This document summarizes an investigation into the impact loading of precast reinforced concrete transoms used in railway bridges from experimental testing and numerical analysis. Three reinforced concrete transom specimens were experimentally tested under impact loading from a drop hammer. A finite element model of the transoms was also created using the concrete material properties determined from experimentation. The model applied similar impact loading and boundary conditions to simulate the physical tests. The results and behavior of the concrete transoms are discussed at three key points: the peak deflection during loading, initial permanent deformation after impact, and final permanent deformation. For the conventionally reinforced transom with welded shear studs, the peak deflection was 31mm and initial permanent deformation was 11mm.
System shear connector digunakan sebagai aplikasi dalam konstruksi bangunan untuk menghasilkan kekuatan coran beton lebih kuat dan stabil sesuai dengan perhitungan engineering civil. Dalam hal ini ada 2 hal perhitungan kekuatan secara umum yaitu kekuatan kelengketan stud pada batang baja sesudah dilas. Dan yang kedua adalah kekuatan stud bolt yang digunakan.
IRJET- Flexural Strength of Reinforced Concrete Beam with Hollow Core at Vari...IRJET Journal
This document discusses a study on the flexural strength of reinforced concrete beams with hollow cores at various depths below the neutral axis. Four beams were cast - one control beam without a hollow core, and three beams with a hollow core created using a 25mm PVC pipe placed at depths of 46.5mm, 79mm, and 112.5mm below the neutral axis. The beams were tested after 28 days and the load carrying capacity, deflection behavior, crack patterns, and flexural strength were analyzed and compared. The results showed that the beam with a hollow core at 79mm depth had the highest load carrying capacity and flexural strength, indicating the optimal depth is below the neutral axis. Introducing a hollow core provided
Seismic rehabilitation of beam column joint using gfrp sheets-2002Yara Mouna
The document summarizes a study that tested different rehabilitation techniques for improving the seismic performance of reinforced concrete beam-column joints. Three beam-column joints were tested: a control specimen and two specimens that were rehabilitated using glass fiber-reinforced polymer (GFRP) sheets. The control specimen failed in a brittle shear and bond failure mode, while the rehabilitated specimens exhibited a more ductile flexural failure of the beam. The rehabilitation techniques strengthened the joint shear capacity and prevented bond-slip failures of the beam reinforcement in the joint. A simple design methodology for the GFRP rehabilitation is proposed.
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.
1. The document describes a project to construct a fettuccine truss bridge that can withstand a 5kg point load. It includes sections on precedent studies of an existing truss bridge, material testing of fettuccine, structural analysis, and testing of prototype bridge models.
2. Material testing evaluated the strength of different fettuccine arrangements and connections. Structural analysis identified tension and compression members in a prototype Warren truss bridge that failed to withstand the required load.
3. Iterative testing of modified Pennslyvania truss bridge models led to an optimized final design that achieved the target load capacity using minimum material.
ANALYSIS AND COMPARATIVE STUDY OF COMPOSITE BRIDGE GIRDERSIAEME Publication
The composite bridge gives the maximum strength in comparison to other bridges. The design and analysis of various girders for steel and concrete by using various software, in that paper for composite bridge calculate the bending moment for T girder and finding which is more effective. The efforts will make to carry out to check the analysis of bridge by using SAP 2000 software. To determine the static analysis of T girder by using manual method as well as software. The results obtained from the software in structural analysis are compare the results obtained from manual calculations.
This is my M.Tech Project presentation. The project was carried out at R.V College of Engineering and B.M.S College of Engineering, Bangalore. In this project, the axial load carrying capacity of CFST Columns was studied and the experimental results were compared with Eurocode-4 and AISC-LRFD-2005. The flexural capacity of CFST frames was also carried out.
Behavior Of Castellated Composite Beam Subjected To Cyclic Loadsirjes
The purpose of this study is to determine the behavior of beam-column sub-assemblages castella
due to cyclic loading. Knowing these behaviors can if be analyzed the effectiveness of the concrete filler to
reduce the damage and improve capacity of beam castella. Test beam consists of beam castella fabricated from
normal beam (CB), castella beams with concrete filler between the flange (CCB) and normal beam (NB) as a
comparison. Results showed castella beam (CB) has the advantage to increase the flexural capacity and energy
absorption respectively 100.5% and 74.3%. Besides advantages, castella beam has the disadvantage that
lowering partial ductility and full ductility respectively 12.6 % and 18.1%, decrease resistance ratio 29.5 %
and accelerate the degradation rate of stiffness ratio 31.4%. By the concrete filler between the beam flange to
improve the ability of castella beam, then the beam castella have the ability to increase the flexural capacity of
184.78 %, 217.1% increase energy absorption, increase ductility partial and full ductility respectively 27.9 %
and 26 %, increases resistance ratio 52.5 % and slow the rate of degradation of the stiffness ratio 55.1 %..
System shear connector digunakan sebagai aplikasi dalam konstruksi bangunan untuk menghasilkan kekuatan coran beton lebih kuat dan stabil sesuai dengan perhitungan engineering civil. Dalam hal ini ada 2 hal perhitungan kekuatan secara umum yaitu kekuatan kelengketan stud pada batang baja sesudah dilas. Dan yang kedua adalah kekuatan stud bolt yang digunakan.
IRJET- Flexural Strength of Reinforced Concrete Beam with Hollow Core at Vari...IRJET Journal
This document discusses a study on the flexural strength of reinforced concrete beams with hollow cores at various depths below the neutral axis. Four beams were cast - one control beam without a hollow core, and three beams with a hollow core created using a 25mm PVC pipe placed at depths of 46.5mm, 79mm, and 112.5mm below the neutral axis. The beams were tested after 28 days and the load carrying capacity, deflection behavior, crack patterns, and flexural strength were analyzed and compared. The results showed that the beam with a hollow core at 79mm depth had the highest load carrying capacity and flexural strength, indicating the optimal depth is below the neutral axis. Introducing a hollow core provided
Seismic rehabilitation of beam column joint using gfrp sheets-2002Yara Mouna
The document summarizes a study that tested different rehabilitation techniques for improving the seismic performance of reinforced concrete beam-column joints. Three beam-column joints were tested: a control specimen and two specimens that were rehabilitated using glass fiber-reinforced polymer (GFRP) sheets. The control specimen failed in a brittle shear and bond failure mode, while the rehabilitated specimens exhibited a more ductile flexural failure of the beam. The rehabilitation techniques strengthened the joint shear capacity and prevented bond-slip failures of the beam reinforcement in the joint. A simple design methodology for the GFRP rehabilitation is proposed.
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.
1. The document describes a project to construct a fettuccine truss bridge that can withstand a 5kg point load. It includes sections on precedent studies of an existing truss bridge, material testing of fettuccine, structural analysis, and testing of prototype bridge models.
2. Material testing evaluated the strength of different fettuccine arrangements and connections. Structural analysis identified tension and compression members in a prototype Warren truss bridge that failed to withstand the required load.
