Abstract
The paper presents the comparison of the effect of different standard loadings on a set of reinforced concrete bridge decks using the
finite-element method. The parameters investigated include the aspect ratio (span/width) and type of loading. The investigations are
conducted on two lane slab bridge decks of span 5m to 9.5m and two lane T beam bridge decks of span 7.5m to 20m. A total of 36
bridge models were analyzed. The variation of different critical structural response parameters such as deflection, longitudinal
bending moment, transverse moment, shear force and torsional moments are evaluated for IRC loading (IRC Class A and 70R
loadings), AASHTO loading (HL93) and Euro standard loading (LM1). The results shows that the maximum difference in deflection
and longitudinal bending moment for the two IRC standard loading ranges from 5 to 15%. While the difference between
corresponding values for the AASHTO loading in the range of 5 to 17%. The maximum axle load of euro standard loading is found to
be 2.2 times higher than IRC class A loading maximum axle load hence the values of structural response parameters are increased by
1.7 to 1.8 times. Therefore there is a need for adopting simplified and more realistic standard loads in the future.
Keywords: Bridges, Concrete deck slabs; Finite element method; T-beam bridge decks; Aspect ratio; Live load, IRC code,
AASHTO code and Euro code.
Analysis of rc bridge decks for selected national a nd internationalstandard ...eSAT Journals
Abstract
The paper presents the comparison of the effect of different standard loadings on a set of reinforced concrete bridge decks using the
finite-element method. The parameters investigated include the aspect ratio (span/width) and type of loading. The investigations are
conducted on two lane slab bridge decks of span 5m to 9.5m and two lane T beam bridge decks of span 7.5m to 20m. A total of 36
bridge models were analyzed. The variation of different critical structural response parameters such as deflection, longitudinal
bending moment, transverse moment, shear force and torsional moments are evaluated for IRC loading (IRC Class A and 70R
loadings), AASHTO loading (HL93) and Euro standard loading (LM1). The results shows that the maximum difference in deflection
and longitudinal bending moment for the two IRC standard loading ranges from 5 to 15%. While the difference between
corresponding values for the AASHTO loading in the range of 5 to 17%. The maximum axle load of euro standard loading is found to
be 2.2 times higher than IRC class A loading maximum axle load hence the values of structural response parameters are increased by
1.7 to 1.8 times. Therefore there is a need for adopting simplified and more realistic standard loads in the future.
Keywords: Bridges, Concrete deck slabs; Finite element method; T-beam bridge decks; Aspect ratio; Live load, IRC code,
AASHTO code and Euro code.
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
Analysis of Deck Bridge with Pre Stress Deck Bridge under IRC Loading Conditi...ijtsrd
A bridge deck is the portion of a bridge that acts as the roadway in the support of vehicular or pedestrian traffic. While deck parts like trusses, girders, rails, arches, posts and cantilevers assume a number of forms and types, there are relatively few bridge deck types given the utilitarian nature of the component. Deck types are defined by the materials from which they are made and the manner in which those materials are fit together. Yogesh Kanathe | Nitesh Kushwaha "Analysis of Deck Bridge with Pre-Stress Deck Bridge under IRC Loading Conditions a Review" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-6 , October 2019, URL: https://www.ijtsrd.com/papers/ijtsrd29636.pdf
https://www.ijtsrd.com/engineering/civil-engineering/29636/analysis-of-deck-bridge-with-pre-stress-deck-bridge-under-irc-loading-conditions-a-review/yogesh-kanathe
Analysis of Shear Live Load Girder Distribution Factors in Integral bridges u...IJCMESJOURNAL
This paper studies the accuracy of AASHTO Standard Specifications and AASHTO LRFD design specifications girder distribution factors (GDFs) equations and their applicability to integral abutment bridges (IABs). A three-dimensional (3D) finite element (FE) model of the Scotch Road integral abutment bridge was developed using the finite element software ABAQUS/Cae. The bridge was subjected to vehicular live loading in single and multiple lanes in the FE model(s). The FE model was calibrated using load-displacement data obtained from field testing due to static truck loading. A comparison between the GDFs obtained from the FE models to those computed using both design codes was performed to evaluate their accuracy. A limited parametric study was conducted to evaluate crucial design parameters such as bridge deck thickness, span length, and piles lengths. The results showed that AASHTO LRFD GDFs equations are more conservative compared to those of AASHTO LFD equations in all cases. However, GDFs from the FE models compared more favorably to those calculated based on both design codes for the case single lane loading.
Parametric investigation of cable stayed bridge using macro based programeSAT Journals
Abstract In this paper, effects of various parameters such as geometric properties of deck and pylon and number of cables on the behaviour of cable stayed bridge were observed. For this purpose, analysis of 240 m long fan type cable stayed bridge having single plane of cables is carried out with the help of software facilities. To save time in modelling of bridges manually, a programming tool has been developed in excel software with the help of visual basic macro for the purpose of parametric study of Cable stayed bridge. With the help of this tool, number of models of cable-stayed bridge can be automatically generated in software SAP-2000. From the analysis of number of models, comparison of bending moments in pylon and deck is done. Keywords: VB program, Form control, Class 70R, Class A, Cable stayed bridge, parametric study, SAP2000, Interactive Database.
