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IRJET- Design of Railway Foot Over Bridge (Shelu)
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3885 Design of Railway Foot Over Bridge (Shelu) Gousemiya Saudagar1, Mubeen Shaikh2, Royston Lobo3, Saba Shaikh4, Reetika Sharan5, Reshma Shaikh6 1,2,3,4UG, Student Dept. of Civil Engineering, DRIEMS Neral 5Professor Reetika Sharan, Dept. of civil Engineering, DRIEMS Neral, Maharashtra, India 6Assistant professor Reshma Shaikh, Dept. of civil Engineering, DRIEMS Neral, Maharashtra, India ---------------------------------------------------------------------***---------------------------------------------------------------------- Abstract - In recent years, there has been much progress in foot over bridge design with increasing use of advanced analytical design method, useofrawmaterialsandnewbridge concepts. A foot over bridge is becomingverypopular inurban India as it helps to cross the road for pedestrians without worrying about high speed traffic as well as it is very safe option without interrupting vehicles. Due to increase in use as advanced analytical design methods there has been progress in construction of foot over bridge. This project deals with the design of steel foot over bridge at Shelu platforminsucha way that, it should be durable, stable, usable, economicalaswellas eco-friendly. As there is only one bridge of Reinforced cement concrete which has a negative impact onenvironmentand itis located at tail end of platform which isinconvenientforpeople while crossing the railway track. So we are going to design new steel bridges Steel fulfills alltheidealrequirementsfor the construction of a bridge. Preferring steel bridge over RCC Bridge helps in speedy construction and it is economical for the span up to 10-25m. In this project, our Bridge is being designed manually and analyzed using Ansys software by using limit state method. Key Words: shelu, foot over bridge, rolled steel girder, economical, Ansys. 1. INTRODUCTION This project deals with the study of railway bridges. Rail bridges are constructed to connect two platforms separated by rail track so that people can safely move from one platform to another and also to exit station. Bridges are usually constructed at such a location where it provides overall ease to users. Steel bridges are an essential feature of a countries infrastructure and landscape. Among various bridges steel bridges has the most highest and favorable strength, qualities and therefore it is suitable for the most daring bridges. There are various types of steel bridges that are used namely girder bridge, truss bridge, rigid frame bridge, arch bridge. This project comprises of rolled steel plate Girder Bridge. Plate girders can be built to any desired proportion to suit the particular requirements and of a cross section with the properties needed. As steel have many advantages so in this project steel bridge has been designed. The location of the site is at shelu station. Shelu station had only one bridge at further end of the platform which was quite inconvenient to the users from the other end of platform so people usually prefer trespassing which is reallyprefertrespassingwhichis really dangerous as it can cause serious accidents. TO prevent trespassing and to provide ease and safety t users a bridge has been designed at shelu station. The designing is done by Limit State Method. According to Indian Standard Codes. Many IS codes has referred during design most of the designing is done by referring ID codes 800: 2000. Various load combinations has been taken into consideration. Loading data has been taken according to IRC standards while designing main importance is given to safety of the users and also tired to have an economical design. 1.1 RAILWAY STEEL FOOT OVER BRIDGE One of the important structures in civil engineering is a bridge. Railway bridges are constructed to connect to platform separated by railway track to carry pedestrians safely from one platform to another platform andalsotoexit station. Nowadays Steel foot over bridges is widely adapted by railways. Steel bridges provide overall ease and economy for construction. Steel bridges are easy to construct within a short period of time. It is environment- friendly and commuter – friendly. The fob uses lighter structural membersmakingit easyto be erected on site. The connections used in fob are simple weld and bolt connection. The major advantage of steel fobisthey can be cut or molded into any shape or size desired without wasting material. Steel structures can be pre-fabricated in the workshop or at a place away fromsitethereforeless area at construction site is required and this is highly advantageous in congested urban areas. Foot over bridges is provided at platform in such a place where it can carry maximum pedestriantrafficatpeak hours and also at non peak hours. And also it could be very convenient to users from both sides of platform. Steel fobs can be used right from the time construction is over. 1.2 STATEMENT OF PROBLEM Due to existing foot over bridge at failure end of steels station people hesitate to use the bridge for movement. Moreover frequency of train is less but each train contains approximate 500 people which results in traffic of movement in existing bridge. Trespassing is usually seen as people think crossing is more convenient than using foot over bridge which may results in accidents. Unauthorized
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3886 crossing at shelu is observed by students without safety because there is only one foot over bridge at csmt end of station. The existing foot over bridge is an old RCC bridge which may collapse or IRC will demolish it in upcoming years. 