3. Iterative testing of modified Pennslyvania truss bridge models led to an optimized final design that achieved the target load capacity using minimum material.
ANALYSIS AND COMPARATIVE STUDY OF COMPOSITE BRIDGE GIRDERSIAEME Publication
The composite bridge gives the maximum strength in comparison to other bridges. The design and analysis of various girders for steel and concrete by using various software, in that paper for composite bridge calculate the bending moment for T girder and finding which is more effective. The efforts will make to carry out to check the analysis of bridge by using SAP 2000 software. To determine the static analysis of T girder by using manual method as well as software. The results obtained from the software in structural analysis are compare the results obtained from manual calculations.
This is my M.Tech Project presentation. The project was carried out at R.V College of Engineering and B.M.S College of Engineering, Bangalore. In this project, the axial load carrying capacity of CFST Columns was studied and the experimental results were compared with Eurocode-4 and AISC-LRFD-2005. The flexural capacity of CFST frames was also carried out.
Behavior Of Castellated Composite Beam Subjected To Cyclic Loadsirjes
The purpose of this study is to determine the behavior of beam-column sub-assemblages castella
due to cyclic loading. Knowing these behaviors can if be analyzed the effectiveness of the concrete filler to
reduce the damage and improve capacity of beam castella. Test beam consists of beam castella fabricated from
normal beam (CB), castella beams with concrete filler between the flange (CCB) and normal beam (NB) as a
comparison. Results showed castella beam (CB) has the advantage to increase the flexural capacity and energy
absorption respectively 100.5% and 74.3%. Besides advantages, castella beam has the disadvantage that
lowering partial ductility and full ductility respectively 12.6 % and 18.1%, decrease resistance ratio 29.5 %
and accelerate the degradation rate of stiffness ratio 31.4%. By the concrete filler between the beam flange to
improve the ability of castella beam, then the beam castella have the ability to increase the flexural capacity of
184.78 %, 217.1% increase energy absorption, increase ductility partial and full ductility respectively 27.9 %
and 26 %, increases resistance ratio 52.5 % and slow the rate of degradation of the stiffness ratio 55.1 %..
The document presents a finite element analysis of concrete filled steel tube (CFT) beams subjected to flexure. A numerical model was developed using ANSYS to predict the flexural behavior and moment capacity of circular and rectangular CFT beams. The model considered the material properties of steel and concrete, and incorporated the interaction between concrete and steel. Results of the numerical analysis for moment capacity were compared to experimental data. For circular CFT beams, the predicted capacities matched well with experimental values. The analysis showed rectangular CFTs can provide good confinement of the concrete core.
This document summarizes analytical studies on concrete filled steel tubes. A finite element model of a rectangular concrete filled steel tube short column was created using ANSYS software. The model was validated against experimental data. Both eigenvalue and nonlinear buckling analyses were performed to determine the ultimate axial load capacity of the column. The eigenvalue analysis provides the theoretical buckling strength, while the nonlinear analysis is more accurate as it considers factors like imperfections and plastic behavior. The results from the ANSYS model were used to develop an approximate formula for calculating the ultimate load of rectangular concrete filled steel tube short columns based on material properties.
Experimental study on shear behavior of the interface between old and new dec...Fakhruddin Muchtar
The document describes an experimental study that tested the shear behavior of the interface between old and new concrete deck slabs under different conditions. Nine specimens were tested that varied the initial prestressing level, connection method of steel bars across the interface, reinforcement ratio, and surface roughness of the interface. The specimens were subjected to double-shear testing and the shear capacity, cracking patterns, joint openings, load-displacement responses, and stress in prestressing rods were examined. The experimental results were then compared to code design provisions.
Dynamic behavior of composite filled circular steel tubes with light weight c...eSAT Journals
Abstract An experimental and analytical investigation of concrete-filled steel tubular (CFST) columns is presented. composite circular steel tubes- with light weight concrete as infill for three different grades of light weight concrete say M20,M30 and M40 are tested for ultimate load capacity and axial shortening , under cyclic loading. steel tubes are compared for different lengths, cross sections and constant thickness. From this research study it is expected that ,regression models which were developed with minimum number of experiments based on taguchi’s method predicted the axial load carrying capacity very well and reasonably well at ultimate point. Cross sectional area of steel tube has most significant effect on ultimate load carrying capacity also it is observed that, as length of steel tube increased- load carrying capacity decreased. Keywords: Composite Columns, Hallow Steel Tubes, Light Weight Concrete Filled Steel Tubes, light weight concrete
This document discusses estimating the shear modulus of elastomeric bridge bearings using operational modal analysis. Two bearings were tested - an old bearing that had been in use for over 35 years, and a new bearing to replace it. Modal analysis was performed on the bearings to extract their dynamic characteristics and estimate shear modulus. The results showed shear moduli of 1.3-1.8 MPa for the new bearing and 0.6-0.8 MPa for the old bearing, indicating a reduction in properties after years of use. Natural frequencies were around 5-10% lower for the old bearing, while damping was 10-50% lower. The estimated shear moduli were within the ranges specified by bridge design
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
Flexure Behaviour of Ferrocement Strengthened RC beamsIEI GSC
Presentation on Flexure Behaviour of Ferrocement Strengthened RC beams by Akshay Dhariwal & Prof Sunil Raiyani, Institute of Technology, Nirma University, Ahmedabad at #33NCCE 33rd National Convention of Civil Engineers at #IEIGSC
This paper involves an experimental investigation on the flexural behaviour of curved beams and comparison of its results with conventional beams. Curved beams of size 1200 x 150 x 100 mm with varying initial curvature as 4000mm, 2000mm and the concrete strength as M40 is considered. Various reinforcement are provided in the curved beams to predict which reinforcement detail would give more resistant over maximum loading. The material properties of cement, fine aggregate, coarse aggregate and the compressive strength of concrete cube were found out. A total of 12 specimens of curved beams were casted with various combination of reinforcement along with three control specimens. The beams are tested under two point loading both horizontally and vertically. The deflection and maximum moment carrying capacity are investigated to understand its strength. Also analytical modelling is done to determine the ultimate moment carrying capacity using Finite Element Software ABAQUS to compare with the experimental model.
The document provides an overview of corrosion of steel in concrete. It discusses how steel is usually protected from corrosion by the alkaline environment of concrete but can corrode due to carbonation or chloride attack breaking down the protective layer. The corrosion process involves steel dissolving at the anode and oxygen being consumed at the cathode. This leads to a volume increase and the formation of rust, causing cracking and spalling of concrete. It also describes "black rust" that can occur in low-oxygen conditions without visible damage. The document aims to explain the basics of corrosion mechanisms to help understand investigation and repair techniques.
Castellated beam optimization by using Finite Element Analysis: A Review.theijes
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
This document presents an experimental and analytical study comparing the structural behavior of composite concrete slabs with profiled steel decking. 18 full-scale slab specimens were tested under different shear span lengths to evaluate the longitudinal shear bond strength between the concrete and steel deck. The experimental results were compared to analytical calculations using the m-k method and partial shear connection method from Eurocode 4. The m-k method was found to provide a more conservative estimate of load-carrying capacity than the partial shear connection method, with generally good agreement between experimental and analytical values.
