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
THE EFFECT OF LATERAL CONFIGURATION ON STATIC AND DYNAMIC BEHAVIOUR OF LONG S...IAEME Publication
Long span bridge is the demand of every nation and it could be achieved with use of enhanced materials. With the development of the high strength materials and techniques for analysis of bridge, long span cable supported bridge are introduced. Generally, cable supported bridges comprise both suspension and cable-stayed bridge. Cable supported bridges are flexible in behavior. These flexible systems are susceptible to the dynamic effects of wind and earthquake loads. With increasing span of the bridge the flexibility of the bridge is increasing. Here, attempt is made to improve the rigidity of long span bridge and presented in this research paper. For enhancing the rigidity of the bridge in lateral and vertical directions, different configuration of the cables of long span cable supported bridges is considered in this study.
2 ijaems jul-2015-3-analysis and design of four leg steel transmission tower ...INFOGAIN PUBLICATION
In this project, the design of steel lattice tower prescribed for transmission of electricity by the categorized gravity and lateral loads has been studied and analysed for the employment of the project. The analysis has been done by taking different combination of loads and then the design has been come into picture using the code module IS 800:1984.
The present work describes the analysis and design of transmission line tower of 25 meter height viz. various parameters. In design of tower for weight optimization some parameters are considered such as; base width, height of tower , outline of tower. Using STAAD , analysis of transmission towers has been carried out as a 3-D structure. The tower members are designed as angle section.Prior to the design process the convincing site investigation and Envoirmental impact assessment data has to to collected through various modes via Electronic or Print media.
The desired safety factors has been actuated contemplating the selected location i.e Kasouli. The various factors including envoirmental and materials used for the structure is also be considered.The foundation detailing is chosen keeping in consideration the geotechnical investigation data. The software tool used in the process is STAAD.Pro 2008. The load calculations were performed manually but the analysis and design results were obtained through STAAD.Pro 2008. At all stages, the effort is to provide optimally safe design along with keeping the economic considerations.
Study of RF-MEMS Capacitive Shunt Switch for Microwave Backhaul Applications IOSRJECE
In this research paper, we have proposed a new type of capacitive shunt RF-MEMS switch. MicroElectro-Mechanical System (MEMS) is a combination of mechanical and electromagnetics properties at micro level unit. This MEMS switch can be used for switching purpose at RF and microwave frequencies, called RFMEMS switch. The RF-MEMS switch has a potential characteristics and superior performances at radio frequency. The MEMS switch has excellent advantages such as zero power consumption, high power handling capacity, high performance, and low inter-modulation distortion. In this proposed design, a new type of capacitive shunt switch is designed and analyzed for RF applications. The switch is designed both in UP and DOWN-states. The proposed switch design consists of substrate, co-planar waveguide (CPW), dielectric material and suspended metallic bridge. The proposed MEMS switch has dimension of 508 µm × 620 µm with a height of 500 µm and implemented on GaAs as a substrate material with relative permittivity of 12.9. The geometry and results of the proposed switch is designed using Ansoft HFSS electromagnetic simulator based on finite element method (FEM). The electrostatic and electromagnetic result showed better performances such as return loss, insertion loss and isolation. The switch has also excellent isolation property of -48 dB at 26 GHz.
THE EFFECT OF LATERAL CONFIGURATION ON STATIC AND DYNAMIC BEHAVIOUR OF LONG S...IAEME Publication
Long span bridge is the demand of every nation and it could be achieved with use of enhanced materials. With the development of the high strength materials and techniques for analysis of bridge, long span cable supported bridge are introduced. Generally, cable supported bridges comprise both suspension and cable-stayed bridge. Cable supported bridges are flexible in behavior. These flexible systems are susceptible to the dynamic effects of wind and earthquake loads. With increasing span of the bridge the flexibility of the bridge is increasing. Here, attempt is made to improve the rigidity of long span bridge and presented in this research paper. For enhancing the rigidity of the bridge in lateral and vertical directions, different configuration of the cables of long span cable supported bridges is considered in this study.
2 ijaems jul-2015-3-analysis and design of four leg steel transmission tower ...INFOGAIN PUBLICATION
In this project, the design of steel lattice tower prescribed for transmission of electricity by the categorized gravity and lateral loads has been studied and analysed for the employment of the project. The analysis has been done by taking different combination of loads and then the design has been come into picture using the code module IS 800:1984.
The present work describes the analysis and design of transmission line tower of 25 meter height viz. various parameters. In design of tower for weight optimization some parameters are considered such as; base width, height of tower , outline of tower. Using STAAD , analysis of transmission towers has been carried out as a 3-D structure. The tower members are designed as angle section.Prior to the design process the convincing site investigation and Envoirmental impact assessment data has to to collected through various modes via Electronic or Print media.
The desired safety factors has been actuated contemplating the selected location i.e Kasouli. The various factors including envoirmental and materials used for the structure is also be considered.The foundation detailing is chosen keeping in consideration the geotechnical investigation data. The software tool used in the process is STAAD.Pro 2008. The load calculations were performed manually but the analysis and design results were obtained through STAAD.Pro 2008. At all stages, the effort is to provide optimally safe design along with keeping the economic considerations.
Study of RF-MEMS Capacitive Shunt Switch for Microwave Backhaul Applications IOSRJECE
In this research paper, we have proposed a new type of capacitive shunt RF-MEMS switch. MicroElectro-Mechanical System (MEMS) is a combination of mechanical and electromagnetics properties at micro level unit. This MEMS switch can be used for switching purpose at RF and microwave frequencies, called RFMEMS switch. The RF-MEMS switch has a potential characteristics and superior performances at radio frequency. The MEMS switch has excellent advantages such as zero power consumption, high power handling capacity, high performance, and low inter-modulation distortion. In this proposed design, a new type of capacitive shunt switch is designed and analyzed for RF applications. The switch is designed both in UP and DOWN-states. The proposed switch design consists of substrate, co-planar waveguide (CPW), dielectric material and suspended metallic bridge. The proposed MEMS switch has dimension of 508 µm × 620 µm with a height of 500 µm and implemented on GaAs as a substrate material with relative permittivity of 12.9. The geometry and results of the proposed switch is designed using Ansoft HFSS electromagnetic simulator based on finite element method (FEM). The electrostatic and electromagnetic result showed better performances such as return loss, insertion loss and isolation. The switch has also excellent isolation property of -48 dB at 26 GHz.
Innovative solution for crossing larger spaces like railway yardRajesh Prasad
This paper titled Innovative solution for crossing larger spaces like railway yard has been presented in a seminar organised by CEAI at Kolkata on 03.06.2016
Structural Health Monitoring and Strengthening Of BridgesEditor IJCATR
This paper presents one bridge which were either rehabilitated or strengthened by using FRP composites. The resulting structure was then tested for the effect after using FRP composites for Rehabilitation and strengthening. In this paper, Structural Health Monitoring basics are covered and need for SHM in future in or India scenario. Use of FRP composites in Rehabilitation and Strengthening of structures is becoming increasingly popular and is opening new possibilities in construction and rehabilitation of structures.