Analysis of rc bridge decks for selected national a nd internationalstandard ...eSAT Journals
Abstract
The paper presents the comparison of the effect of different standard loadings on a set of reinforced concrete bridge decks using the
finite-element method. The parameters investigated include the aspect ratio (span/width) and type of loading. The investigations are
conducted on two lane slab bridge decks of span 5m to 9.5m and two lane T beam bridge decks of span 7.5m to 20m. A total of 36
bridge models were analyzed. The variation of different critical structural response parameters such as deflection, longitudinal
bending moment, transverse moment, shear force and torsional moments are evaluated for IRC loading (IRC Class A and 70R
loadings), AASHTO loading (HL93) and Euro standard loading (LM1). The results shows that the maximum difference in deflection
and longitudinal bending moment for the two IRC standard loading ranges from 5 to 15%. While the difference between
corresponding values for the AASHTO loading in the range of 5 to 17%. The maximum axle load of euro standard loading is found to
be 2.2 times higher than IRC class A loading maximum axle load hence the values of structural response parameters are increased by
1.7 to 1.8 times. Therefore there is a need for adopting simplified and more realistic standard loads in the future.
Keywords: Bridges, Concrete deck slabs; Finite element method; T-beam bridge decks; Aspect ratio; Live load, IRC code,
AASHTO code and Euro code.
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
Analysis of Deck Bridge with Pre Stress Deck Bridge under IRC Loading Conditi...ijtsrd
A bridge deck is the portion of a bridge that acts as the roadway in the support of vehicular or pedestrian traffic. While deck parts like trusses, girders, rails, arches, posts and cantilevers assume a number of forms and types, there are relatively few bridge deck types given the utilitarian nature of the component. Deck types are defined by the materials from which they are made and the manner in which those materials are fit together. Yogesh Kanathe | Nitesh Kushwaha "Analysis of Deck Bridge with Pre-Stress Deck Bridge under IRC Loading Conditions a Review" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-6 , October 2019, URL: https://www.ijtsrd.com/papers/ijtsrd29636.pdf
https://www.ijtsrd.com/engineering/civil-engineering/29636/analysis-of-deck-bridge-with-pre-stress-deck-bridge-under-irc-loading-conditions-a-review/yogesh-kanathe
Analysis of Shear Live Load Girder Distribution Factors in Integral bridges u...IJCMESJOURNAL
This paper studies the accuracy of AASHTO Standard Specifications and AASHTO LRFD design specifications girder distribution factors (GDFs) equations and their applicability to integral abutment bridges (IABs). A three-dimensional (3D) finite element (FE) model of the Scotch Road integral abutment bridge was developed using the finite element software ABAQUS/Cae. The bridge was subjected to vehicular live loading in single and multiple lanes in the FE model(s). The FE model was calibrated using load-displacement data obtained from field testing due to static truck loading. A comparison between the GDFs obtained from the FE models to those computed using both design codes was performed to evaluate their accuracy. A limited parametric study was conducted to evaluate crucial design parameters such as bridge deck thickness, span length, and piles lengths. The results showed that AASHTO LRFD GDFs equations are more conservative compared to those of AASHTO LFD equations in all cases. However, GDFs from the FE models compared more favorably to those calculated based on both design codes for the case single lane loading.
Parametric investigation of cable stayed bridge using macro based programeSAT Journals
Abstract In this paper, effects of various parameters such as geometric properties of deck and pylon and number of cables on the behaviour of cable stayed bridge were observed. For this purpose, analysis of 240 m long fan type cable stayed bridge having single plane of cables is carried out with the help of software facilities. To save time in modelling of bridges manually, a programming tool has been developed in excel software with the help of visual basic macro for the purpose of parametric study of Cable stayed bridge. With the help of this tool, number of models of cable-stayed bridge can be automatically generated in software SAP-2000. From the analysis of number of models, comparison of bending moments in pylon and deck is done. Keywords: VB program, Form control, Class 70R, Class A, Cable stayed bridge, parametric study, SAP2000, Interactive Database.
Analysis of Behaviour of U-Girder Bridge DecksIDES Editor
The concept of U-shaped bridge girder is now being
increasingly adopted in urban metro rail projects and for
replacing old bridges where there is a constraint on vertical
clearance. These bridge decks are commonly designed in
practice using simplified methods that assume beam action of
the webs in the longitudinal direction and similar flexural
action of the deck slab in the transverse direction. However,
such assumptions can lead to errors. This paper attempts to
assess the extent of error in the simplified analysis, by
comparing the results with a more rigorous three-dimensional
finite element analysis (3DFEA). A typical prototype railway
bridge girder has been taken as a case study. The results of
the 3DFEA, in terms of load-deflection plots, have been
validated by field testing.
Efficiency of vertical drains using finite element method may 2017Dr Mazin Alhamrany
Incorporating one-dimensional bar elements with two-dimensional quadrilateral axisymmetrical elements to tackle problems of consolidation of clay with vertical drains.
This paper presents a study of the parametric variability of post-tensioned concrete box-girder pedestrian bridges. SAMO2 algorithm is used for the parametric study. This algorithm combines SA with a mutation operator, to find the economic solutions. A span-length parametric study analyzes the characteristics for the best design of a three-span deck in which the main span ranges from 30 to 60 m. The depth and the number of strands were adjusted according to span length, while the thickness of the slabs presented the same optimum values in all cases. Results show that the amount of steel and volume of concrete per square meter of deck shows a good correlation with the main span length. This study demonstrates that by increasing the main span length by one meter, the total cost per square meter of the deck increases by 6.38 euros on average. Thus, this paper shows the relationship between the span length and geometrical and steel variables to produce and build a cost-efficient pedestrian bridge.
Conen 442 module1c: Capacity analysis and Level of ServiceWael ElDessouki
This module focuses on Capacity concepts and the Level of Service for transportation facilities. LOS analysis will be discussed for the multilane highway facility.
Applications of FEM in Geotechnical Engineering / State-of-the-ArtDr Mazin Alhamrany
This presentation supposed to be given during the 1st Iraqi International Conference on Geotechnical Engineering (ICGE) - Baghdad - 17-19 February 2020. I am uploading this document on LinkedIn as a contribution providing geotechnical engineers an insight for the earlier, recent and "potential" future applications of FEM in the field of Geotechnical Engineering. With my best wishes to the Iraqi Geotechnical Society.