This study used finite element analysis to model concrete-filled steel tube beams that were partially wrapped with carbon fiber reinforced polymer (CFRP) sheets. The objectives were to investigate how CFRP wrapping length and number of layers affected structural behavior. Models of square and circular cross-section beams were created and verified. The analysis found that beams wrapped along 50% of their length saw reduced capacity with additional CFRP layers due to delamination failures. Beams wrapped along 75-100% saw increased capacity with more CFRP layers up to their ultimate strengths. Circular beams saw better strength improvements than square beams when wrapped with 1-3 CFRP layers.
Parametric Study of Square Concrete Filled Steel Tube Columns Subjected To Co...IJERA Editor
The Concrete Filled Steel Tube (CFST) member has many advantages compared with the conventional concrete structural member. This study presents on the behaviour of concrete-filled steel tube (CFST) columns under axial load by changing parameters. The parameters are thickness of steel tube, Grade of concrete and length of column. The study was conducted using ANSYS 13 finite element software. All the columns are 60 X 60 mm in size. The thickness of the tube is taken as 2, 3, 4, 5 and 6 mm for thickness variation. The grades of concrete infill are M25, M30, M40, M50, M60 and M70 used for grade variation. Lengths of columns are taken as 900, 1200, 1500, 1800, 2100, and 2400 mm for length variation. Buckling load is compared with Euro code 4 (1994).
IRJET- Effect of Steel Ratio and Mineral Admixtures on Short ColumnsIRJET Journal
The document summarizes an experimental study on the effect of lateral reinforcement and mineral admixtures on short concrete columns. In the first phase, short columns were cast with varying volumetric ratios and spacing of lateral steel reinforcement. In the second phase, rice husk ash (RHA) was used as a mineral admixture in short columns. The columns were tested to determine their ultimate load capacity. Test results showed that increasing the volumetric ratio of steel reinforcement and using 10% RHA both increased the strength and ductility of the columns. Brittle failure was observed in columns without RHA or tightly spaced reinforcement. Zones of rupture at the top and bottom decreased with less reinforcement spacing. Compressive strength generally increased with the
This document provides details on the design and testing process for a fettuccine bridge project. It begins with an introduction and learning outcomes. It then describes the methodology, which included a precedent study, materials testing, model making, structural analysis, model testing, and efficiency calculations. Warren truss was used as inspiration. Various fettuccine brands and adhesives were tested. 10 test bridges were constructed and analyzed before a final bridge was built. Structural analysis determined tension and compression members. The bridge was tested until failure to calculate efficiency.
The document describes the process of designing and testing a fettuccine truss bridge model. It discusses conducting material tests to select the strongest fettuccine brand and glue. Various truss designs were constructed and load tested, with the Warren truss with vertical members performing best. Over multiple iterations, the bridge design was improved by adding double layers and increasing members. The final bridge model withstood a load of 11.2kg and had an efficiency of 157.75. The document concludes the project provided valuable learning about truss structures and the importance of analyzing failures to improve the design.
This document discusses cement concrete pavement and interlocking paving blocks for rural roads. It provides guidelines on designing cement concrete pavements, including recommendations for wheel load, subgrade characterization, sub-base provision, concrete strength, joint spacing, and an example design. It also outlines applications, advantages, and IRC specifications for interlocking concrete block pavements.
BTS 2016 - Composite SCL - Jiang Su_rev0.6Jiang Su
Utilising composite action to achieve lining thickness efficiency for sprayed concrete lined (SCL) tunnels.
The presentation discusses using composite action in SCL tunnels, where a primary lining is bonded to a secondary lining via a sprayed waterproofing membrane. Current design only considers the linings separately, but composite action allows load sharing and reduced thickness. The study uses numerical modeling to evaluate lining efficiency as the secondary lining thickness decreases from 300mm to 50mm. Results show the interface can withstand stresses and one-pass SCL is structurally possible, allowing more efficient tunnel design with thinner secondary linings. Further testing is needed to confirm long-term membrane behavior.
Reinforced concrete (RC) has become one of the most important building materials and is widely used in
many types of engineering structures. For the efficient use of RCC it is necessary to know the properties and the
behavior of RCC elements under various constrains. Within the framework of developing advanced design and
analysis methods for modern structures the need for experimental research continues
Experimental Testing Of Partially Encased Composite Beam ColumnsIJERA Editor
The past few decades have seen outstanding advances in the use of composite materials in structural applications. There can be little doubt that, within engineering circles, composites have revolutionized traditional design concepts and made possible an unparalleled range of new and exciting possibilities as viable materials for construction. In addition to the well-known advantages of composite columns, partially encased composite columns offered simplified beam-to-column connection as well as reduced or omitted shuttering thus achieved more cost effective construction. Some companies have patented these new types of partially encased composite column made of light welded steel shapes; moreover, the Canadian Institute of Steel construction CISC has recognized and codified this type of columns. In This paper, Partially Encased Composite Beam Columns is introduced; experimental studies are made on five partially encased beam columns to investigate the behavior of eccentrically loaded partially encased composite columns using different parameters.
Experimental Investigation on Steel Concrete Composite Floor SlabIRJET Journal
This document summarizes an experimental investigation on steel-concrete composite floor slabs. Cold-formed steel decking with trapezoidal profiles was used to construct composite floor slabs with concrete. Shear connectors in the form of stud bolts connected the steel decking to the concrete. Three specimens were tested - an RCC slab, a composite slab, and a composite truss. The composite truss was fabricated from steel and connected to the decking and concrete with shear connectors. All specimens were tested for load carrying capacity. The composite truss performed comparably to the RCC slab and was found to effectively transfer loads through composite action between the steel and concrete components.
IRJET- Comparative Study on the Characteristic Behaviour of CFDSST, CFDSSAT &...IRJET Journal
The document presents a comparative study on the behavior of concrete filled double skin steel tube (CFDSST), concrete filled double skin steel aluminum tube (CFDSSAT), and concrete filled double skin steel PVC tube (CFDSSPT) columns with and without external steel rings. A series of axial compression tests were performed on 18 column specimens - 6 of each type. The results showed that the load carrying capacity and ductility of the CFDSST, CFDSSAT, and CFDSSPT specimens increased with the addition of external steel rings compared to those without rings. Of the three types, the CFDSSAT specimens exhibited the highest ultimate load values.
The document presents a finite element analysis of concrete filled steel tube (CFT) beams subjected to flexure. A numerical model was developed using ANSYS to predict the flexural behavior and moment capacity of circular and rectangular CFT beams. The model considered the material properties of steel and concrete, and incorporated the interaction between concrete and steel. Results of the numerical analysis for moment capacity were compared to experimental data. For circular CFT beams, the predicted capacities matched well with experimental values. The analysis showed rectangular CFTs can provide good confinement of the concrete core.