Future fast track model for new road over bridge spanning over railway yard- ...Rajesh Prasad
Implementation of 4 lane cable stayed road over bridge is nearing completion. It is felt that it could be a future fast track model for construction of ROB over busy railway yard in India
Review Paper Study on Steel Transmission Towerijtsrd
India has a large population residing all over the country and the electricity supply need of this population creates requirement of large transmission and dispersion framework. Likewise, the demeanor of the essential assets for electrical force age viz., coal, hydro potential is very lopsided, consequently again adding to the transmission prerequisites. Transmission line is a coordinated framework comprising of transmitter subsystem, ground wire subsystem and one subsystem for every class of help structure. Mechanical help of transmission line addresses a huge segment of the expense of the line and they assume a significant part in the solid force transmission. They are planned and developed in wide assortment of shapes, types, sizes, setup and materials. The supporting construction types utilized in transmission line by and large can be categorized as one of the three classes cross section, shaft and guyed. Aditya Shrivastava | Prof. Afzal Khan "Review Paper Study on Steel Transmission Tower" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-5 , August 2021, URL: https://www.ijtsrd.com/papers/ijtsrd46389.pdf Paper URL: https://www.ijtsrd.com/engineering/civil-engineering/46389/review-paper-study-on-steel-transmission-tower/aditya-shrivastava
GM Distributed Generation Inverters in a Micro grid by Controlling Energy Man...IOSRJEEE
This project introduces a micro grid, which consists of different distributed generation units which are connected to the distribution grid. The operations of the DG units are coordinated by the power management algorithm in grid and islanded operations. The primary generation unit of the micro grid is the wind turbine and the proton exchange membrane fuel cell is used to supplement the variability in the power. In micro grid a battery is incorporated to overcome the difficulty of shortage of power demand during Islanded operation and to improve crest demands throughout grid connected operation. Previously the power management system was done using model predictive algorithm control design. Which has complex mathematical calculations to find out critical values Now in this project, ANFIS controller is used as the control design which reduces the design complexity as the logical operations are performed to find out critical values, the power quality such as harmonic compensation for nonlinear loads of the distribution system, will be improved when compared to model predictive algorithm control design and also It has fast response. The complete proposed system will be tested using MATLAB/SIMULINK and the simulation results reveal the attractive performance characteristics of the proposed system.
Finite Element Modeling of RCC voided Beam and it’s comparison with conventio...inventionjournals
In the construction of modern buildings, a network of pipes and ducts is necessary to accommodate essential services like water supply, sewage, air-conditioning, electricity, telephone, and computer network. Usually, these pipes and ducts are placed underneath the beam soffit and, for aesthetic reasons, are covered by a suspended ceiling, thus creating a dead space. The provision of transverse openings in floor beams to facilitate the passage of utility pipes and service ducts results not only in a more systematic layout of pipes and ducts, it also translates into substantial economic savings in the construction of a multistorey building
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Dynamic analysis of steel tube structure with bracing systemseSAT Journals
Abstract Nowadays, competition towards rise of tall steel structures made certain factors are compulsory like serviceability and comfort of human relating to lateral loads caused by wind or earthquake. Earthquake is dangerous to the living beings in terms of its effects on manmade structures. Structures like tall buildings are built to resist gravity loads. However many tall buildings are not so resistant in lateral loads due to earthquake so need an improvement in resisting lateral loads. So there are many structural systems which resist lateral loads by varying orientation, addition of different structural systems. Like steel tubular structural system is considered and compared for their results against lateral forces and also by providing mega bracing system and diagrid bracing system. In this dissertation work, four structural systems are considered in which one is framed structure and rest are tubular system with addition of different bracing systems as mega bracing and diagrid bracing system. For the purpose 45 storey steel structure with rectangular plan of dimension 44mx24m uniform throughout the height is considered and analyzed for gravity and lateral loads using ETABS software. Its intention is to obtain the functioning characteristics like displacements, storey shear, time period, frequency, peak displacement and peak acceleration in both x and y direction to get most economical structure in all ways. Results shows that the steel tubular structure with mega bracing system performance is much better than the framed structure, tubular and tubular structure with diagrid bracing system. Keywords: Steel Tube Structure, Mega Bracing, Diagrid Bracing, Dynamic Analysis, ETABS, Time and History Analysis.
Innovative solution for crossing larger spaces like railway yardRajesh Prasad
This paper titled Innovative solution for crossing larger spaces like railway yard has been presented in a seminar organised by CEAI at Kolkata on 03.06.2016
Structural Health Monitoring and Strengthening Of BridgesEditor IJCATR
This paper presents one bridge which were either rehabilitated or strengthened by using FRP composites. The resulting structure was then tested for the effect after using FRP composites for Rehabilitation and strengthening. In this paper, Structural Health Monitoring basics are covered and need for SHM in future in or India scenario. Use of FRP composites in Rehabilitation and Strengthening of structures is becoming increasingly popular and is opening new possibilities in construction and rehabilitation of structures.
Future fast track model for new road over bridge spanning over railway yard- ...Rajesh Prasad
Implementation of 4 lane cable stayed road over bridge is nearing completion. It is felt that it could be a future fast track model for construction of ROB over busy railway yard in India
Review Paper Study on Steel Transmission Towerijtsrd
India has a large population residing all over the country and the electricity supply need of this population creates requirement of large transmission and dispersion framework. Likewise, the demeanor of the essential assets for electrical force age viz., coal, hydro potential is very lopsided, consequently again adding to the transmission prerequisites. Transmission line is a coordinated framework comprising of transmitter subsystem, ground wire subsystem and one subsystem for every class of help structure. Mechanical help of transmission line addresses a huge segment of the expense of the line and they assume a significant part in the solid force transmission. They are planned and developed in wide assortment of shapes, types, sizes, setup and materials. The supporting construction types utilized in transmission line by and large can be categorized as one of the three classes cross section, shaft and guyed. Aditya Shrivastava | Prof. Afzal Khan "Review Paper Study on Steel Transmission Tower" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-5 , August 2021, URL: https://www.ijtsrd.com/papers/ijtsrd46389.pdf Paper URL: https://www.ijtsrd.com/engineering/civil-engineering/46389/review-paper-study-on-steel-transmission-tower/aditya-shrivastava
GM Distributed Generation Inverters in a Micro grid by Controlling Energy Man...IOSRJEEE
This project introduces a micro grid, which consists of different distributed generation units which are connected to the distribution grid. The operations of the DG units are coordinated by the power management algorithm in grid and islanded operations. The primary generation unit of the micro grid is the wind turbine and the proton exchange membrane fuel cell is used to supplement the variability in the power. In micro grid a battery is incorporated to overcome the difficulty of shortage of power demand during Islanded operation and to improve crest demands throughout grid connected operation. Previously the power management system was done using model predictive algorithm control design. Which has complex mathematical calculations to find out critical values Now in this project, ANFIS controller is used as the control design which reduces the design complexity as the logical operations are performed to find out critical values, the power quality such as harmonic compensation for nonlinear loads of the distribution system, will be improved when compared to model predictive algorithm control design and also It has fast response. The complete proposed system will be tested using MATLAB/SIMULINK and the simulation results reveal the attractive performance characteristics of the proposed system.
Finite Element Modeling of RCC voided Beam and it’s comparison with conventio...inventionjournals
In the construction of modern buildings, a network of pipes and ducts is necessary to accommodate essential services like water supply, sewage, air-conditioning, electricity, telephone, and computer network. Usually, these pipes and ducts are placed underneath the beam soffit and, for aesthetic reasons, are covered by a suspended ceiling, thus creating a dead space. The provision of transverse openings in floor beams to facilitate the passage of utility pipes and service ducts results not only in a more systematic layout of pipes and ducts, it also translates into substantial economic savings in the construction of a multistorey building
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Dynamic analysis of steel tube structure with bracing systemseSAT Journals
Abstract Nowadays, competition towards rise of tall steel structures made certain factors are compulsory like serviceability and comfort of human relating to lateral loads caused by wind or earthquake. Earthquake is dangerous to the living beings in terms of its effects on manmade structures. Structures like tall buildings are built to resist gravity loads. However many tall buildings are not so resistant in lateral loads due to earthquake so need an improvement in resisting lateral loads. So there are many structural systems which resist lateral loads by varying orientation, addition of different structural systems. Like steel tubular structural system is considered and compared for their results against lateral forces and also by providing mega bracing system and diagrid bracing system. In this dissertation work, four structural systems are considered in which one is framed structure and rest are tubular system with addition of different bracing systems as mega bracing and diagrid bracing system. For the purpose 45 storey steel structure with rectangular plan of dimension 44mx24m uniform throughout the height is considered and analyzed for gravity and lateral loads using ETABS software. Its intention is to obtain the functioning characteristics like displacements, storey shear, time period, frequency, peak displacement and peak acceleration in both x and y direction to get most economical structure in all ways. Results shows that the steel tubular structure with mega bracing system performance is much better than the framed structure, tubular and tubular structure with diagrid bracing system. Keywords: Steel Tube Structure, Mega Bracing, Diagrid Bracing, Dynamic Analysis, ETABS, Time and History Analysis.