Analysis of Behaviour of U-Girder Bridge DecksIDES Editor
The concept of U-shaped bridge girder is now being
increasingly adopted in urban metro rail projects and for
replacing old bridges where there is a constraint on vertical
clearance. These bridge decks are commonly designed in
practice using simplified methods that assume beam action of
the webs in the longitudinal direction and similar flexural
action of the deck slab in the transverse direction. However,
such assumptions can lead to errors. This paper attempts to
assess the extent of error in the simplified analysis, by
comparing the results with a more rigorous three-dimensional
finite element analysis (3DFEA). A typical prototype railway
bridge girder has been taken as a case study. The results of
the 3DFEA, in terms of load-deflection plots, have been
validated by field testing.
Efficiency of vertical drains using finite element method may 2017Dr Mazin Alhamrany
Incorporating one-dimensional bar elements with two-dimensional quadrilateral axisymmetrical elements to tackle problems of consolidation of clay with vertical drains.
This paper presents a study of the parametric variability of post-tensioned concrete box-girder pedestrian bridges. SAMO2 algorithm is used for the parametric study. This algorithm combines SA with a mutation operator, to find the economic solutions. A span-length parametric study analyzes the characteristics for the best design of a three-span deck in which the main span ranges from 30 to 60 m. The depth and the number of strands were adjusted according to span length, while the thickness of the slabs presented the same optimum values in all cases. Results show that the amount of steel and volume of concrete per square meter of deck shows a good correlation with the main span length. This study demonstrates that by increasing the main span length by one meter, the total cost per square meter of the deck increases by 6.38 euros on average. Thus, this paper shows the relationship between the span length and geometrical and steel variables to produce and build a cost-efficient pedestrian bridge.
Conen 442 module1c: Capacity analysis and Level of ServiceWael ElDessouki
This module focuses on Capacity concepts and the Level of Service for transportation facilities. LOS analysis will be discussed for the multilane highway facility.
Applications of FEM in Geotechnical Engineering / State-of-the-ArtDr Mazin Alhamrany
This presentation supposed to be given during the 1st Iraqi International Conference on Geotechnical Engineering (ICGE) - Baghdad - 17-19 February 2020. I am uploading this document on LinkedIn as a contribution providing geotechnical engineers an insight for the earlier, recent and "potential" future applications of FEM in the field of Geotechnical Engineering. With my best wishes to the Iraqi Geotechnical Society.
Diseno en ingenieria mecanica de Shigley - 8th ---HDes
descarga el contenido completo de aqui http://paralafakyoumecanismos.blogspot.com.ar/2014/08/libro-para-mecanismos-y-elementos-de.html
FEM is about to Finite element method. In this it is described that how FEM is done and what are the steps which we have to follow for fully FEA. Finite Element Analysis is one of the most important analysis which is used in various field.
How to create and solve finite element models?
Application to 2nd Order Differential Equations!
#WikiCourses #FEM
https://wikicourses.wikispaces.com/TopicX+Element+Equations
A presentation by Portek International at the TOC Asia 2011, March 15-17 Tianjin, covering:
- Reasons for increasing crane structural failure
- Types of failure
- Finite Element Method (FEM) solutions
As catastrophic bridge collapse accidents not only cause significant loss of property, but also have a severe social impact. Therefore, the structural health monitoring of bridges for damage detection by vibration analysis gets more attention. Reinforced concrete bridges are the most common and extended structures present in the worldwide. These structures are often characterized by Piers, Abutments, deck slabs. This paper looks on the work of modelling and analysis of bridge in STAAD.Pro software, and the specific bridge model is taken of a particular span. It is subjected to vary Young’s modulus (E) in the mid span of bridge deck slab to induce damage in order to obtain maximum bending moment, as the structural strength reduces. From the analysis Mu/bd2 values from SP 16 code is used to identify the damage on the bridge deck slab, then natural frequency of the bridge, mode shapes, variation of the deflection and node displacements of bridge deck slab under the action of static and dynamic load at different aspect ratios with original design parameters and at failure is carried out in this project.
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
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 paper introduces a two dimensional bridge deck for a cantilever bridge with a 15 m long span that has been modelled and analysed using computational modelling software (LUSAS) to obtain maximum moments and
shear forces. The significance of the problem is to determine the worst scenario case within the deck in terms of highest
bending moment and shear force, for example, the most affected parts of deck under load. The problem was tackled
with the aid of LUSAS Bridge Plus which is part of LUSAS software package. Generally, LUSAS Bridge Plus works
by analysing equations and allowing combinations of load case results.
The peer-reviewed International Journal of Engineering Inventions (IJEI) is started with a mission to encourage contribution to research in Science and Technology. Encourage and motivate researchers in challenging areas of Sciences and Technology.
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.
ACEP Magazine edition 4th launched on 05.06.2024Rahul
This document provides information about the third edition of the magazine "Sthapatya" published by the Association of Civil Engineers (Practicing) Aurangabad. It includes messages from current and past presidents of ACEP, memories and photos from past ACEP events, information on life time achievement awards given by ACEP, and a technical article on concrete maintenance, repairs and strengthening. The document highlights activities of ACEP and provides a technical educational article for members.
CHINA’S GEO-ECONOMIC OUTREACH IN CENTRAL ASIAN COUNTRIES AND FUTURE PROSPECTjpsjournal1
The rivalry between prominent international actors for dominance over Central Asia's hydrocarbon
reserves and the ancient silk trade route, along with China's diplomatic endeavours in the area, has been
referred to as the "New Great Game." This research centres on the power struggle, considering
geopolitical, geostrategic, and geoeconomic variables. Topics including trade, political hegemony, oil
politics, and conventional and nontraditional security are all explored and explained by the researcher.