This document summarizes analytical studies on concrete filled steel tubes. A finite element model of a rectangular concrete filled steel tube short column was created using ANSYS software. The model was validated against experimental data. Both eigenvalue and nonlinear buckling analyses were performed to determine the ultimate axial load capacity of the column. The eigenvalue analysis provides the theoretical buckling strength, while the nonlinear analysis is more accurate as it considers factors like imperfections and plastic behavior. The results from the ANSYS model were used to develop an approximate formula for calculating the ultimate load of rectangular concrete filled steel tube short columns based on material properties.
Experimental study on shear behavior of the interface between old and new dec...Fakhruddin Muchtar
The document describes an experimental study that tested the shear behavior of the interface between old and new concrete deck slabs under different conditions. Nine specimens were tested that varied the initial prestressing level, connection method of steel bars across the interface, reinforcement ratio, and surface roughness of the interface. The specimens were subjected to double-shear testing and the shear capacity, cracking patterns, joint openings, load-displacement responses, and stress in prestressing rods were examined. The experimental results were then compared to code design provisions.
Dynamic behavior of composite filled circular steel tubes with light weight c...eSAT Journals
Abstract An experimental and analytical investigation of concrete-filled steel tubular (CFST) columns is presented. composite circular steel tubes- with light weight concrete as infill for three different grades of light weight concrete say M20,M30 and M40 are tested for ultimate load capacity and axial shortening , under cyclic loading. steel tubes are compared for different lengths, cross sections and constant thickness. From this research study it is expected that ,regression models which were developed with minimum number of experiments based on taguchi’s method predicted the axial load carrying capacity very well and reasonably well at ultimate point. Cross sectional area of steel tube has most significant effect on ultimate load carrying capacity also it is observed that, as length of steel tube increased- load carrying capacity decreased. Keywords: Composite Columns, Hallow Steel Tubes, Light Weight Concrete Filled Steel Tubes, light weight concrete
This document discusses estimating the shear modulus of elastomeric bridge bearings using operational modal analysis. Two bearings were tested - an old bearing that had been in use for over 35 years, and a new bearing to replace it. Modal analysis was performed on the bearings to extract their dynamic characteristics and estimate shear modulus. The results showed shear moduli of 1.3-1.8 MPa for the new bearing and 0.6-0.8 MPa for the old bearing, indicating a reduction in properties after years of use. Natural frequencies were around 5-10% lower for the old bearing, while damping was 10-50% lower. The estimated shear moduli were within the ranges specified by bridge design
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
Flexure Behaviour of Ferrocement Strengthened RC beamsIEI GSC
Presentation on Flexure Behaviour of Ferrocement Strengthened RC beams by Akshay Dhariwal & Prof Sunil Raiyani, Institute of Technology, Nirma University, Ahmedabad at #33NCCE 33rd National Convention of Civil Engineers at #IEIGSC
This paper involves an experimental investigation on the flexural behaviour of curved beams and comparison of its results with conventional beams. Curved beams of size 1200 x 150 x 100 mm with varying initial curvature as 4000mm, 2000mm and the concrete strength as M40 is considered. Various reinforcement are provided in the curved beams to predict which reinforcement detail would give more resistant over maximum loading. The material properties of cement, fine aggregate, coarse aggregate and the compressive strength of concrete cube were found out. A total of 12 specimens of curved beams were casted with various combination of reinforcement along with three control specimens. The beams are tested under two point loading both horizontally and vertically. The deflection and maximum moment carrying capacity are investigated to understand its strength. Also analytical modelling is done to determine the ultimate moment carrying capacity using Finite Element Software ABAQUS to compare with the experimental model.
The document provides an overview of corrosion of steel in concrete. It discusses how steel is usually protected from corrosion by the alkaline environment of concrete but can corrode due to carbonation or chloride attack breaking down the protective layer. The corrosion process involves steel dissolving at the anode and oxygen being consumed at the cathode. This leads to a volume increase and the formation of rust, causing cracking and spalling of concrete. It also describes "black rust" that can occur in low-oxygen conditions without visible damage. The document aims to explain the basics of corrosion mechanisms to help understand investigation and repair techniques.
Castellated beam optimization by using Finite Element Analysis: A Review.theijes
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
This document presents an experimental and analytical study comparing the structural behavior of composite concrete slabs with profiled steel decking. 18 full-scale slab specimens were tested under different shear span lengths to evaluate the longitudinal shear bond strength between the concrete and steel deck. The experimental results were compared to analytical calculations using the m-k method and partial shear connection method from Eurocode 4. The m-k method was found to provide a more conservative estimate of load-carrying capacity than the partial shear connection method, with generally good agreement between experimental and analytical values.
This study used finite element analysis to model concrete-filled steel tube beams that were partially wrapped with carbon fiber reinforced polymer (CFRP) sheets. The objectives were to investigate how CFRP wrapping length and number of layers affected structural behavior. Models of square and circular cross-section beams were created and verified. The analysis found that beams wrapped along 50% of their length saw reduced capacity with additional CFRP layers due to delamination failures. Beams wrapped along 75-100% saw increased capacity with more CFRP layers up to their ultimate strengths. Circular beams saw better strength improvements than square beams when wrapped with 1-3 CFRP layers.
Parametric Study of Square Concrete Filled Steel Tube Columns Subjected To Co...IJERA Editor
The Concrete Filled Steel Tube (CFST) member has many advantages compared with the conventional concrete structural member. This study presents on the behaviour of concrete-filled steel tube (CFST) columns under axial load by changing parameters. The parameters are thickness of steel tube, Grade of concrete and length of column. The study was conducted using ANSYS 13 finite element software. All the columns are 60 X 60 mm in size. The thickness of the tube is taken as 2, 3, 4, 5 and 6 mm for thickness variation. The grades of concrete infill are M25, M30, M40, M50, M60 and M70 used for grade variation. Lengths of columns are taken as 900, 1200, 1500, 1800, 2100, and 2400 mm for length variation. Buckling load is compared with Euro code 4 (1994).
IRJET- Effect of Steel Ratio and Mineral Admixtures on Short ColumnsIRJET Journal
The document summarizes an experimental study on the effect of lateral reinforcement and mineral admixtures on short concrete columns. In the first phase, short columns were cast with varying volumetric ratios and spacing of lateral steel reinforcement. In the second phase, rice husk ash (RHA) was used as a mineral admixture in short columns. The columns were tested to determine their ultimate load capacity. Test results showed that increasing the volumetric ratio of steel reinforcement and using 10% RHA both increased the strength and ductility of the columns. Brittle failure was observed in columns without RHA or tightly spaced reinforcement. Zones of rupture at the top and bottom decreased with less reinforcement spacing. Compressive strength generally increased with the
This document provides details on the design and testing process for a fettuccine bridge project. It begins with an introduction and learning outcomes. It then describes the methodology, which included a precedent study, materials testing, model making, structural analysis, model testing, and efficiency calculations. Warren truss was used as inspiration. Various fettuccine brands and adhesives were tested. 10 test bridges were constructed and analyzed before a final bridge was built. Structural analysis determined tension and compression members. The bridge was tested until failure to calculate efficiency.