STATIC AND DYNAMIC ANALYSIS OF CABLE-STAYED SUSPENSION HYBRID BRIDGE & VALIDA...IAEME Publication
The requirement of long span bridge is increase with development of infrastructure facility in every nation. Long span bridge could be achieved with use of high strength materials and innovative techniques for analysis of bridge. Generally, cable supported bridges comprise both suspension and cable-stayed bridge. Cable supported bridges are very flexible in behavior. These flexible systems are susceptible to the dynamic effects of wind and earthquake loads. The cable-stayed bridge could provide more rigidity due to presence of tensed cable stays as a force resistance element. The suspension bridge could assigned more span in the field of bridge. So, combination of above two structural system the innovative form of cable-stayed suspension hybrid bridge could be the better option to provide more span. Here, attempt is made to analyse long span cable-stayed suspension hybrid bridge. The literature survey on the topic of analysis of cable-stayed suspension hybrid bridge is presented in the current paper. Modeling of cable-stayed suspension hybrid bridge in SAP2000 software and its validation is carried out. The nonlinear static analysis and modal time history analysis of cable-stayed suspension hybrid bridge is carried out in SAP2000 software. The time period of bridge for different mode shape is presented to compare the result of research paper with Sap 2000 software.
Practical analysis procedures of steel portal frames having different connect...Ali Msabawy
The real behaviour of connections in the steel buildings is often underestimated by designers at the structural analysis and design stages, despite their influences on the structural performance, deflection limits and a possibility of achieving a reduction in the material weights, which can significantly reduce the overall cost and amount of energy embodied. This paper, therefore, described systematic and simplified procedures to conduct a first-order elastic structural analysis of the semi-rigid steel portal frames in order to implement a design optimization using a Generalized Reduced Gradient (GRG) algorithm within Solver Add-in tool in Microsoft Excel. The written program used the robustness and efficiency of the Finite Element (FE) method with the versatility of a spreadsheet format in Excel. To simulate the semi-rigid response of the connections, the mathematical representation through End-Fixity Factor and the Modified Stiffness Matrix were used to incorporate such behaviour into structural analysis packages. To validate the written program, a computer-based analysis was conducted using Prokon® software and comparing analysis results with those obtained from the Excel spreadsheet. It demonstrates that Excel's results were perfectly accurate. Consequently, the procedure of establishing spreadsheets as a finite element analysis software for a certain form of frames demonstrates its validity.
Dynamic analysis of a reinforced concrete horizontal curved beam using softwareeSAT Journals
Abstract
Dynamic analysis of a reinforced concrete beam bridge, horizontally curved in plan is done using a finite element software. The
support conditions considered are simple supports. Dynamic loading in the form of moving vehicular load is taken into account
for the purpose of analysis. IRC Class AA type of vehicle is simulated on two lanes on the beam of span 31m, having a box type
cross-section. A parametric study is done varying the radius of curvature of the beam from 50 m to 250 m with the interval of 50
m to check the behavior of the beam. Various responses of the beam like bending moment, shear force, torsional moment and
deflection are calculated. The influence of a non-dimensional parameter L/R i.e. ratio of length of the beam to radius of curvature
of the beam is verified for the responses of the beam. From the results, it has been found that the responses i.e. the bending
moment, shear force, torsional moment and deflection of the beam decrease as the radius of curvature of the beam in increased.
Also, the responses of the beam increase as the L/R ratio is increased.
Keywords: Dynamic analysis, horizontally curved beam, finite element, moving vehicular moving load, Simply
Supported, Box type, parametric study, L/R ratio
Optimum Dimensions of Suspension Bridges Considering Natural PeriodIOSR Journals
Abstract: Suspension bridge is an efficient structural system particularly for large spans. Many difficulties
related to design and construction feasibility arises due to its long central span. There are many suspension
bridges around the world and dynamic behavior has been found to be the primary concern for those bridges.
Natural period of a suspension bridge mainly dependent on the span and other structural dimensions related to
the stiffness. In the present study, the effects of structural parameters like deck depth and tower height on
natural period of suspension bridges having different central spans are conducted. Natural periods are
analyzed by modal analysis for central span lengths ranges from 600m to 1400m. The modal analysis is
performed by finite element software package SAP2000. For each central span, tower heights and deck depth
are varied and the consequences of these variations on the natural periods of various types of vibration modes
are investigated and dominant mode for each span is recognized. Obtained values from the analysis were
utilized to plot three dimensional surfaces representing correlation among natural period, deck depth, tower
height, and span, using MATLAB functions. A relationship among tentative optimum deck depth, optimum tower
height and central span of suspension bridge is developed for obtaining minimum natural period. This
relationship can be used to obtain the tentative optimum dimensions of a suspension bridge with central span
between 600m to 1400m.
Keywords: suspension bridge, natural period, optimum dimensions, modal analysis.
Study of castellated beam using stiffeners a revieweSAT Journals
Abstract Now-a-days the use of castellated beam has been admired due to its beneficial functions like light in weight, easy to erect, economical and stronger. The castellated beam is manufactured from its parent solid I beam by cutting it in zigzag pattern and again joining it by welding, so that the depth of the beam increases. Hence, due to increase in depth of beam load carrying capacity of the parent I section is increased with same quantity of material. The increase in depth of castellated beam leads to web post buckling and lateral torsional buckling failure when these beams are subjected to loading. There are many other modes of failure like formation of flexure mechanism, lateral torsional buckling, and formation of vierendeel mechanism, rupture of the welded joint in a web post and shear buckling of a web post which needs to be taken care of. Study shows that use of stiffeners in the web portion of beam helps in minimizing these failures. Therefore, a detailed study in respect of number of stiffeners, size of stiffener and there locations in the web portion of castellated beam needs to be carried out. Hence, in the present paper an attempt has been made to review existing literature, concerned with strength of beam using stiffeners. The literature survey indicates that use of stiffeners in web portion of castellated beams helps in increasing the strength and also minimizing the deflection. Researchers have suggested using stiffener along the edges in order to reduce the stress concentration along openings.. Key Words: openings, castellated beam, cellular beam, stiffener, thickness.
Mechanical properties of hybrid fiber reinforced concrete for pavementseSAT Journals
Abstract
The effect of addition of mono fibers and hybrid fibers on the mechanical properties of concrete mixture is studied in the present
investigation. Steel fibers of 1% and polypropylene fibers 0.036% were added individually to the concrete mixture as mono fibers and
then they were added together to form a hybrid fiber reinforced concrete. Mechanical properties such as compressive, split tensile and
flexural strength were determined. The results show that hybrid fibers improve the compressive strength marginally as compared to
mono fibers. Whereas, hybridization improves split tensile strength and flexural strength noticeably.
Keywords:-Hybridization, mono fibers, steel fiber, polypropylene fiber, Improvement in mechanical properties.
Material management in construction – a case studyeSAT Journals
Abstract
The objective of the present study is to understand about all the problems occurring in the company because of improper application
of material management. In construction project operation, often there is a project cost variance in terms of the material, equipments,
manpower, subcontractor, overhead cost, and general condition. Material is the main component in construction projects. Therefore,
if the material management is not properly managed it will create a project cost variance. Project cost can be controlled by taking
corrective actions towards the cost variance. Therefore a methodology is used to diagnose and evaluate the procurement process
involved in material management and launch a continuous improvement was developed and applied. A thorough study was carried
out along with study of cases, surveys and interviews to professionals involved in this area. As a result, a methodology for diagnosis
and improvement was proposed and tested in selected projects. The results obtained show that the main problem of procurement is
related to schedule delays and lack of specified quality for the project. To prevent this situation it is often necessary to dedicate
important resources like money, personnel, time, etc. To monitor and control the process. A great potential for improvement was
detected if state of the art technologies such as, electronic mail, electronic data interchange (EDI), and analysis were applied to the
procurement process. These helped to eliminate the root causes for many types of problems that were detected.