Using Mackinder's Heartland, Spykman Rimland, and Hegemonic Stability theories, examines China's role
in Central Asia. This study adheres to the empirical epistemological method and has taken care of
objectivity. This study analyze primary and secondary research documents critically to elaborate role of
china’s geo economic outreach in central Asian countries and its future prospect. China is thriving in trade,
pipeline politics, and winning states, according to this study, thanks to important instruments like the
Shanghai Cooperation Organisation and the Belt and Road Economic Initiative. According to this study,
China is seeing significant success in commerce, pipeline politics, and gaining influence on other
governments. This success may be attributed to the effective utilisation of key tools such as the Shanghai
Cooperation Organisation and the Belt and Road Economic Initiative.
KuberTENes Birthday Bash Guadalajara - K8sGPT first impressionsVictor Morales
K8sGPT is a tool that analyzes and diagnoses Kubernetes clusters. This presentation was used to share the requirements and dependencies to deploy K8sGPT in a local environment.
Hierarchical Digital Twin of a Naval Power SystemKerry Sado
A hierarchical digital twin of a Naval DC power system has been developed and experimentally verified. Similar to other state-of-the-art digital twins, this technology creates a digital replica of the physical system executed in real-time or faster, which can modify hardware controls. However, its advantage stems from distributing computational efforts by utilizing a hierarchical structure composed of lower-level digital twin blocks and a higher-level system digital twin. Each digital twin block is associated with a physical subsystem of the hardware and communicates with a singular system digital twin, which creates a system-level response. By extracting information from each level of the hierarchy, power system controls of the hardware were reconfigured autonomously. This hierarchical digital twin development offers several advantages over other digital twins, particularly in the field of naval power systems. The hierarchical structure allows for greater computational efficiency and scalability while the ability to autonomously reconfigure hardware controls offers increased flexibility and responsiveness. The hierarchical decomposition and models utilized were well aligned with the physical twin, as indicated by the maximum deviations between the developed digital twin hierarchy and the hardware.
Online aptitude test management system project report.pdfKamal Acharya
The purpose of on-line aptitude test system is to take online test in an efficient manner and no time wasting for checking the paper. The main objective of on-line aptitude test system is to efficiently evaluate the candidate thoroughly through a fully automated system that not only saves lot of time but also gives fast results. For students they give papers according to their convenience and time and there is no need of using extra thing like paper, pen etc. This can be used in educational institutions as well as in corporate world. Can be used anywhere any time as it is a web based application (user Location doesn’t matter). No restriction that examiner has to be present when the candidate takes the test.
Every time when lecturers/professors need to conduct examinations they have to sit down think about the questions and then create a whole new set of questions for each and every exam. In some cases the professor may want to give an open book online exam that is the student can take the exam any time anywhere, but the student might have to answer the questions in a limited time period. The professor may want to change the sequence of questions for every student. The problem that a student has is whenever a date for the exam is declared the student has to take it and there is no way he can take it at some other time. This project will create an interface for the examiner to create and store questions in a repository. It will also create an interface for the student to take examinations at his convenience and the questions and/or exams may be timed. Thereby creating an application which can be used by examiners and examinee’s simultaneously.
Examination System is very useful for Teachers/Professors. As in the teaching profession, you are responsible for writing question papers. In the conventional method, you write the question paper on paper, keep question papers separate from answers and all this information you have to keep in a locker to avoid unauthorized access. Using the Examination System you can create a question paper and everything will be written to a single exam file in encrypted format. You can set the General and Administrator password to avoid unauthorized access to your question paper. Every time you start the examination, the program shuffles all the questions and selects them randomly from the database, which reduces the chances of memorizing the questions.
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A review on techniques and modelling methodologies used for checking electrom...nooriasukmaningtyas
The proper function of the integrated circuit (IC) in an inhibiting electromagnetic environment has always been a serious concern throughout the decades of revolution in the world of electronics, from disjunct devices to today’s integrated circuit technology, where billions of transistors are combined on a single chip. The automotive industry and smart vehicles in particular, are confronting design issues such as being prone to electromagnetic interference (EMI). Electronic control devices calculate incorrect outputs because of EMI and sensors give misleading values which can prove fatal in case of automotives. In this paper, the authors have non exhaustively tried to review research work concerned with the investigation of EMI in ICs and prediction of this EMI using various modelling methodologies and measurement setups.
Analysis of rc bridge decks for selected national a nd internationalstandard loadings using finite element method
1. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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ANALYSIS OF RC BRIDGE DECKS FOR SELECTED NATIONAL AND
INTERNATIONALSTANDARD LOADINGS USING FINITE ELEMENT
METHOD
Hemalatha A1
, Ashwin K. N2
, Dattatreya J.K3
, S.V.Dinesh4
1
Post graduate Student, 2
Assistant Professor, 3
Research Professor, 4
Professor and Head, Department of Civil
Engineering, Siddaganga Institute of Technology, Tumkur.
hemacivil10@gmail.com, meetashwinkn@yahoo.com, jk.dattatreya@gmail.com, dineshsv2004@yahoo.com
Abstract
The paper presents the comparison of the effect of different standard loadings on a set of reinforced concrete bridge decks using the
finite-element method. The parameters investigated include the aspect ratio (span/width) and type of loading. The investigations are
conducted on two lane slab bridge decks of span 5m to 9.5m and two lane T beam bridge decks of span 7.5m to 20m. A total of 36
bridge models were analyzed. The variation of different critical structural response parameters such as deflection, longitudinal
bending moment, transverse moment, shear force and torsional moments are evaluated for IRC loading (IRC Class A and 70R
loadings), AASHTO loading (HL93) and Euro standard loading (LM1). The results shows that the maximum difference in deflection
and longitudinal bending moment for the two IRC standard loading ranges from 5 to 15%. While the difference between
corresponding values for the AASHTO loading in the range of 5 to 17%. The maximum axle load of euro standard loading is found to
be 2.2 times higher than IRC class A loading maximum axle load hence the values of structural response parameters are increased by
1.7 to 1.8 times. Therefore there is a need for adopting simplified and more realistic standard loads in the future.