The document describes the process of designing and testing a fettuccine truss bridge model. It discusses conducting material tests to select the strongest fettuccine brand and glue. Various truss designs were constructed and load tested, with the Warren truss with vertical members performing best. Over multiple iterations, the bridge design was improved by adding double layers and increasing members. The final bridge model withstood a load of 11.2kg and had an efficiency of 157.75. The document concludes the project provided valuable learning about truss structures and the importance of analyzing failures to improve the design.
This document discusses cement concrete pavement and interlocking paving blocks for rural roads. It provides guidelines on designing cement concrete pavements, including recommendations for wheel load, subgrade characterization, sub-base provision, concrete strength, joint spacing, and an example design. It also outlines applications, advantages, and IRC specifications for interlocking concrete block pavements.
BTS 2016 - Composite SCL - Jiang Su_rev0.6Jiang Su
Utilising composite action to achieve lining thickness efficiency for sprayed concrete lined (SCL) tunnels.
The presentation discusses using composite action in SCL tunnels, where a primary lining is bonded to a secondary lining via a sprayed waterproofing membrane. Current design only considers the linings separately, but composite action allows load sharing and reduced thickness. The study uses numerical modeling to evaluate lining efficiency as the secondary lining thickness decreases from 300mm to 50mm. Results show the interface can withstand stresses and one-pass SCL is structurally possible, allowing more efficient tunnel design with thinner secondary linings. Further testing is needed to confirm long-term membrane behavior.
Reinforced concrete (RC) has become one of the most important building materials and is widely used in
many types of engineering structures. For the efficient use of RCC it is necessary to know the properties and the
behavior of RCC elements under various constrains. Within the framework of developing advanced design and
analysis methods for modern structures the need for experimental research continues
Experimental Testing Of Partially Encased Composite Beam ColumnsIJERA Editor
The past few decades have seen outstanding advances in the use of composite materials in structural applications. There can be little doubt that, within engineering circles, composites have revolutionized traditional design concepts and made possible an unparalleled range of new and exciting possibilities as viable materials for construction. In addition to the well-known advantages of composite columns, partially encased composite columns offered simplified beam-to-column connection as well as reduced or omitted shuttering thus achieved more cost effective construction. Some companies have patented these new types of partially encased composite column made of light welded steel shapes; moreover, the Canadian Institute of Steel construction CISC has recognized and codified this type of columns. In This paper, Partially Encased Composite Beam Columns is introduced; experimental studies are made on five partially encased beam columns to investigate the behavior of eccentrically loaded partially encased composite columns using different parameters.
Experimental Investigation on Steel Concrete Composite Floor SlabIRJET Journal
This document summarizes an experimental investigation on steel-concrete composite floor slabs. Cold-formed steel decking with trapezoidal profiles was used to construct composite floor slabs with concrete. Shear connectors in the form of stud bolts connected the steel decking to the concrete. Three specimens were tested - an RCC slab, a composite slab, and a composite truss. The composite truss was fabricated from steel and connected to the decking and concrete with shear connectors. All specimens were tested for load carrying capacity. The composite truss performed comparably to the RCC slab and was found to effectively transfer loads through composite action between the steel and concrete components.
IRJET- Comparative Study on the Characteristic Behaviour of CFDSST, CFDSSAT &...IRJET Journal
The document presents a comparative study on the behavior of concrete filled double skin steel tube (CFDSST), concrete filled double skin steel aluminum tube (CFDSSAT), and concrete filled double skin steel PVC tube (CFDSSPT) columns with and without external steel rings. A series of axial compression tests were performed on 18 column specimens - 6 of each type. The results showed that the load carrying capacity and ductility of the CFDSST, CFDSSAT, and CFDSSPT specimens increased with the addition of external steel rings compared to those without rings. Of the three types, the CFDSSAT specimens exhibited the highest ultimate load values.
CRITICAL REVIEW ON MECHANICAL ANCHORAGE AS REPLACEMENT OF BENT BARrk pandey
In structural concrete, the provisions for anchorage of straight bars and hooks normally present detailing problems due to conjunction of reinforcement bar. Mechanical anchorage device eliminates detailing problems when conjunction of reinforcement bar. This paper represents the various method of mechanical anchorage and past work carried out on mechanical anchorage which shows the effectiveness of mechanical anchorage method over the most commonly used method.
Shear behavior of reinforced concrete slender beams using high strength concreteeSAT Journals
Abstract
An experimental investigation is carried out on Nine Slender HSC beams with constant size 125mm x 130mm and effective length
900mm by varying (i) The longitudinal reinforcement ratio and (ii) the web reinforcement ratio were casted and tested to understand
the shear behavior of the beams with minimum web reinforcement as per IS CODE and ACI CODE and maximum web reinforcement.
The load-deflection behavior and the failure pattern of the beams, ultimate shear strength are studied with varying longitudinal
reinforcement and varying shear reinforcement. The experimental results obtained are compared with the theoretical values as per
code. Based on these observations, it can be concluded that, there are many parameters influencing the shear behavior of RC beams
such as shear span to depth ratio (a/d ratio>2), concrete grade, depth of the beam, the percentage of the longitudinal reinforcement
and shear reinforcement. It can be concluded that, the shear failure is brittle, sudden and very explosive. As the spacing of shear
reinforcement reduced (75mm) the load carrying capacity increased and as the spacing of shear reinforcement increased (225,
300mm) the load carrying capacity decreased. Shear failure is characterized by small deflection, lack of ductility and catastrophic
failure.
Keywords: High strength concrete, shear span to depth ratio, failure pattern, ultimate shear capacity, codal provisions.
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
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.
This document presents a case study on the failure analysis of prestressed steel cables used in a suspension bridge. The key points are:
1) The study characterized the material properties, microstructure, and fracture surfaces of damaged cables through various tests.
2) Fatigue testing was conducted to simulate the static load of the bridge and obtain stress-strain curves.
3) Fractographic analysis through SEM revealed ductile failures and intergranular cracking in some wires.
4) The main cause of cable failure, which led to bridge collapse, was determined to be stress corrosion cracking.
This document summarizes a master's thesis that experimentally and numerically studied the pull-out behavior of steel fibers in concrete. Experiments were conducted on straight and hooked steel fibers under various lateral pressures. The experiments showed large variations in results partly due to local crushing of the cement matrix. A numerical model was developed using an interface damage model and contact simulation to model fiber-concrete bonding. The model studies the influence of heterogeneous concrete properties on hooked fiber pull-out behavior by varying cement, aggregate, and interface strengths and toughnesses. Simulated results agreed with experiments, showing local concrete fracture influences pull-out behavior.
Experimental investigation of reinforcement couplers as replacement of bent-barrk pandey
The document summarizes research on using reinforcement couplers as a replacement for bent bars in reinforced concrete beams. It includes a literature review of 5 papers on this topic. The objective is to experimentally test RC beam specimens with couplers and compare their behavior to conventional specimens with bent bars. Specimens of 3 types will be cast and tested: Type A with bent bars, Type B with couplers, and Type C with couplers and stirrups. Load-displacement data and crack patterns will be analyzed to evaluate the performance of couplers compared to bent bars.