Managing drought short term strategies in semi arid regions a case studyeSAT Journals
Abstract
Drought management needs multidisciplinary action. Interdisciplinary efforts among the experts in various fields of the droughts
prone areas are helpful to achieve tangible and permanent solution for this recurring problem. The Gulbarga district having the total
area around 16, 240 sq.km, and accounts 8.45 per cent of the Karnataka state area. The district has been situated with latitude 17º 19'
60" North and longitude of 76 º 49' 60" east. The district is situated entirely on the Deccan plateau positioned at a height of 300 to
750 m above MSL. Sub-tropical, semi-arid type is one among the drought prone districts of Karnataka State. The drought
management is very important for a district like Gulbarga. In this paper various short term strategies are discussed to mitigate the
drought condition in the district.
Keywords: Drought, South-West monsoon, Semi-Arid, Rainfall, Strategies etc.
Life cycle cost analysis of overlay for an urban road in bangaloreeSAT Journals
Abstract
Pavements are subjected to severe condition of stresses and weathering effects from the day they are constructed and opened to traffic
mainly due to its fatigue behavior and environmental effects. Therefore, pavement rehabilitation is one of the most important
components of entire road systems. This paper highlights the design of concrete pavement with added mono fibers like polypropylene,
steel and hybrid fibres for a widened portion of existing concrete pavement and various overlay alternatives for an existing
bituminous pavement in an urban road in Bangalore. Along with this, Life cycle cost analyses at these sections are done by Net
Present Value (NPV) method to identify the most feasible option. The results show that though the initial cost of construction of
concrete overlay is high, over a period of time it prove to be better than the bituminous overlay considering the whole life cycle cost.
The economic analysis also indicates that, out of the three fibre options, hybrid reinforced concrete would be economical without
compromising the performance of the pavement.
Keywords: - Fatigue, Life cycle cost analysis, Net Present Value method, Overlay, Rehabilitation
Laboratory studies of dense bituminous mixes ii with reclaimed asphalt materialseSAT Journals
Abstract
The issue of growing demand on our nation’s roadways over that past couple of decades, decreasing budgetary funds, and the need to
provide a safe, efficient, and cost effective roadway system has led to a dramatic increase in the need to rehabilitate our existing
pavements and the issue of building sustainable road infrastructure in India. With these emergency of the mentioned needs and this
are today’s burning issue and has become the purpose of the study.
In the present study, the samples of existing bituminous layer materials were collected from NH-48(Devahalli to Hassan) site.The
mixtures were designed by Marshall Method as per Asphalt institute (MS-II) at 20% and 30% Reclaimed Asphalt Pavement (RAP).
RAP material was blended with virgin aggregate such that all specimens tested for the, Dense Bituminous Macadam-II (DBM-II)
gradation as per Ministry of Roads, Transport, and Highways (MoRT&H) and cost analysis were carried out to know the economics.
Laboratory results and analysis showed the use of recycled materials showed significant variability in Marshall Stability, and the
variability increased with the increase in RAP content. The saving can be realized from utilization of recycled materials as per the
methodology, the reduction in the total cost is 19%, 30%, comparing with the virgin mixes.
Keywords: Reclaimed Asphalt Pavement, Marshall Stability, MS-II, Dense Bituminous Macadam-II
Laboratory investigation of expansive soil stabilized with natural inorganic ...eSAT Journals
Abstract
Soil stabilization has proven to be one of the oldest techniques to improve the soil properties. Literature review conducted revealed
that uses of natural inorganic stabilizers are found to be one of the best options for soil stabilization. In this regard an attempt has
been made to evaluate the influence of RBI-81 stabilizer on properties of black cotton soil through laboratory investigations. Black
cotton soil with varying percentages of RBI-81 viz., 0, 0.5, 1, 1.5, 2, and 2.5 percent were studied for moisture density relationships
and strength behaviour of soils. Also the effect of curing period was evaluated as literature review clearly emphasized the strength
gain of soils stabilized with RBI-81 over a period of time. The results obtained shows that the unconfined compressive strength of
specimens treated with RBI-81 increased approximately by 250% for a curing period of 28 days as compared to virgin soil. Further
the CBR value improved approximately by 400%. The studies indicated an increasing trend for soil strength behaviour with
increasing percentage of RBI-81 suggesting its potential applications in soil stabilization.
Influence of reinforcement on the behavior of hollow concrete block masonry p...eSAT Journals
Abstract
Reinforced masonry was developed to exploit the strength potential of masonry and to solve its lack of tensile strength. Experimental
and analytical studies have been carried out to investigate the effect of reinforcement on the behavior of hollow concrete block
masonry prisms under compression and to predict ultimate failure compressive strength. In the numerical program, three dimensional
non-linear finite elements (FE) model based on the micro-modeling approach is developed for both unreinforced and reinforced
masonry prisms using ANSYS (14.5). The proposed FE model uses multi-linear stress-strain relationships to model the non-linear
behavior of hollow concrete block, mortar, and grout. Willam-Warnke’s five parameter failure theory has been adopted to model the
failure of masonry materials. The comparison of the numerical and experimental results indicates that the FE models can successfully
capture the highly nonlinear behavior of the physical specimens and accurately predict their strength and failure mechanisms.
Keywords: Structural masonry, Hollow concrete block prism, grout, Compression failure, Finite element method,
Numerical modeling.
Influence of compaction energy on soil stabilized with chemical stabilizereSAT Journals
Abstract
Increase in traffic along with heavier magnitude of wheel loads cause rapid deterioration in pavements. There is a need to improve
density, strength of soil subgrade and other pavement layers. In this study an attempt is made to improve the properties of locally
available loamy soil using twin approaches viz., i) increasing the compaction of soil and ii) treating the soil with chemical stabilizer.
Laboratory studies are carried out on both untreated and treated soil samples compacted by different compaction efforts. Studies
show that increase in compaction effort results in increase in density of soil. However in soil treated with chemical stabilizer, rate of
increase in density is not significant. The soil treated with chemical stabilizer exhibits improvement in both strength and performance
properties.
Keywords: compaction, density, subgradestabilization, resilient modulus
Geographical information system (gis) for water resources managementeSAT Journals
Abstract
Water resources projects are inherited with overlapping and at times conflicting objectives. These projects are often of varied sizes
ranging from major projects with command areas of millions of hectares to very small projects implemented at the local level. Thus,
in all these projects there is seldom proper coordination which is essential for ensuring collective sustainability.
Integrated watershed development and management is the accepted answer but in turn requires a comprehensive framework that can
enable planning process involving all the stakeholders at different levels and scales is compulsory. Such a unified hydrological
framework is essential to evaluate the cause and effect of all the proposed actions within the drainage basins.
The present paper describes a hydrological framework developed in the form of a Hydrologic Information System (HIS) which is
intended to meet the specific information needs of the various line departments of a typical State connected with water related aspects.
The HIS consist of a hydrologic information database coupled with tools for collating primary and secondary data and tools for
analyzing and visualizing the data and information. The HIS also incorporates hydrological model base for indirect assessment of
various entities of water balance in space and time. The framework would be maintained and updated to reflect fully the most
accurate ground truth data and the infrastructure requirements for planning and management.