Keywords: Bridges, Concrete deck slabs; Finite element method; T-beam bridge decks; Aspect ratio; Live load, IRC code,
AASHTO code and Euro code.
---------------------------------------------------------------------***------------------------------------------------------------------------
1. INTRODUCTION
Vehicular loads constitute the most important type of loading
to be considered in the design of bridges. Many countries have
formulated their own standard specification and codes of
practice for bridges such as IRC, AASHTO and EURO codes,
with a view to establish a common procedure for the design
and construction of bridges. Most of the prevailing standard
loads including the IRC bridge loads have very little rational
basis and lacking relevance to the current vehicular
configuration plying on the roads and bridges. With growing
tendency to overload the vehicle beyond the permitted legal
axle load and also increase in vehicular traffic, it has become
necessary to have a reappraisal of current bridge loadings of
IRC to evaluate the safety of existing bridges and for the
design of many new bridges for increased magnitude of loads
and intensity of traffic. Reappraisal of the safety of existing
bridges and design of new bridges is rather difficult in the
Indian context due to complicated load pattern of different
classes of load therefore there is a need to simplify the loading
standards and adopt more realistic design vehicle in similar to
that adopted by AASHTO and EURO code. Also the loading
standards depends on different factors such as type of vehicle
plying, their loading capacities, the intensity and frequency of
traffic and logistic considerations for general mobilization in
case of national emergencies. They may also have a bearing
on the permissible stresses in materials and design methods in
the country concerned. Therefore the comparisons made may
not be viewed as strictly quantitative, it will be more
reasonable to take them as reflecting the global trend of the
global effects of the loadings on the bridge.
Earlier investigation on comparative study of highway bridge
loadings in different countries by Thomas(1975) concluded
that there was a wide variation in the highway bridge loading
standards of different countries and also Medhat Kamal
Abdullah(2013) studied a comparison between different
loading standards such as AASHTO, Egyptian and Euro code
loadings and concluded that Egypt and Euro code loadings
were much higher than the AASHTO loadings. Also earlier
analytical studies on bridges shows that modeling of bridges
using FEM is easy and it gives accurate values, some of the
studies are Maher Qaqish et al. (2008) found that the results
obtained from AASHTO loadings are conservative and
Kanchan Sen Gupta et al.(2011) carried out the
investigations on Simply supported concrete bridge deck slab
for IRC vehicle loadings using finite element analysis.
Reduction factors will be suggested to apply to the FEM
2. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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bending moment results to get the results similar to IRC
bending moments. Critical appraisal of literature shows that
most of the studies on comparison of loadings have adopted
simplified method such as grillage analysis and considered
only simple deck bridges which are amenable to hand
computation. Since analytical modeling using FEM give a
complete picture of the bridge deck response. Therefore the
comparisons of the effect of different standard loadings on a
set of reinforced concrete bridge decks using the finite-
element method has been carried out and some FEM results
are found underestimated for those modifications are needed.
2. PARAMETRIC STUDY
Two types of bridge decks are considered for the analysis.
i. A typical simply supported, single span, two lane
slab bridge decks of span 5m, 7.5m and 9.5m with
constant slab depth of 0.75m.
ii. A typical simply supported, single span, two lane T
beam bridge decks of span 7.5m to 20m at equal
intervals of 2.5mwith constant slab depth of 0.3 m
and beam dimension 0.4m x 1.6m.
The width of each bridge deck is 9.5m in all cases and it
includes 1m footpath on both side of carriageway. Each T
beam bridge decks consist of three longitudinal T- beams and
two diaphragms at ends. The geometric configuration of slab
bridge deck and T beam bridge deck are indicated in Fig.1 and
2.
Fig.1.Description of Deck slab bridge. Fig.2.Description of T beams bridge deck.
3. LOAD ON BRIDGE DECK MODELS
In order to obtain the maximum structural response for the
design, different positions of each type of loading system as
per IRC 6:2000, AASHTO LRFD design specification and
Euro code part 2 are analyzed. For the present study IRC class
A and IRC 70R loadings are selected by seeing table 2 of IRC
6:2000, HL 93 loading from AASHTO code and Load model
1(LM1) from EURO code are considered.
4. FINITE ELEMENT MODELLING
The bridge decks are analyzed using Finite element method.
The 4 nodded flat plate elements are used to model the
concrete slabs and the 2 nodded beam elements are used to
model the concrete longitudinal beams and ends diaphragms.
The mesh size of plate element is 0.2m x 0.2m.The material
property of the concrete considered are the compressive
strength (f
ck
') = 25 Mpa, the modules of elasticity (E
c
) = 25
Gpa, the Poisson's ratio (ν) = 0.2 and density = 25kN/m3
.
5. RESULTS AND DISCUSSIONS
The following observations are made on the basis of the finite
element analysis carried out and the results are represented in
the following charts and tables.