The Study of Flexural and Ultimate Behavior of Ferrocement Lightweight Beam b...IRJET Journal
1. The study examines the flexural and ultimate behavior of ferrocement lightweight beams using autoclaved aerated concrete (AAC) blocks.
2. Six beams were tested - three reinforced concrete beams and three ferrocement beams. Testing involved applying a single point load until failure and recording the first crack load, ultimate load, and deflections.
3. Test results found that ferrocement beams gave early warning of failure through initial cracking compared to sudden failure in reinforced concrete beams. Ferrocement beams also experienced greater deflections than reinforced concrete beams under the same loads.
IRJET- Experimental Evaluation of Strength of Damaged RCC Beam Repaired us...IRJET Journal
This document presents an experimental study that evaluated the strength of reinforced concrete beams that were damaged and repaired. Control beams and beams with modeled damage involving cover spalling were tested. The damaged beams were repaired using a steel mesh oriented at 45 or 90 degrees, epoxy bonding agent, and modified concrete mortar. The repaired beams were tested and their strength, deflection, and crack patterns were compared to the control beams. The results showed that beams repaired with steel mesh at 45 degrees and modified mortar achieved higher strengths than the control beams, indicating that this repair method was effective at restoring and potentially increasing the beam capacity.
This document discusses the analysis of cable-stayed bridges. It begins with an introduction to cable-stayed bridges, noting that they usually span 200 to 800 meters and have towers from which cables support the bridge deck. It then discusses the various components of cable-stayed bridges such as the pylons, cables, and deck. The document also summarizes the different modeling, analysis methods like linear and non-linear, and software that can be used to analyze cable-stayed bridges. It concludes by stating that cable-stayed bridges are more economical than suspension bridges and that area object modeling is more accurate than spine modeling.
The document discusses the planning, analysis, and design of a G+3 steel-concrete composite building. Key aspects summarized include:
1) The building is 15m x 12m with 3.5m floor heights and will be analyzed and designed using STAAD-Pro software.
2) Composite structures combine the high tensile strength of steel with the high compressive strength of concrete. Shear connectors are critical to transfer forces between the steel and concrete.
3) Analysis of the building found typical bending moments, shear forces, and axial forces in the frames. The composite slab, beams, columns, and foundation were then designed.
4) Though initially more costly than RCC, the
IRJET- Seismic Analysis of Curve Cable-Stayed BridgeIRJET Journal
1) The document analyzes the seismic performance of cable-stayed bridges with different horizontal curvatures, ranging from straight to 5 degrees of curvature.
2) Six bridge models were analyzed using the software SAP2000, including a straight bridge and bridges with 1, 2, 3, 4, and 5 degrees of curvature.
3) The results show that base shear, pier displacement, and deck displacement all decreased as curvature increased from straight to 3 degrees, but then increased again from 3 to 5 degrees of curvature. The bridges with intermediate (2-3 degree) curvature demonstrated the best seismic performance.
This document presents an experimental study that analyzed the behavior of recycled aggregate concrete filled steel tube (RACFST) columns under different loading conditions. Eighteen RACFST specimens were tested with two concrete grades (30 MPa and 40 MPa) and three diameter-to-thickness ratios (25.283, 32.598, 38.948). The test results showed that the diameter-to-thickness ratio had a greater influence on the compression behavior than other factors like concrete strength or loading rate. The stiffness of RACFST specimens was strongly influenced by the ratio compared to the influence of concrete strength or loading rate. A finite element model was also developed and verified using the experimental results.
FINITE ELEMENT ANALYSIS OF STEEL BEAM-CFST COLUMN JOINTS CONFINED WITH CFRP B...IRJET Journal
This document discusses a finite element analysis of steel beam-concrete filled steel tube (CFST) column joints confined with carbon fiber reinforced polymer (CFRP) belt and rebar. A literature review is conducted on square and circular CFST columns. The study aims to determine the optimal arrangement of CFRP joint belt and rebar in connecting beams and CFST columns. Various CFRP belt layouts are modeled and analyzed using ANSYS software to improve the load carrying capacity of the beam-column connection system. The structural components are modeled using different element types and materials properties. Boundary conditions and meshing are applied to simulate the structural behavior under an applied load. The analysis results will help identify the best CFRP belt
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
Dynamic Analysis of Double-Skin Composite Steel PlatesIOSR Journals
1) The document analyzes dynamic finite element models of double-skin composite steel plates subjected to impact loading. A rigid penetrator impacts composite panels made of steel skins separated by a concrete core with shear stud connectors.
2) Results show that the panels have good energy absorption capacity due to the ductility of the lower steel plate and stiffness provided by lower shear studs. Increasing the upper or lower plate thickness, or concentrating more studs in the center, increases the energy absorbed before perforation.
3) The failure patterns are investigated. Under impact, the upper plate initially perforates and moves upward due to inertia effects. The upper studs increase plate stiffness. Concrete failure is more localized than under static
The influence of cable sag on the dynamic behaviour of cable stayed suspensio...eSAT Journals
Abstract The demand of long span bridge is increasing with infrastructure magnification. To achieve maximum central span in bridges is a motivating rational challenge. The bridge with more central span can be achieved using high strength materials and innovative forms of the bridges. The cable-stayed bridge has better structural stiffness and suspension bridge has ability to offer longer span thus combination of above two structural systems could achieve very long span cable-stayed suspension hybrid bridge. To distinguish behaviour and check the feasibility of this innovative form of hybrid bridge, 1400m central span and 312m side span cable-stayed suspension hybrid bridge is considered for analysis. The suspension portion length in central span is also playing important role in behaviour of the entire bridge. Bridge behaviour is presented for variable length of suspension portion in form of suspension portion to main span ratio. The main cable sag in central span is playing important role on behavior of the entire bridge. It directly influences the inclination angles of the main cables, the height of pylon and thus forces in pylon. The axial force in main cable is directly depending on the sag of main cable. The effects of main cable sag is studied by considering dimensionless parameter as sag to main span ratio as 1/9, 1/10 and 1/11. Paper also discusses results of nonlinear static analysis and modal analysis carried out using SAP2000 v14.0.0. The time period of bridge is used to present the behavior of bridge. Key Words: Cable supported long span bridge; cable stayed suspension hybrid bridge; cable sag to main span ratio; dynamic analysis
Design Thinking is a problem-solving framework that emphasizes a user-centered approach to innovation and design. It involves understanding user needs, challenging assumptions, redefining problems, and creating innovative solutions through iterative testing and refinement. The process is typically divided into five stages:
Empathize: Understand the users and their needs through observation, interviews, and user research. This stage focuses on gaining a deep insight into the user's experiences and emotions.
Define: Clearly articulate the problem or challenge based on the insights gathered during the empathize stage. This involves synthesizing the information to define the core issues that need to be addressed.
Ideate: Generate a wide range of creative ideas and potential solutions. This stage encourages brainstorming and thinking outside the box to explore different possibilities.