Keywords: Hydrological Information System (HIS); WebGIS; Data Model; Web Mapping Services
Forest type mapping of bidar forest division, karnataka using geoinformatics ...eSAT Journals
Abstract
The study demonstrate the potentiality of satellite remote sensing technique for the generation of baseline information on forest types
including tree plantation details in Bidar forest division, Karnataka covering an area of 5814.60Sq.Kms. The Total Area of Bidar
forest division is 5814Sq.Kms analysis of the satellite data in the study area reveals that about 84% of the total area is Covered by
crop land, 1.778% of the area is covered by dry deciduous forest, 1.38 % of mixed plantation, which is very threatening to the
environmental stability of the forest, future plantation site has been mapped. With the use of latest Geo-informatics technology proper
and exact condition of the trees can be observed and necessary precautions can be taken for future plantation works in an appropriate
manner
Keywords:-RS, GIS, GPS, Forest Type, Tree Plantation
Factors influencing compressive strength of geopolymer concreteeSAT Journals
Abstract
To study effects of several factors on the properties of fly ash based geopolymer concrete on the compressive strength and also the
cost comparison with the normal concrete. The test variables were molarities of sodium hydroxide(NaOH) 8M,14M and 16M, ratio of
NaOH to sodium silicate (Na2SiO3) 1, 1.5, 2 and 2.5, alkaline liquid to fly ash ratio 0.35 and 0.40 and replacement of water in
Na2SiO3 solution by 10%, 20% and 30% were used in the present study. The test results indicated that the highest compressive
strength 54 MPa was observed for 16M of NaOH, ratio of NaOH to Na2SiO3 2.5 and alkaline liquid to fly ash ratio of 0.35. Lowest
compressive strength of 27 MPa was observed for 8M of NaOH, ratio of NaOH to Na2SiO3 is 1 and alkaline liquid to fly ash ratio of
0.40. Alkaline liquid to fly ash ratio of 0.35, water replacement of 10% and 30% for 8 and 16 molarity of NaOH and has resulted in
compressive strength of 36 MPa and 20 MPa respectively. Superplasticiser dosage of 2 % by weight of fly ash has given higher
strength in all cases.
Keywords: compressive strength, alkaline liquid, fly ash
Experimental investigation on circular hollow steel columns in filled with li...eSAT Journals
Abstract
Composite Circular hollow Steel tubes with and without GFRP infill for three different grades of Light weight concrete are tested for
ultimate load capacity and axial shortening , under Cyclic loading. Steel tubes are compared for different lengths, cross sections and
thickness. Specimens were tested separately after adopting Taguchi’s L9 (Latin Squares) Orthogonal array in order to save the initial
experimental cost on number of specimens and experimental duration. Analysis was carried out using ANN (Artificial Neural
Network) technique with the assistance of Mini Tab- a statistical soft tool. Comparison for predicted, experimental & ANN output is
obtained from linear regression plots. From this research study, it can be concluded that *Cross sectional area of steel tube has most
significant effect on ultimate load carrying capacity, *as length of steel tube increased- load carrying capacity decreased & *ANN
modeling predicted acceptable results. Thus ANN tool can be utilized for predicting ultimate load carrying capacity for composite
columns.
Keywords: Light weight concrete, GFRP, Artificial Neural Network, Linear Regression, Back propagation, orthogonal
Array, Latin Squares
Experimental behavior of circular hsscfrc filled steel tubular columns under ...eSAT Journals
Abstract
This paper presents an outlook on experimental behavior and a comparison with predicted formula on the behaviour of circular
concentrically loaded self-consolidating fibre reinforced concrete filled steel tube columns (HSSCFRC). Forty-five specimens were
tested. The main parameters varied in the tests are: (1) percentage of fiber (2) tube diameter or width to wall thickness ratio (D/t
from 15 to 25) (3) L/d ratio from 2.97 to 7.04 the results from these predictions were compared with the experimental data. The
experimental results) were also validated in this study.
Keywords: Self-compacting concrete; Concrete-filled steel tube; axial load behavior; Ultimate capacity.
Evaluation of punching shear in flat slabseSAT Journals
Abstract
Flat-slab construction has been widely used in construction today because of many advantages that it offers. The basic philosophy in
the design of flat slab is to consider only gravity forces; this method ignores the effect of punching shear due to unbalanced moments
at the slab column junction which is critical. An attempt has been made to generate generalized design sheets which accounts both
punching shear due to gravity loads and unbalanced moments for cases (a) interior column; (b) edge column (bending perpendicular
to shorter edge); (c) edge column (bending parallel to shorter edge); (d) corner column. These design sheets are prepared as per
codal provisions of IS 456-2000. These design sheets will be helpful in calculating the shear reinforcement to be provided at the
critical section which is ignored in many design offices. Apart from its usefulness in evaluating punching shear and the necessary
shear reinforcement, the design sheets developed will enable the designer to fix the depth of flat slab during the initial phase of the
design.
Keywords: Flat slabs, punching shear, unbalanced moment.
Evaluation of performance of intake tower dam for recent earthquake in indiaeSAT Journals
Abstract
Intake towers are typically tall, hollow, reinforced concrete structures and form entrance to reservoir outlet works. A parametric
study on dynamic behavior of circular cylindrical towers can be carried out to study the effect of depth of submergence, wall thickness
and slenderness ratio, and also effect on tower considering dynamic analysis for time history function of different soil condition and
by Goyal and Chopra accounting interaction effects of added hydrodynamic mass of surrounding and inside water in intake tower of
dam
Key words: Hydrodynamic mass, Depth of submergence, Reservoir, Time history analysis,
Evaluation of operational efficiency of urban road network using travel time ...eSAT Journals
Abstract
Efficiency of the road network system is analyzed by travel time reliability measures. The study overlooks on an important measure of
travel time reliability and prioritizing Tiruchirappalli road network. Traffic volume and travel time were collected using license plate
matching method. Travel time measures were estimated from average travel time and 95th travel time. Effect of non-motorized vehicle
on efficiency of road system was evaluated. Relation between buffer time index and traffic volume was created. Travel time model has
been developed and travel time measure was validated. Then service quality of road sections in network were graded based on
travel time reliability measures.
Keywords: Buffer Time Index (BTI); Average Travel Time (ATT); Travel Time Reliability (TTR); Buffer Time (BT).
Estimation of surface runoff in nallur amanikere watershed using scs cn methodeSAT Journals
Abstract
The development of watershed aims at productive utilization of all the available natural resources in the entire area extending from
ridge line to stream outlet. The per capita availability of land for cultivation has been decreasing over the years. Therefore, water and
the related land resources must be developed, utilized and managed in an integrated and comprehensive manner. Remote sensing and
GIS techniques are being increasingly used for planning, management and development of natural resources. The study area, Nallur
Amanikere watershed geographically lies between 110 38’ and 110 52’ N latitude and 760 30’ and 760 50’ E longitude with an area of
415.68 Sq. km. The thematic layers such as land use/land cover and soil maps were derived from remotely sensed data and overlayed
through ArcGIS software to assign the curve number on polygon wise. The daily rainfall data of six rain gauge stations in and around
the watershed (2001-2011) was used to estimate the daily runoff from the watershed using Soil Conservation Service - Curve Number
(SCS-CN) method. The runoff estimated from the SCS-CN model was then used to know the variation of runoff potential with different
land use/land cover and with different soil conditions.
Keywords: Watershed, Nallur watershed, Surface runoff, Rainfall-Runoff, SCS-CN, Remote Sensing, GIS.
Estimation of morphometric parameters and runoff using rs & gis techniqueseSAT Journals
Abstract
Land and water are the two vital natural resources, the optimal management of these resources with minimum adverse environmental
impact are essential not only for sustainable development but also for human survival. Satellite remote sensing with geographic
information system has a pragmatic approach to map and generate spatial input layers of predicting response behavior and yield of
watershed. Hence, in the present study an attempt has been made to understand the hydrological process of the catchment at the
watershed level by drawing the inferences from moprhometric analysis and runoff. The study area chosen for the present study is
Yagachi catchment situated in Chickamaglur and Hassan district lies geographically at a longitude 75⁰52’08.77”E and
13⁰10’50.77”N latitude. It covers an area of 559.493 Sq.km. Morphometric analysis is carried out to estimate morphometric
parameters at Micro-watershed to understand the hydrological response of the catchment at the Micro-watershed level. Daily runoff
is estimated using USDA SCS curve number model for a period of 10 years from 2001 to 2010. The rainfall runoff relationship of the
study shows there is a positive correlation.