5.1 Variation of Important Structural Response
Parameters in Slab Bridge Decks under Selected
Loadings
(A) Deflection:
It is seen from Fig.7a.thatthe maximum deflection values
caused by IRC class A and IRC 70R wheeled vehicle do not
differ by more than 7% for the selected aspect ratios of Slab
3. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Bridge decks investigated. Although the total axle load is less
for IRC 70R compared to class A loading, closer wheel and
axle spacing counteract the effect of decreased axle load and
thereby induce the almost same order of deflection. For
similar cases the deflection produced by AASHTO vehicle HL
93 is varying from -7 to 17% more than that of IRC class A
loading, although the total load of AASHTO vehicle exceeds
26% of IRC class A. In case of EURO standard vehicle LM1
there is a substantial increase in deflection from 1.7 to 1.8
times that of due to IRC class A against the maximum wheel
load increase of 2.2. For the given class of loading the
deflection has increased approximate in proportion to the cube
of the span in all cases.
a. Variation of deflection. b. Variation of longitudinal bending moment.
Fig.7.Variation of maximum Deflection and longitudinal bending moment in Slab Bridge decks under selected loadings.
(B) Longitudinal Bending Moment:
It is seen from Fig.7b. that the maximum bending moment
values caused by IRC class A, IRC 70R and AASHTO vehicle
do not differ by more than 5% which is much less than that of
deflection for the selected aspect ratios of the slab bridge
decks. As bending moment is the second derivative of
deflection, the change in bending moment will be a fraction of
change in deflection. The order of increase in bending moment
is similar to that of change in deflection. But the maximum
longitudinal bending moment caused by EURO loading is
more than 1.71 to 1.77 times that of due to IRC class A against
the maximum wheel load increase of 2.2.
(C) Transverse Bending Moment and Torsional
Moment
It is seen from Fig.8. that the transverse moments and
torsional moments show considerable difference for different
standard loads and the order of difference ranges from 26 to
46% for IRC class 70R compared to IRC class A in case of
transverse moment and 26 to 85% in case of torsional
moments. This is attributed to the considerable difference in
wheel spacing and vehicle spacing, for example the spacing
between two adjacent IRC class A loading is 1.8mwhere as the
spacing between two inner wheels of typical axle of IRC class
70R load is 0.79m. However the transverse moment and
torsional moment ranges from 15 to 20% and 30 to 40%
respectively of corresponding longitudinal moment. Further
the additional longitudinal moment computed from the
torsional moment is about 50 to 55% of the value of the latter.
Therefore in view of considerable width of slab and its
thickness the torsional and transverse moment cannot produce
any significant distortion of deck and they get further reduced
more than 50% of their original value on cracking during
service load stage. The AASHTO load shows a result almost
similar to IRC class A in respect of transverse moment but
slightly higher increase of 29 to 31% in torsional moment due
to difference in wheel configuration. The EURO standard load
results in enhancement in magnitude of transverse and
torsional moments in the range of 1.98 to 2.10 and 1.54 to
2.02 times respectively compared to that of IRC class A
loading, mainly due to the wheel configuration changes.
0
0.5
1
1.5
2
2.5
3
3.5
0 0.5 1 1.5
IRC class A
loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio (L/B)
Deflectioninmm
0
50
100
150
200
250
300
350
0 0.5 1 1.5
IRC class
A loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio(L/B)
Longitudinalbending
momentinkNm
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a. Variation of transverse bending moment. b. Variation of torsional moment.
Fig.8.Variation of maximum Transverse moment and maximum Torsional moments in deck slab bridges under selected loadings.
4.2 Variation of Important Structural Response
Parameters in T Beam Bridge Deck Slabs under
Selected Loadings
It is seen from Fig.10. that the effect of standard loading on T
beam bridge deck slab is found to follow a pattern similar to
that slab bridge decks in respect of deflection, longitudinal
moment with a difference of -3 to 11% in deflection , -29 to -
82% in longitudinal bending moment and -13 to -25% in
transverse bending moment in case of IRC 70R loading and
with a difference of -14 to -44% in deflection, -19 to -25% in
longitudinal bending moment and -23 to -37% in transverse
bending moment in case of AASHTO loading. It is seen that
the order of increase in maximum values of deflection,
longitudinal bending moment and transverse bending moment
of T beam bridge decks due to Euro standard loading is about
1.3 to 2.2 times that of IRC class A loading, which is much
less than that of slab bridge deck. In case torsional moment the
increase is higher for IRC 70R loading compared to the class
A primarily due to closed wheel spacing in the transverse
direction and in case of EURO loading torsional moment
ranges from 1.6 to 3.2 times IRC class A loading.
0
20
40
60
80
100
120
0 0.5 1 1.5
IRC class
A loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio(L/B)
Transversebending
momentinkNm
0
5
10
15
20
25
30
35
40
45
0 0.5 1 1.5
IRC class A
loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio(L/B)
T0rsionalmomentkNm
0
2
4
6
8
10
12
14
16
18
0 1 2 3
IRC class A
loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio(L/B)
Deflectioninmm 0
10
20
30
40
50
60
70
0 1 2 3
IRC class
A loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Longitudinalbending
momentinkNm
Aspect ratio(L/B)
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Fig.10.Variation of maximum Deflection, maximum longitudinal moment, maximum Transverse moment and maximum Torsional
moments in deck slab of T beam bridges under selected loadings.
4.3 Variation of Important Structural Response
Parameters in the Longitudinal Girders of T Beam
Bridge Deck under Selected Loading:-
The variation of maximum deflection, maximum shear force,
maximum longitudinal bending moment and maximum
torsional moments in the longitudinal girders of T beam bridge
decks are tabulated in the following tables 1 to 4.The effect of
standard loading on T beam bridge decks is found to follow a
pattern similar to that slab bridge decks in respect of
deflection, longitudinal moment with a difference of 17 to
37% in deflection and -10 to -27% in longitudinal bending
moment in case IRC 70R loading. The corresponding
differences in case of AASHTO loading are 8 to -22% in
deflection and -4 to -15% in longitudinal bending moment. It
is seen that the order of increase in maximum values of
deflection, longitudinal bending moment and transverse
bending moment of T beam bridge decks due to Euro standard
loading is about 1.07 to 1.9 times that of IRC class A loading.