Prototype: Create tangible representations of selected ideas. Prototypes can be simple sketches, models, or interactive simulations that allow designers to explore and test their concepts.
Test: Evaluate the prototypes with real users to gather feedback and insights. This stage involves refining and improving the solutions based on user interactions and responses.
Design Thinking is iterative, meaning that the stages are revisited as needed to refine the solution. It promotes collaboration, creativity, and a deep understanding of the user, leading to more effective and innovative outcomes. This approach is widely used in various fields, including product design, service design, business strategy, and social innovation.
UI (User Interface) and UX (User Experience) design are critical components of creating effective, user-friendly digital products.
UI Design focuses on the visual aspects of a product. It involves designing the layout, buttons, icons, and other interactive elements that users interact with. A good UI design ensures that the product is visually appealing, consistent, and intuitive, making it easy for users to navigate and complete their tasks.
UX Design, on the other hand, is about the overall experience a user has with a product. It encompasses the entire user journey, from the initial discovery of the product to its continued use. UX designers conduct user research, create user personas, and develop wireframes and prototypes to ensure that the product meets the users' needs effectively. A strong UX design makes the product accessible, enjoyable, and valuable to the user.
Together, UI and UX design aim to create products that are not only functional and easy to use but also delightful and engaging. While UI design is concerned with the product’s aesthetics and interactive components, UX design focuses on the user’s overall journey and satisfaction. Combining both fields leads to a cohesive, effective, and user-centered product design.
UI/UX design is an essential discipline in the digital world, focusing on creating user-friendly and visually app
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Sub.ass.2
1. SUBJECTIVE ASSIGNMENT 2
NAME: B.RAJA VIGNESHPATHI
MAIL.ID.:raja0612vicky@gmail.com
APPLICATION NO.:180e4df5ecef11e9ac91351b67619a61
COLLEGE: SASTRA DEEMED TO BE
UNIVERSITY,THANJAVUR.
1
2. ACKNOWLEDGEMENT
• It is an immerse pleasure to place on the record our
deep sense of gratitude and regards to the academic
writing course which taught me how to write a
research article and how to publish an article without
plagiarism and also about the digital writing.
• I also thank the management for permitting me to do
this course.
2
4. A B S T R A C T
• Currently most railway bridges in Australia require the frequent
replacement of the timber transoms that reside in the railway
system. Composite steel and precast reinforced concrete transoms
have been proposed as the replacement for the current timber
counterparts.This paper provides an investigation of derailment
impact loading on precast reinforced concrete transoms.
• The paper investigates the derailment impact loading of a train
through experimental testing and numerical analysis of conventional
reinforced concrete transoms. The paper also evaluates the
potential use of 3 different shear connectors; welded shear studs,
Lindapter bolts and Ajax bolts. The results of the experimental tests
and finite element models are used to determine whether each
transom is a viable option for the replacement of the current timber
transoms on the existing bridges in Australia and whether they
provide a stronger and longer lasting solution to the current transom
problem.
4
5. INTRODUCTION
• Transoms are one of the most important components of a railway
system. They are designed as load carrying elements of a railway
bridge which span under the roadway and transfer the railway loads
to the trusses and beams.
• The reason being that composite steel-concrete provide a material
which utilises the best attributes of each individual element providing
higher strength, long service life and flexibility in design.
• Transoms are rectangular members which rest on the ballast, laid
perpendicular to the rails which they are fixed to by fastening
systems.
• The term transom and sleeper refer to the same member and can
be used interchangeably.
• The main purpose of transoms is to provide support to the track, by
embedding itself into the substructure and preventing vertical, lateral
and longitudinal movement.
5
6. • Furthermore, according to the authors, these elements are vital in the
transmission of applied axle loads on the superstructure to the
substructures underlying ballast layer.
• Existing research predominantly investigates the static and dynamic
loading on railway bridge structures but are limited to derailment
loading onto bridge structure itself and did not consider derailment
impact loading scenarios for the transoms.
• An experimental case study was conducted by Sorrenson & West on
a NSW steel railway bridge, in which stress, dynamic loading and
acceleration responses were recorded under normal traffic loading
conditions.
• A finite element structural sensitivity model was also constructed of
the bridge using the experimental data and was used to determine
variations in support and fixity conditions.
• The bridge's dynamic structural responses were computed and
compared to the experimental transient stress, acceleration, load and
bending stresses obtained.
6
7. • From these tests, adjustments were made to the structural model to
accurately correlate to the field test results.
• The purpose of this paper is to fill the knowledge gap of ballastless
tracks under derailment loading scenarios in the plastic region.
• This paper also aims to determine the failure modes and strength of
conventionally reinforced composite steel-concrete transoms in order
to provide a guide for engineers to use in designing railway bridges.
7
8. EXPERIMENTAL STUDY
• Three conventionally reinforced specimens of 2100mm length were
tested. The cross-sectional area of the transoms is 600mm wide
x180mm thick.
• The transoms consist of N10 stirrups at 90mm spacing, 2N12
reinforcing bars of 2030mm length and 4 N28 reinforcing bars of
2030mm length. Figs. 1 and 2 show the details of cross section and
longitudinal for the specimens, respectively.
8
9. • The types of connectors in the beams include 19mm welded shear
studs, 20mm Ajax bolts and 29mm Lindapter bolts as displayed
respectively from left to right in Fig. 3.
• Fig. 4 shows the location of the frame resisting the impact load and
the location of the impact load on a longitudinal section view. The
transom is set up underneath the impact loading machine, lined up
with the drop hammer and bolted into place using a frame.
9
10. • Fig. 5 illustrates the composite steel and precast transom and the
sides of the frame were set up and bolted to the hardstand floor. The
position of the transom was adjusted with a forklift until it was aligned
500mm from the impact hammer from the edge.
10
11. • Fig. 6 demonstrates the displacement laser which was aligned with the
impact point.
• Fig. 7 shows a rubber padding sheet was placed at the impact zone of
the specimen to reduce the initial peak load experienced.
11
12. • The steel sections over the base of the transoms I-beam were bolted
to the hard floor in order to prevent movement during the test as
shown in Fig. 8.
12
13. FINITE ELEMENT MODEL
MATERIAL PROPERTIES
• Through experimental analysis on the concrete presented in this
research, Table 1 outlines the basic material properties.
• In this finite element method, a technique called cap plasticity model
is incorporated into the modelling of the concrete.
• Here variables regarding the internal angle of friction, cohesion of
the concrete and hardening of the cap are to be defined which was
shown in Table 2.
13
14. • Regarding the plastic behaviour of the concrete, the cap hardening
also is required to be defined. The definition of this parameter is crucial
to the accuracy of the results as they define how the concrete will react
upon impact and how far the impactor will penetrate the concrete and
hence, influencing the force produced in the transom.
• Exclusive to explicit analysis,the density of concrete must also be
defined to accurately model the propogation of stress wave through
the structure.
• The elastic modulus, E for all steel was taken as 200 GPa.
• The density of all steel elements was taken as 7850 kg/m3.