Keywords: morphometric analysis, runoff, remote sensing and GIS, SCS - method
-
Effect of variation of plastic hinge length on the results of non linear anal...eSAT Journals
Abstract The nonlinear Static procedure also well known as pushover analysis is method where in monotonically increasing loads are applied to the structure till the structure is unable to resist any further load. It is a popular tool for seismic performance evaluation of existing and new structures. In literature lot of research has been carried out on conventional pushover analysis and after knowing deficiency efforts have been made to improve it. But actual test results to verify the analytically obtained pushover results are rarely available. It has been found that some amount of variation is always expected to exist in seismic demand prediction of pushover analysis. Initial study is carried out by considering user defined hinge properties and default hinge length. Attempt is being made to assess the variation of pushover analysis results by considering user defined hinge properties and various hinge length formulations available in literature and results compared with experimentally obtained results based on test carried out on a G+2 storied RCC framed structure. For the present study two geometric models viz bare frame and rigid frame model is considered and it is found that the results of pushover analysis are very sensitive to geometric model and hinge length adopted. Keywords: Pushover analysis, Base shear, Displacement, hinge length, moment curvature analysis
Effect of use of recycled materials on indirect tensile strength of asphalt c...eSAT Journals
Abstract
Depletion of natural resources and aggregate quarries for the road construction is a serious problem to procure materials. Hence
recycling or reuse of material is beneficial. On emphasizing development in sustainable construction in the present era, recycling of
asphalt pavements is one of the effective and proven rehabilitation processes. For the laboratory investigations reclaimed asphalt
pavement (RAP) from NH-4 and crumb rubber modified binder (CRMB-55) was used. Foundry waste was used as a replacement to
conventional filler. Laboratory tests were conducted on asphalt concrete mixes with 30, 40, 50, and 60 percent replacement with RAP.
These test results were compared with conventional mixes and asphalt concrete mixes with complete binder extracted RAP
aggregates. Mix design was carried out by Marshall Method. The Marshall Tests indicated highest stability values for asphalt
concrete (AC) mixes with 60% RAP. The optimum binder content (OBC) decreased with increased in RAP in AC mixes. The Indirect
Tensile Strength (ITS) for AC mixes with RAP also was found to be higher when compared to conventional AC mixes at 300C.
Keywords: Reclaimed asphalt pavement, Foundry waste, Recycling, Marshall Stability, Indirect tensile strength.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
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Overview of the fundamental roles in Hydropower generation and the components involved in wider Electrical Engineering.
This paper presents the design and construction of hydroelectric dams from the hydrologist’s survey of the valley before construction, all aspects and involved disciplines, fluid dynamics, structural engineering, generation and mains frequency regulation to the very transmission of power through the network in the United Kingdom.
Author: Robbie Edward Sayers
Collaborators and co editors: Charlie Sims and Connor Healey.
(C) 2024 Robbie E. Sayers
The influence of cable sag on the dynamic behaviour of cable stayed suspension bridge with variable suspension to main span ratio
1. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 11 | Nov-2015, Available @ http://www.ijret.org 290
THE INFLUENCE OF CABLE SAG ON THE DYNAMIC BEHAVIOUR
OF CABLE-STAYED SUSPENSION BRIDGE WITH VARIABLE
SUSPENSION TO MAIN SPAN RATIO
G. M. Savaliya1
, A. K. Desai2
, S. A. Vasanwala3
1
Assistant Professor, Civil Engineering Department, Government Engineering College, Surat, Gujarat, India
2
Professor, Applied Mechanics Department, SVNIT, Surat, Gujarat, India
3
Professor, Applied Mechanics Department, SVNIT, Surat, Gujarat, India
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
--------------------------------------------------------------------***----------------------------------------------------------------------
1. INTRODUCTION
The long span bridge is the demand of the modern day. To
achieve medium or long span bridge cable supported bridges
are used. As per the form of the bridge, the cable supported
bridges can be subdivided in to cable stayed bridges and
suspension bridges. Long span bridges can be achieved
using high strength steel cables as a key force resisting
structural element. Use of high strength steel cables leads to
provide a competitive solution for spans between 200m to
2000m.
Border line for a maximum span in bridges is determined by
the strength, stiffness and density of materials. So, a high
strength material is one area of research and many scientists
had worked a lot in that area. The cable-stayed bridge and
the suspension bridges, although similar in philosophy and
have many differences in practice. One of the main reasons
for their advantages in relation to other forms of bridge is the
most efficient way in which the systems use materials, i.e.
direct stress under which all the fibers have the same stress
resulting in full utilization of the material. Some aspects of
cable supported bridges are illustrated here.
1.1 Suspension Bridge
A deck of suspension bridge is hanged by vertical hangers,
which are connected to main suspension caternary cables.
The main cable is continuous, over saddles at the pylons, or
towers, from anchorage to anchorage. In a suspension
bridge, a procedure to find the initial configuration under
dead load is relatively simple as the main extremities are
fixed at earth constraints.
As an outcome, optimization techniques are frequently
employed with the purpose to identify the structural behavior
of the bridge with respect more complex external loads such
as aeroelastic and seismic phenomena. However, most of the
methodologies are typically concerned to evaluate optimum
post-tensioning forces in the dead load (DL) configuration,
without achieving the complete optimization of the
geometry, the stiffness of the structural elements and thus
the costs of construction.
1.2 Cable-Stayed Bridge
In the cable-stayed bridges, the deck is supported by the
inclined stayed cables. Cable-stays support the bridge deck
throughout its length, the closeness cables reduces the
required depth and stiffness of the longitudinal girder to a
least and hence allowing the structure of comparatively long
span. In the cable-stayed bridge load of the deck is
transferred to pylon through cable stays and from pylon it is
transfer to foundation. The structural members like cable
stays and deck are subjected to tensile forces and decks and
2. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 11 | Nov-2015, Available @ http://www.ijret.org 291
pylons are subjected to compressive forces. In deck the
effect of bending and shear is less influential. For cable-
stayed bridge an iterative approach in which initially the
post-tensioning cable forces in the DL configuration are
determined by solving compatible conditions arising from
flexibility matrix of the structure. In the cable-stayed bridge
a cable-stays are making variable angles with horizontal
axis, so the forces in the cable-stays are incompatible at
different locations. So, the optimization procedure is utilized
to minimize the cross-sections of the cable system, on the
basis of the maximum effects on stress and displacement
variables evaluated on the live load configurations.
The requirement of incredible long span bridges is increased
day by day with increase in inhabitants and their needs. To
achieve a very long span bridge, use of high strength
material along with novel structural system is essential. In
general to achieve longer span bridges, cable-stayed and
suspension systems are used, in which the cable-stayed
bridge has better structural stiffness and suspension bridge
has ability to offer longer span. Combination of above two
structural systems could achieve a very long span cable-
stayed suspension hybrid bridge.
1.3 Cable-stayed suspension hybrid bridge
The cable-stayed suspension hybrid bridge is presented as an
alternative to long span cable-stayed and suspension bridges.
Hybrid cable-stayed suspension bridge is combination of
cable-stayed bridge and suspension bridge as shown in Fig.
1.
Fig. 1 hybrid cable-stayed suspension bridge
The idea for this innovative system was first introduced by
Dischinger in 1949, Schlaich 1988; Gimsing 1988; Lin and
Chow 1991.[1] There after a very little work is done on this
system of combined bridge.
1.3.1 Advantages of Cable-stayed suspension hybrid
bridge
Advantages of combining both the systems were discussed
below. By combining both the system of cable supported
bridges following advantages could be achieve:
1. In the innovative form of hybrid bridge the suspension
portion could be reduced effectively by replacement of
suspenders by cable stays, which reduced the axial force
in the main cables.
2. As the suspension portion in the hybrid bridge is reduced
the cost of main cable construction and massive
anchorage is also reduced effectively.
3. As compared to cable-stayed bridges with the same span
length, the number of cable stays is also greatly reduced.
These results, the reduced height of tower, length of
stays and the axial forces in the deck.
4. In addition to these, cantilevers during erection are also
shorted and wind stability of the bridge under
construction may therefore improve.
Therefore Hybrid cable-stayed suspension bridge becomes
an attractive alternative in the design of long span bridge
systems.