In case of torsional moment the increase is highest for IRC
70R loading compared to the class A primarily due to closed
wheel spacing in the transverse direction. The variation in
torsional moment is much less compared to a slab deck
because the presence of girders in both direction and also
reduce the distortion and warping caused by torsion. The
maximum shear force in beams mainly depends on the
magnitude of loading, since wheel load of AASHTO loading,
Euro loading is more compared to IRC class A, the maximum
shear force values produced by AASHTO loading, Euro
loading increased by -71 to 52% and 0.5 to 1.8 times
respectively compared to that of IRC class A loading.
Although the IRC class 70R wheel load is small compared to
IRC class A wheel load due to the closed wheel spacing the
maximum shear force values decreased by -1 to 91%.
0
10
20
30
40
50
60
0 1 2 3
IRC class
A loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Transversebending
momentinkNm
Aspect ratio(L/B)
0
5
10
15
20
25
30
0 1 2 3
IRC class
A loading
IRC 70R
loading
AASHTO
loading
Euro
loading
Aspect ratio(L/B)
TorsionalmomentinkNm
6. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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IC-RICE Conference Issue | Nov-2013, Available @ http://www.ijret.org 64
Table.1. Variation of Deflection in longitudinal girders
Table.2. Variation of Shear force in longitudinal girders
Aspec
t ratio
(L/B)
Shear force in beam 1 in kN Shear force in beam 2 in kN Shear force in beam 3 in kN
IRC
class A
loading
IRC
70R
loading
AASHT
O
loading
Euro
loading
IRC
class A
loading
IRC
70R
loading
AASHT
O
loading
Euro
loading
IRC
class A
loading
IRC
70R
loadin
g
AASHT
O
loading
Euro
loading
0.789
121.83
8 94.266 115.712
329.13
5
123.67
9
150.81
2 112.027
293.74
7 48.191 4.611 71.333 82.902
1.053
107.10
6
129.42
1 140.832
368.98
5
139.59
7
183.08
9 141.789
330.55
1 59.694 14.844 92.389
103.60
9
1.316
146.50
2
167.38
2 162.393 401.3 148.76
187.02
2 165.473 356.95 68.497 30.78 112.691
123.04
5
1.579
153.42
4
196.13
5 180.23
430.22
5
154.78
6
229.52
2 183.004
379.40
9 75.37 48.028 129.336
142.03
2
1.842
166.69
4
221.04
4 195.759
457.36
5 168.56
228.15
7 197.896
399.51
1
104.17
8 64.442 143.938 160.95
2.105
183.97
4 238.93 209.758 482.33
185.25
9
256.69
8 210.86
418.15
7
118.74
1 80.034 156.747
179.66
2
Table.3. Variation of Longitudinal bending moments in longitudinal girders
Aspec
t ratio
(L/B)
Bending moment in beam 1 in kNm Bending moment in beam 2 in kNm Bending moment in beam 3 in kNm
IRC
class
A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class A
loading
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
0.789 269.87 241.21 222.69 787.6 292.89 324.44 246.99 748.36 133.09 25.97 159.80 243.09
Aspec
t ratio
(L/B)
Deflection in beam 1 in mm Deflection in beam 2 in mm Deflection in beam 3 in mm
IRC
class A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loading
0.789 0.252 0.237 0.221 0.744 0.273 0.321 0.249 0.701 0.124 0.026 0.16 0.231
1.053 0.614 0.697 0.643 1.793 0.628 0.83 0.7 1.596 0.325 0.138 0.478 0.629
1.316 1.34 1.666 1.41 3.588 1.293 1.771 1.469 3.046 0.755 0.469 1.076 1.415
1.579 2.492 3.228 2.695 6.354 2.263 3.113 2.706 5.233 1.496 1.138 2.112 2.784
1.842 4.276 5.455 4.594 10.309 3.68 4.962 4.498 8.371 2.705 2.253 3.686 4.953
2.105 6.862 8.555 7.241 15.704 6.116 7.496 6.979 12.706 4.568 3.989 5.94 8.169
7. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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IC-RICE Conference Issue | Nov-2013, Available @ http://www.ijret.org 65
1.053 398.93 414.63 376.65 1152.9 412.69 502.45 408.59 1043.3 207.35 81.19 278.66 395.38
1.316 567.53 660.40 560.5 1538.3 555.30 703.2 582.43 1334.7 314.22 181.83 425.25 587.18
1.579 740.92 907.01 759.72 1937.2 697.97 882.12 762.67 1634.8 434.71 313.39 591.96 814.7
1.842 937.49 1149.4 968.94 2345.6 860.91 1051.8 949.3 1952.5 580.65 462.56 772.57 1075
2.105 1139.7 1399.5 1185.24 2761.5 1031.7 1237.1 1145.1 2290 738.29 633.36 965.59 1364.8
Table.4. Variation of Torsional moments in longitudinal girders
Aspe
ct
ratio(
L/B)
Torsional moment in beam 1 in kNm Torsional moment in beam 2 in kNm Torsional moment in beam 3 in kNm
IRC
class
A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class
A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
IRC
class
A
loadin
g
IRC
70R
loadin
g
AASHT
O
loading
Euro
loadin
g
0.789 15.5 35.5 4.7 32.4 2.45 24.9 3.977 37.24 20.8 6.69 20.32 35.17
1.053 14.6 42 6.25 31.78 3.45 29.3 3.361 43.28 25 18.4 25.18 45.3
1.316 15.2 44.7 6.46 32.93 6.61 38 3.54 50.3 28.2 34.1 29.61 56.07
1.579 15.9 41.4 5.75 38.7 10.6 46.5 5.59 57.8 30.4 48.6 32.8 67.8
1.842 16.9 35.6 6.12 46.2 15.1 53.7 8.31 66.1 35.7 58.7 35.14 81
2.105 22.6 32.3 6.492 56.9 19.8 64.2 11.07 76.6 40.7 74.9 37.37 94.8
4.4 Comparison of important structural response
parameters in selected slab bridge deck and T beam
bridge deck slab of aspect ratio 0.789 under selected
loading:-
The comparison of important structural parameters in slab
bridge deck and T beam bridge deck slab of aspect ratio 0.789
is shown in the Table.9. The maximum deflection in T beam
bridge deck slab is reduced by 25 to 30 % in case of IRC class
A, AASHTO and EURO loading compared to slab bridge
deck but in case of IRC 70R loading maximum deflection
increases by 1.95% because of less wheel spacing. In case of
longitudinal bending moment in T beam bridge deck slab is
decreased by 76 to 81% compared to slab bridge deck for all
selected loading cases. Similarly the transverse bending
moment and tosional moment in T beam bridge deck slab is
reduced by 33 to 65% compared to slab bridge deck for all
selected loading cases. This reduction in important structural
parameters in T beam bridge deck slab compared to slab
bridge deck is due to the provision beams in both direction of
slab.