14
15. • The initial material properties for the steel elements within the Abaqus
model are presented in Table 3 where the ratios for determining
ultimate stress (σus), plastic strain (εps), and ultimate strain (εus) are
given.
15
16. ELEMENT TYPE AND MESH
• The elements used for the nodes in this investigation are the C3D8R
element. As stated by Mirza, this is derived from the five aspects of
their behaviour; the family, degrees of freedom, number of nodes,
formulation and integration. The C3D8R element is used for all parts
except for the conventional reinforcement where the truss
element,T3D2 is used as shown in Table 4.
16
17. • Meshing is a crucial aspect of the finite element model. Due to the
nature of the loading, the model is run under explicit analysis.
• The mesh sizing used in the model is directly proportional to the
simulation time taken to run explicit analysis. The optimisation of the
mesh was performed with consideration to the accuracy of the results
produced and the computational time required.
• The mesh sizing used during the modelling procedure is outlined in
Table 5.
17
18. CONTACT INTERACTIONS
• The importance of contact interaction is greatly increased when the
composite structure is considered since the load-bearing capacity of
the structure is dependent upon the interaction between one or more
elements.
• Again, to reduce simulation times, tie constraints were used for all
surfaces except for the contact between the impactor and the
concrete.
• Due to the complexity of each model and the amount of time taken
to run each numerical analysis, the interactions were kept simple
with the use of tie constraints.
18
19. • Table 6 illustrates the interactions used for the finite element analysis.
19
20. LOADING CONDITIONS
• To compare the results obtained in this numerical analysis with the
experimental analysis conducted, the impactor was placed 200mm
above the surface of the transom and subjected to the velocity
produced from a 2 metre drop using a predefined field, calculated to
be 6.264 m/s as shown in Fig. 10.
• For the impact loading in the finite element model, an impactor of
100mm diameter is used to replicate the experimental conditions the
transoms will be subjected to.
• For the experimental studies, the impactor that is used has a weight
of 595 kg and is made from steel.
• Hence, the impactor must also be modelled in Abaqus.
20
21. BOUNDARY CONDITIONS
• To replicate the experimental setup, Fig. 11 shows the boundary
conditions used in the finite element model.
• To resist the reaction force produced by the impact loading, BC-1 is
placed 165mm before the end of the beam and resists
displacements in the y and z-directions.
• For the bolting of the support beam to the ground, BC-2 is placed
on the bottom face of the flange of the beam and resists
displacement only in the z direction.
• Finally, BC-3 is placed on the impactor to resist displacements in the
x and z directions to only allow movement in the y-direction.
• Therefore, movements in the x and z-directions are required to be
controlled.
21
23. RESULTS AND DISCUSSION
• To analyse the behaviour of the concrete, there are three main
points during the impact that has been outlined and discussed.
• These are represented by Points A, B and C, where the peak
deflection during loading, initial permanent deformation after the
initial contact and the final permanent deformation is highlighted by
these points respectively.
23
24. CONVENTIONALLY REINFORCED TRANSOM WITH
WELDED SHEAR STUDS (CRW)
• Point A in Fig. 12 is 31mm from the first contact between the impactor
and the concrete. The peak displacement produced is 47 mm.
• At point B a displacement is 19mm .This corresponds to a
displacement of 16mm for the experimental data with a discrepancy of 3
mm.
• The final permanent deformation at Point C is 18 mm. The experimental
data displays a similar permanent deformation of approximately 14mm
when averaged, corresponding to a discrepancy of 4mm.
24
25. • Region (1) in Fig. 13a and b outline the cracking through the
connection that occurs in both the specimen and model where the
stress has reached 10 MPa. Region (2) displays the stress occurring
around the impact zone.
25
26. CONVENTIONALLY REINFORCED TRANSOM WITH
AJAX BOLTS (CRA)
• From Fig. 15, Point A has a displacement of 28 mm. The peak
displacement produced by the experimental data is 42 mm,
corresponding to a difference of 14mm.
• Point B has a displacement of 14mm.This corresponds to a
displacement of 17mm for the experimental data with a discrepancy of 3
mm,
• The permanent deformation at Point C is 15 mm. The experimental data
displays a similar permanent deformation of 16 mm, corresponding to a
discrepancy of 1mm.
26
27. • Regions (1) and (2) outline the cracking through the connection that
occurs in both the specimen and model where the stress has reached
10 MPa. Region (3) displays the stress occurring around the impact
zone.
27
28. CONVENTIONALLY REINFORCED TRANSOM WITH
LINDAPTER BOLTS (CRL)
• Point A in Fig. 18 is 29mm from the first contact between the
impactor and the concrete. Comparatively, the peak displacement
produced by the experimental data is 37 mm, corresponding to a
difference of 8 mm.
• At point B concrete returns to a displacement of 10mm.This
corresponds to a displacement of13mm for the experimental data
with a discrepancy of 4 mm.
• The final permanent deformation at Point C is 12 mm. The
experimental data has a permanent deformation of approximately
11mm when averaged, corresponding to a discrepancy of 1mm
28
29. • Region (1) in Fig. 19a and b outline the cracking through the
connection that occurs in both the specimen and model where the
stress has reached 10 MPa. Due to the stiffness added by the shear
studs, bending also happens in the area outlined by Region (2). Region
(3) displays the stress occurring around the impact zone.
29
30. COMPARATIVE STUDY
• General observations showed that all tests experienced shear
failures in the concrete around the impact zone region.
• It was also observed that all of the cross sections at the loaded end
had delamination of the Bondek sheeting from the concrete transom.
• For the comparison of the results for the conventionally reinforced
specimens, both the CRA and CRL will be compared to the CRW.
• The real load for CRW was found to be 454.2 kN while the CRL and
CRA bolts showed a decrease in the real load of 4.9% and 10.2%
respectively.
• This is due to the CRW having a larger surface area on the head
that is situated in the concrete allowing for the load to be distributed
better as shown in Fig. 21
30
31. • . The permanent damage deformation of the CRL showed a 1.5mm
difference corresponding to an 11.3% decrease in comparison to the
CRW, whereas the CRA bolts showed a displacement increase of 2.6
mm, corresponding to an overall permanent damage deformation
increase of 19.5%. Discrepancy could be due to
manufacturing/fabrication stage errors or due to the differences in
vibrations near the shear studs.
• From the results discussed above it appears that more tests need to
be conducted in order to gain a higher confidence in the results.
31
32. CONCLUSIONS
• No signs of significant failure within the concrete transom or existing
steel structure were observed for either the experimental or
numerical analysis.
• Initial and severe cracking was produced particularly around the
connection due to the bending moment produced upon impact.
• Similar trends in deformation were displayed in all connectors.
However, the Lindapter bolt displayed the lowest peak and residual
deflections due to the extra surface area bonding to the concrete
and larger diameter, providing more stiffness to the concrete.
• Discrepancies between the numerical and experimental were
minimal, promoting the validity and future use of these finite element
models for parametric studies and investigations into further detail of
the failure behaviour.
32