1.3.2 Analysis of Hybrid Cable-Stayed Suspension
Bridge
The analysis of cable-stayed suspension hybrid bridge is a
new area of research. The hybrid bridge is consists of the
main cables, cable-stays and hangers in a bridge, which
present better performances than conventional ones based on
pure suspension and cable-stayed configurations. Long span
cable supported bridge highly are defined through large
number of cable elements which lead to highly statically
indeterminate structures. So, post tensioning forces in cables
and cross sectional area of the cables can be considered as
design variables, which must be determined to identify the
bridge configuration under dead and live loading for
economical structural steel quantity and optimum
performance of structural elements.
2. LITERATURE SURVEY
Most of the existing cable supported bridges are designed by
using traditional techniques, in which iterative methods
based on simple design rules obtained by designer’s
experience and expertise were utilized [2]. During the last
decades, many research efforts are carried out with the aim
to propose proper procedure to calculate the optimum
configuration of bridge. In particular zero displacement
methods are based on the use of explicit constraint
equations, which enforce the bridge structure under dead
loading to remain practically unreformed.
Konstantakopoulos et. al. anticipated a numerical model to
investigate the dynamic behaviour of a combined cable
system of bridges under moving loads. The bridge's
deformation under the action of moving loads was also
studied [3]. Lewis presented an advanced mathematical
model for the assessment of comparative material costs of
the supporting elements for cable stayed and cable
suspension bridges. Assessment of material supplies for each
type of bridge across a range of span/dip ratios are presented
in paper [4]. Lonetti et. al. proposed a methods to forecast
best post-tensioning forces and dimensioning of the cable
system for hybrid cable stayed suspension (HCS) bridges
[5].
Zhang et. al. has work out the limit span of self-anchored
cable-stayed suspension bridge. The relations among the
geometrical parameters, loads and material characteristics
are also analyzed [6]. Zhang presented the mechanics
performance including the static and dynamic characteristics
of 1400 m main span cable-stayed suspension Hybrid
Bridge. The aerostatic and aerodynamic stability etc. is
3. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 11 | Nov-2015, Available @ http://www.ijret.org 292
investigated by 3D nonlinear analysis [7]. Zhang et. al.
presented analysis of a self-anchored cable-stayed-
suspension bridge with best possible cable tensions under
stationary loads. Finally, the Zhuanghe Jianshe Bridge was
analysed to point out the design problems that require
special attention.[8].
Zhang et.al. discussed aerodynamic stability of a 1400 m
main span cable-stayed-suspension (CSS) hybrid bridge.
Here, three-dimensional nonlinear aerodynamic stability
analysis applied to study the behavior of innovative from of
hybrid bridge. Authors suggest from the analysis carried out
that the short suspension portion in main span is
aerodynamically favorable [9]. Zhang studied the design
parameters of Hybrid Cable-stayed Suspension Bridge with
main span of 1400m by considering the geometric
nonlinearity of the bridge structures. It was found from study
that as some design parameters are helpful for improving the
flutter stability [10]. Zhang et.al. investigated the wind
stability by analyzing a hybrid bridge with main span of
1400 m. The optimal values of design parameters are
determined Utilizing 3D nonlinear aerostatic and
aerodynamic analysis [11].
Mu et. al. discussed the dynamic characteristics and seismic
responses of new type of self anchored cable stayed
suspension bridge. The research work covers the natural
vibration frequencies and principal modes of the bridge [12].
From the literature it is found that the work related to the
static and dynamic analysis of cable-stayed suspension
hybrid bridge with variable length of suspension portion is
inadequate. So, attention is need towards the nonlinear static
and nonlinear dynamic analysis of cable-stayed suspension
hybrid bridge. Hence, the current work is committed
towards the nonlinear static and modal analysis of cable-
stayed suspension hybrid bridge.
3 BRIDGE CONFIGURATION
In current paper the behavior of 1400m central span cable-
stayed suspension hybrid bridge presented for different
suspension to main span ratio as 0.4, 0.5 and 0.6.
Fig. 2 hybrid cable-stayed suspension bridge configuration
The bridge has side span l1 and a central span l2 as shown in
Fig.2. The dynamic analysis of cable-stayed suspension
hybrid bridge is carried out with finite element method using
SAP2000 V.14 software.
The bridge configuration considered in the current study is
based on bridge of the east channel of Lingding Strait in
China [13] having central span = 1400 m, two side spans =
319 m and height of pylon=258.986 m. The behavior of
bridge is studied for different cable configuration and thus
pylon height is considered as a constant.
Fig.3 Geometric configuration of cable-stayed suspension
hybrid bridge (CSSHB)
In current study as shown in Fig.3, the bridge having central
span = 1400 m, two side spans = 312 m and pylon height =
258.986 m is studied with different suspension to span ratio.
Length of suspension portion in central span is considered as
key design aspect and considered ratio and corresponding
length is presented in Table 1.
Table 1: Suspension portion to main central span ratio and
relevant length of suspension portion
The suspension portion to main span
ratio
0.4 0.5 0.6
Length(m) of suspension portion in
centre of bridge
560 700 840
Table 2 shows the material properties of different elements
of bridge.
Table 2: Cross-sectional properties of cable-stayed
suspension hybrid bridge members [7]
Members
E
(Mpa)
A
(m2)
Jd
(m4)
Iy
(m4)
Iz
(m4)
M
(Kg/m)
Jm
(Kg.m2
/
m)
Girder 2.1x105
1.761 3.939 193.2 8.33 26340 2.957x10
6
Tower C 3.3 x104
30 350 220 320 78000 5.7x105
Tower
TB
3.3 x104
10 150 70 70 26000 4.7x105
Main
Cable CS
2.0 x105
0.3167 - - - 2660.3 -
Main
Cable SS
2.0 x105
0.3547 - - - 2979 -
Hanger
Cable
2.0 x105
0.0064 - - - 50.2 -
Stayed
cables
2.0 x105
vary - - - vary -
Where, E - Modulus of Elasticity; A - Cross section area; M
- Mass per unit length; Jd - torsional constat; Iy-Lateral
Bending moment of inertia; Iz-Vertical Bending moment of
inertia; Jm – mass moment of inertia per unit length
The simplified three-dimensional FE model of the bridge is
developed using elastic beam and link elements. The bridge
deck is modeled by a single central spine with offset rigid
links to accommodate cable and hanger anchor points. The
three dimensional steel beam elements are used to model the
deck, towers, and beams of the towers. The Link elements
are used to model the rigid links. The cables are modeled by
tension-only cable elements that have a stress stiffening
capability. The cable pretensions are considered to ensure
small deformations under the deck self-weight. The main
catenary cable is modeled as cable elements having sag to
span ratio as variable.
For Suspension bridge and cable-stayed suspension hybrid
bridge (CSSHB) the cable sag being important design
4. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 04 Issue: 11 | Nov-2015, Available @ http://www.ijret.org 293
parameter, which directly influences the inclination angles
of the main cables and the height of pylon and thus forces in
pylon. Sag of main cable is influence to the tensile forces in
the main cables and ultimately affects structural stiffness
and dynamic characteristics of bridge.
The behavior of CSSHB with variable elevation of main
cable sag is studied in the current paper. The sag of main
cable is chosen as ratio of cable sag to main span ratio. The
cable sag is considered as dimensionless parameter as cable
sag to main span ratio as presented in the following Table 3.
Table 3: Cable sag considered for analysis of 1400m main
span hybrid cable-stayed suspension bridge
Sag to main
span ratio
1/9 1/10 1/11
Sag depth
(m) 156 140 127
The cable-stays are used for connecting deck to pylon at
different locations of central span and side span of
considered hybrid bridge. The force in cable-stays is
increased as the length and angle of cable-stays with pylon
is increased. So to meet the force requirements, the size of
cable-stays in form of diameter (mm) is selected as shown in
Fig.3.
Fig.3 Cable-stays diameter at different locations in side span
and central span from pylon
The connection between deck and pylon is assumed to be
fixed against translation in the vertical and transverse
directions and fixed against rotation about the longitudinal
axis. The pylon footings are considered to be fixed against
both translation and rotation. The ends of the bridge deck
are supported by anchor piers make connection roller in
longitudinal direction as the basic support condition. This
leads to a self anchored bridge system.