Table.5. Comparison of important structural response parameters in selected slab bridge deck and T beam bridge deck slab of aspect
ratio 0.789 under selected loading
Loading IRC class A Loading IRC 70R Loading AASHTO Loading EURO Loading
Bridge deck type
Slab
deck
T beam
deck
Slab
deck
T beam
deck
Slab
deck
T beam
deck
Slab
deck
T beam
deck
Deflection in mm 0.533 0.361 0.513 0.523 0.483 0.319 1.493 1.105
Longitudinal bending
moment in kNm 91.94 16.874 91.472 21.788 87.114 20.199 254.868 53.372
Transverse bending
moment in kNm 30.987 14.913 43.725 17.032 30.447 20.465 94.962 38.392
Torsion in kNm 12.268 5.572 19.491 6.933 9.164 5.242 34.693 22.989
8. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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IC-RICE Conference Issue | Nov-2013, Available @ http://www.ijret.org 66
CONCLUSIONS
a. The maximum values of deflection and longitudinal
bending moment caused by IRC class A and 70R
wheeled vehicle do not differ by more than 7% for the
selected aspect ratios of Slab Bridge decks
investigated.The corresponding difference in case of T
beam decks is -22 to 37%.
b. AASHTO loading causes -7 to 17% higher deflection
and less than 5% in case of longitudinal bending
moment compared to IRC class A loading. While the
corresponding range is 1.7 to 1.8 times for EURO
loading.
c. In general maximum transverse and maximum torsional
moments are more pronounced in case of slab bridge
decks compared to T beam decks and are found to be in
the range of 15 to 20% and 30 to 40% respectively of
corresponding longitudinal moment in case slab bridge
decks and less than 5% of corresponding longitudinal
moment in case of T beam decks because of higher
transverse moment of inertia and torsional rigidity.
d. Because of their lower magnitude and thick solid
sections are adopted for the members the maximum
torsional moment and maximum transverse bending
moments may not have any major significance on the
design of slab bridge deck and T beam bridge deck.
e. The provision of T beam bridge decks instead of solid
bridge decks of same aspect ratio is found to reduce in
maximum deflection values by 25 to 30% and the
maximum longitudinal bending moment values are
reduced by 76 to 81%. Another major advantage is the
reduction in maximum torsional and maximum
transverse moments by 33 to 65%.
f. The study shows that there is a wide variation in the
highway bridge loading standards of different countries.
However the changes in critical response parameters
are not very significant. IRC has adopted 6 standard
loadings with widely varying magnitude of wheel
loading and wheel and axle spacing. However the
investigations indicate that there is no appreciable
difference in structural response parameters for the
different loadings. It is suggested that IRC may also
adopt the single design vehicle with simple
configuration for standard loading similar to AASHTO
and EURO standard loading which have only 2 to 3
axles.
REFERENCES
[1] P.K. Thomas “A Comparative Study of Highway
Bridge Loadings in Different Countries”supplementary
report 135UC, Transport and road research laboratory.
[2] Medhat Kamal Abdullah “Comparison between
Highway Codes for Traffic Loads on Bridges”Life
Science Journal 2013: PP.621-627.
[3] Dr.MaherQaqish, Dr.EyadFaddaand
Dr.EmadAkawwi“Design of T-beam Bridge by Finite
Element Method and AASHTO Specification”KMITL
Sci. Journal. Vol.8 No.1 January – June, 2008.
[4] KanchanSen Gupta and
SomnathKarmakar“Investigations on Simply supported
concrete bridge deck slab for IRC vehicle loadings
using finite element analysis”Journal of Earth Sciences
and Engineering, Volume 04, No 06 SPL, October
2011, PP. 716-719.
[5] IRC 6:2000 “Standard Specifications and Code of
Practice for Road Bridges, Section-II Loads and
Stresses”, Indian Road Congress, New Delhi.
[6] American Association of State and Highway
Transportation Officials (AASHTO) specifications.
[7] Eurocode 1 Part 2 - prEN 1991-2-2002.
[8] IRC 21:2000 “Standard Specifications and Code of
Practice for Road Bridges, Section-III Cement Concrete
(Plain and Reinforced)”,Indian Road Congress, New
Delhi.