration of brace S7A at the final stage of compression and tension cyclic
loading.
Figure 6(a) compares the normalized axial load P / Py -axial deformation δ / δ y hysteresis
loops obtained from the experiment and analysis. Figure 6(b) shows the normalized axial load
P / Py versus vertical deflection V, at the midspan of the member (Figure 3), obtained from the
analysis. Comparison between hysteresis loops in Figure 6(a) shows that there is a relatively good
agreement between analytical results and experiments. An observed small discrepancy between
experimental and analytical hysteresis loops is that the predicted cyclic load capacities in
compression direction of loading are slightly higher than those of the experiment. The possible
reasons are: (a) the tri-linear kinematic hardening rule adopted in the analysis does not accurately
consider the reduction of the elastic range due to plastic deformation (Bauschinger effect). In this
model the size of the elastic range is taken to be constant which does not represent the actual
behavior of structural steel (Mamaghani et al. 1995; Shen et al., 1995). More accurate results can
be obtained from analysis using a cyclic constitutive law representing the more realistic behavior of
the material; (b) the brace fixed-end boundary conditions may have shown some degree of
flexibility during the tests, which is not considered in the analysis; and (c) in the analysis the
cross-section’s out of straighness and residual stresses, which affect the initial buckling load, are
not considered.
86 Iraj H.P. Mamaghani
13. 1.5
1 1.5
0.5 1
0.5
0
-8 -4 0 4 8
δ/δy 0
-0.5 -200 -150 -100 -50 0
V (mm)
-0.5
-1
Test
-1
P/Py
Analysis
P/Py
-1.5 Analysi
-1.5
(a) (b)
Figure 6: Comparison between experimental and predicted hysteretic loop for brace S7B.
Figure 6(b) shows that there is a residual midspan deflection at the end of tensioning in each
cycle. The residual deflection of the brace at the end of the previous tensioning has a large effect
on the buckling capacity and subsequent cyclic behavior. Figure 6(b) shows the progress of
residual midspan deflection due to cycling obtained from analysis. In spite of large progress in
buckling, the buckling load does not decrease significantly due to cyclic strain hardening.
4.3 Example 3
The third example is concerned with the analysis of the brace S7C, which has a nominal length
of 2820 mm, a member slenderness of λ c = 0.4 and a section slenderness of λs = 0.06 (Table 1).
This brace is subjected to a uniform increase in displacement amplitude up to failure with the
maximum normalized displacement amplitudes of m = 1, 2, 3, …, where each amplitude is
repeated three times (the third loading history). The original meshing pattern as shown in Figure 3,
with a total number of 2100 shell elements, is utilized in the analysis.
Figure 7(a) compares the normalized axial load P / P -axial deformation δ / δ y hysteresis loop
y
obtained from experiment and analysis. Figure 7(b) shows the normalized axial load P / Py versus
vertical deflection V, at the midspan of the member (Figure 3), obtained from the analysis.
Comparison between hysteresis loops in Figure 7(a) shows there is a relatively good agreement
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
87
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
14. between analytical results and experiments. These results indicate that the numerical method and
finite element modeling employed in the numerical analysis can predict with a reasonable degree of
accuracy the experimentally observed cyclic behavior of axially loaded fixed-end steel braces of
circular hollow sections.
1.5
1.5
1
1
0.5
0.5
0
-8 -4 0 4 8 0
-200 -150 -100 -50 0
δ/δy
-0.5
V (mm) -0.5
-1 Test
-1
Analysis
P/Py
P/Py
-1.5 Analysis
-1.5
(a) (b)
Figure 7: Comparison between experimental and predicted hysteretic loop for brace S7C.
5. Conclusions
This paper dealt with the inelastic cyclic elastoplastic finite-element analysis and stability
(strength and ductility) evaluation of steel tubular braces subjected to axial tension and
compression. The most important parameters considered in the practical seismic design and
ductility evaluation of steel braces of tubular sections, such as brace slenderness, cross-section
slenderness, material behavior, and loading history, were presented. The elastoplastic cyclic
performance of cold-formed steel braces of circular hollow sections was examined through
finite-element analysis using the commercial computer program ABAQUS and employing a
tri-linear kinematic strain hardening model to account for material nonlinearity. The details of
finite element modeling and numerical analysis were described. The accuracy of the analytical
model employed in the analysis was substantiated by comparing the analytical results with the
available test data in the literature. The effects of some important structural, material, and loading
history parameters on cyclic inelastic behavior of steel braces were discussed and evaluated with
reference to the experimental and analytical results. It has been shown that the numerical method
and finite element modeling employed in the numerical analysis can predict with a reasonable
88 Iraj H.P. Mamaghani
15. degree of accuracy the experimentally observed cyclic behavior of axially loaded fixed-end steel
braces of circular hollow sections.
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deflection analysis of thin steel plates. Journal of Engineering Mechanics, ASCE,
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Canadian Standards Associations (CAN-CSA S16.1). (1989). Steel structures for buildings, limit
state design.
Elchalakani, M., Zhao, X. L., Grzebieta, R. (2003). Test of cold-formed circular tubular braces
under cyclic axial loading. J. of Struct. Eng., ASCE, 129(4), pp. 507-514.
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experiments. Doctoral Dissertation, Department of Civil Engineering, Nagoya University,
*Corresponding author (Iraj H.P. Mamaghani). Tel: +1-701-777 3563, Fax: +1-701-777
3782. E-mail address: iraj.mamaghani@engr.und.edu. 2012. American Transactions on
Engineering & Applied Sciences. Volume 1 No.1 ISSN 2229-1652 eISSN 2229-1660
89
Online Available at http://TUENGR.COM/ATEAS/V01/75-90.pdf
16. Nagoya, Japan.
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Iraj H.P. Mamaghani is an Associate Professor of Civil Engineering at University of North
Dakota. He received his B.Sc. in Civil Engineering from Istanbul Technical University with
Honors in 1989. He continued his Master and PhD studies at University of Nagoya, Japan, where
he obtained his Master and Doctor of Engineering degrees in Civil Engineering. Dr. Mamaghani
has published several papers in professional journals and in conference proceedings. Dr.
Mamaghani works in the area of civil engineering, with emphasis on structural mechanics and
structural engineering. He focuses on cyclic elastoplastic material modeling, structural stability,
seismic design, advanced finite element analysis and ductility evaluation of steel and composite
(concrete-filled steel tubular) structures.
Peer Review: This article has been internationally peer-reviewed and accepted for publication
according to the guidelines given at the journal’s website.
90 Iraj H.P. Mamaghani