4 LOAD CASES
Different elements of bridge are subjected to different types
of loads like dead load, SIDL, live load etc. In the current
study load cases considered are as shown in Table below 4.
Table 4: different loads assigned to the different members
Type of the load
Value of
Assigned Load
Element
Assigned
Dead Load 97.980 kN/m Deck
SIDL 50.0 kN/m Deck
Live Load 34.650 kN/m Deck
5 STATIC AND DYNAMIC BEHAVIOR
One of the important features of cable supported bridges is
influence of the dead load on the stiffness of bridge. To
include this influence, the static analysis under self-weight
and cable pretension is performed. The sag effect is
considered to include geometrical nonlinearity in the static
analysis. Nonlinear static and dynamic analyses are carried
out to determine the response of the cable-stayed suspension
hybrid bridge.
The P-Delta effect can be a very important contributor to the
stiffness for considering geometrical nonlinearity of cable
structures. The lateral stiffness of cables is due almost
entirely to tension, since they are very flexible when
unstressed. It is important to use realistic values for the P-
delta load combination, since the lateral stiffness of the
cables is approximately proportional to the P-delta axial
forces.
Dynamic behavior of bridge can conclude by dynamic
analysis. Hence, Modal analysis is carried out to recognize
the dynamic behavior of bridge. In modal analysis each
modal load case results in a set of modes. Each mode
consists of a mode shape (normalized deflected shape) and a
set of modal properties like Time periods and Frequencies of
the structure. Results are presented for different length of
suspension to main span ratio for cable-stayed suspension
hybrid bridge.
5.1 Significance of Result Parameters on Behaviour
of Bridge
Structure’s displacement and load parameters could consider
finding behaviour and feasible cable sag and central
suspension portion of cable-stayed suspension hybrid
bridge. The static nonlinear load case and the modal load
case are considered in the current study for assessment of
subsequent result parameters.
1. Time period in lateral, longitudinal and vertical mode
shapes of cable-stayed suspension hybrid bridge with
different cable sag along with variable suspension to
main span ratio.
2. Time period of 1st
, 2nd
and 3rd
mode of main catenary
cables and lateral mode shapes of pylon for different
cable sag along with suspension to main span ratio.
5.2 Effects of The Main Cable Sag on Dynamic
Behaviour of Bridge
To understand of how cable sag affects the dynamic
behavior of CSSHB, dynamic analysis of bridge is carried
out with different cable sag. The effect of length of
5. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 04 Issue: 11 | Nov-2015, Available @ http://www.ijret.org 294
suspension portion is also considered in from of different
suspension to main span ratio. The results of dynamic
analysis is presented in the form of time period in lateral,
vertical, longitudinal direction, and cable mode shapes as
presented in the given below Table 5, 6 and 7 for suspension
to main span ratio 0.4, 0.5 and 0.6 respectively.
Table 5: Time period of CSSHB with suspension/span=0.4
Mode Shapes
Sag/span
(1/9)
Sag/span
(1/10)
Sag/span
(1/11)
Cable Sag (m) 156 140 127
Deck Lateral -1 13.35 12.85 13.16
Deck Vertical_1 5.52 5.09 5.32
Deck Longi._1 5.28 4.72 4.64
Main Cable_1 7.51 7.38 7.68
Table 6: Time period of CSSHB with suspension/span=0.5
Mode Shapes
Sag/span
(1/9)
Sag/span
(1/10)
Sag/span
(1/11)
Cable Sag (m) 156 140 127
Deck Lateral -1 13.16 12.79 12.99
Deck Vertical_1 5.26 5.20 5.73
Deck Longi._1 5.10 4.81 5.00
Main Cable_1 6.95 7.05 7.88
Table 7: Time period of CSSHB with suspension/span=0.6
Mode Shapes
Sag/span
(1/9)
Sag/span
(1/10)
Sag/span
(1/11)
Cable Sag (m) 156 140 127
Deck Lateral -1 12.96 12.65 12.82
Deck Vertical_1 5.27 5.36 5.82
Deck Longi._1 5.51 5.22 5.40
Main Cable_1 6.56 6.84 7.44
6 CONCLUSIONS
The dynamic analysis of the cable-stayed suspension hybrid
bridge is carried out with aspect considered as cable sag of
the main cables as well as the suspension portion in cable-
stayed suspension hybrid bridge. The results obtained from
the analysis is presented in the above tables in the form of
principal mode shape time period of bridge in lateral,
vertical, longitudinal and cable mode shape.
1. The lateral bending mode time period of cable-stayed
suspension hybrid bridge is found to be minimum in case
of sag to main span ratio is 1/10 (Cable sag=140m) and
suspension to main span ratio is 0.6.
2. It is also found from the results obtained that, the time
period of the bridge is decreasing with the suspension
portion is increased from 0.4 to 0.6.
3. It is also found from the tables that, time period of the
bridge in lateral bending is reduced with a decrease in
the cable sag.
4. The 1st vertical bending mode shape time period is
found to be minimum in CSSHB with cable sag to main
span ratio is 1/10 (Cable sag=140m) and suspension to
main span ratio is 0.5. Vertical bending mode time
period is increased with reduce cable sag.
5. The longitudinal bending mode time period of bridge
decreases with decrease in cable sag. The reason for the
enhancement of bridge stiffness with a decrease in cable
sag is the length of flexible main cable.
6. The cable time period of CSSHB is increased with
reduce in cable sag.
REFERENCES
[1] STAROSSEK U., “Cable Stayed Bridge Concept of
Longer Spans”, Journal of Bridge Engg., Aug, Vol-1,
99-103, 1996.
[2] WALTER Rene et. al. (1988), “Cable-stayed Bridges”
Thomas Telford, London.
[3] KONSTANTAKOPOULOS T.G. and MICHALTSOS
G.T., “A mathematical model for a combined cable
system of bridges” Engineering Structures 32 (2010)
2717-2728.
[4] LEWIS W. J., “A mathematical model for assessment of
material requirements for cable supported bridges:
Implications for conceptual design”, Engineering
Structures 42 (2012) 266–277.
[5] LONETTI P. & PASCUZZO A., “Optimum design
analysis of hybrid cable-stayed suspension bridges”,
Advances in Engineering Software, 73 (2014) 53–66.
[6] ZHANG Zhe et. al., “Limit span of self-anchored cable-
stayed suspension cooperation System Bridge based on
strength”, Front. Archit. Civ. Eng. China, 3(3), (2009),
pp.286–291.
[7] ZHANG Xin-Jun “Investigations on mechanics
performance of cable-stayed suspension hybrid
bridges”, Wind and Structures, Vol. 10, No. 6 (2007),
pp. 533-542.
[8] ZHANG Zhe et al. , “Static Analysis of a Self-anchored
Cable-stayed-suspension Bridge with Optimal Cable
Tensions” JOURNAL OF C.C.I.T, VOL.39, NO.2,
NOV., 2010.
[9] ZHANG Xin-jun, “Aerodynamic stability of cable-
stayed-suspension hybrid bridges”, Journal of Zhejiang
University SCIENCE, 6A(8), (2005), pp. 869-874.
[10]ZHANG Xin-jun, “Study of design parameters on
flutter stability of cable –stayed –suspension hybrid
bridges”, Wind and Structures, Vol. 9, No. 4, (2006), pp.
331-344.
[11]ZHANG X.J. and DAVID A. Stern, “Wind-resistant
design of cable-stayed-suspension hybrid bridges”,
Transportation and Development Innovative Best
Practices 2008, (TDIBP2008) pp. 444-449.
[12]MU Y N et. al., “Seismic Responses Analysis of a Self-
anchored Cable-stayed Suspension Bridge”,
International Conference on Transportation Engineering
2009 (ICTE 2009), pp. 1692-1698. 2009 ASCE.
[13]XIAO, R.C., “Research on design of cable-stayed
suspension hybrid bridges”, China civil engineering
journal, 33(5), (2000), pp.46-51.