1.3 OBJECTIVES To design a light weight foot bridge at shelu station without compromising the strength, durability and stiffener of the structure. To make use if simple and the effective design techniques To design a bridge which is economically efficient To Analyze the structure using ANSYS To meet the requirements of Is provisions To overcome the difficultiestoapproachthebridgefrom all direction To design the structure manually To prevent trespassing 2. LITERATURE REVIEW Mohan Gupta and Shekhar Gupta 01-2011 adopted high strength and light weight, tubular steel for proper design of foot over bridge since the clear span 30m and clear height above road level was 75m.Moreover foot over bridge was supported solely by the steel beam of 30m thus heavy depth of beam have to be involved in order to get the structure to be in stability. Rahul and kaushik Kumar 10-2014 has made efforts to design and optimize portable foot bridge which provide a solution that will aid a person carrying a load in crossing stream. The main motto was to minimize the total deformation of the structural member by optimizing the cross sections, materials properties and weight. A Das and S Barau 09-2015 surveyed and investigated performance of existing foot over bridge facilities and identified people’s hesitation to the use of foot over bridge due to inconvenience, unawareness, congested, time consuming, poor accessibility and bad conditions. Considering above issues foot over bridgeisprovidedatthat spot with adequate service and become capable of performing public demand. Patil MB 06-2016 carried out efforts to analyze check and study the structural behavior of composite bridge under static analysis. Also compared its results numerically to know its suitability by using SAP2000. Vishal Gajghate, Aniket Rewatkaral 04-2017carried out seismic analysis of foot over bridge for different soil conditions. They highlighted the effect of different soil conditions indifferent zones with response spectrum analysis and also checked bridge to withstand for bending moment and shear for different span column members and foot over bridges respectively. T.Prashant 01-2018 stated that the bridges are often required very close to the public outlook resulting in careful arrival. Therefore foot bridgesarenecessary whereSeparate Street must be required for people to move site visitors’ flows or some physical obstruction along with a river. The appropriate layout of foot over bridge together with connection details and additional estimation of structural components at the side of foundation detail is needed. 3. METHODOLOGY Designing bridge considering various components as per IS 800:2007 Materials properties: A. Steel i. Structural steel confirming to IS 2062 having following properties is used in this design Yield stress = 250 MPa Ultimate stress = 415 MPa ii. HYSD reinforcing bar of grade Fe 415 confirming to IS 1786 is used B. Concrete Design grade of concrete M20 Dimensions of bridge: Height of bridge= 10m Span of bridge= 21m Width = 4m Components of bridges 1) TRUSS a. ROOF Dimensions = 4m 3m Rise = 1m =26.56 Loading data Dead load = 562.59 N Live load = 836.95 N Wind load = 3.083 KN/m b. PURLIN
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3887 Spacing of purlin =0.74m Dead load = 142.82 N/m Live load = 309.91 N/m Wind load = 1018.61 N/m c. PRINCIPLE RAFTER Design force = 2 KN C/s area required = 45.87 Section used ISMB 100 2) SLAB Live load = 5 KN/ Floor finish = 2 KN/ Aspect ratio = 3.75 > 2 one way slab Providing main steel of 12mm dia bars @ 150 mm c/c and distribution steel of 10 mm dia bars @370 mm c/c. 3) GIRDER Max BM = 1695.71 KNm Max SF = 362.18 KN Providing I section Size of web = (650 6) mm Size of flange = (450 ) mm 4) STAIRCASE Height of Staircase = 7 m Riser = 150 mm, Tread = 300 mm Providing 3 flights No of risers in each flight = 16 Nos No of tread in each flight = 15 Nos Dead load of waist slab = 5.33 KN/ Floor finish = 1 KN/ Wt. of steps = 1.8 KN/ Imposed load = 5 KN/ Total load = 20 KN/ Providing main steel of 10mm dia bars @ 50 mm c/c and distribution steel of 8 mm dia bars @230 mm c/c. 5) COLUMN Total load on column = 450 KN Height of column = 5.7 m C/s area required = 3000 Section used ISMC 150 two channels back to back. 6) PEDESTAL Size of base plate = 500 500 mm SBC = 150 KN/ at 1.5m Height of platform = 1 m Height of pedestal above platform = 0.3 m Concrete quality = M20 Reinforcement = Fe 415 Centre to centre distance of bolt holes = 250 × 250 Provide 20mm of reinforcement 80mm of ferrule 40mm cover to steel Size of pedestal = 550 550 mm Asc = 3025 Providing 10-20mm bars and 8mm tie bars at 300mm c/c. 7) FOOTING Self weight of column = 0.917 KN Self weight of base plate = 0.385 KN Self weight of pedestal = 9.075 KN Total load on footing = 469.46 KN Load on footing @ 5% = 23.473 KN Factored load = 750 KN Ultimate bearing capacity of soil = 300 KN/
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3888 Size of footing = 1.7 1.7 m Depth of footing for one way shear Shear resisted by concrete d = 0.102 m Case (2) Two way shear d = 0.5 m BM per m width of footing Provide 12 mm dia bars on both side. Development length L = 677 mm Where, C/c =centre to centre C/s = cross section Ast = area of steel in tension Wt = weight = diameter Asc = area of steel in compression = moment in y direction = moment in x direction = shear force = shear stress
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3889 Fig -1: Rcc foot over bridge at shelu station 5. RESULTS 1) TRUSS a) PURLIN Design bending strength > required bending moment 318.18 N.m > 213.53 N.m b) PRINCIPLE RAFTER Design compressive strength > design force 200 KN > 2 KN 2) SLAB Depth provided > depth required 140 mm > 100 mm Safe against bending moment Ast provided > Ast required Safe in deflection 3) GIRDER Design bending strength > required bending moment 2086.36 KN.m > 1695.71 KN.m Shear force corresponding to web buckling < maximum shear force 423.89 KN < 506.613 KN Shear capacity of end panel: 179.67 KN < 511.736 KN Safe in shear Bending moment strength of end panel > bending due to anchor forces End panel can carry the bending moment safely 4) CROSS GIRDER Providing ISMC 125 @ 12.7 kg/m … (2 NOS) 5) STAIRCASE Design bending strength > required bending moment 120.22 KNm > 106.73 KNm Design shear strength > maximum shear force required 288.67 KN > 80.55 KN 6) COLUMN Design compressive strength > total load on column 676.51 KN > 450 KN Provided ISMC 150 7) FOOTING Effective depth required < depth provided 156.324 mm < 500 mm deflection of slab in y direction
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 04 | Apr 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3890 stress at slab in x direction Buckling of column in y direction stress in y direction 5. CONCLUSION With this project we aim to contribute a working solutionto the recurring problem of inconvenience and time lost for both the users. With the construction of a bridge at shelu station Pedestrian traffic will be dispersed freely and effectively resulting in reduction of congestion inside Railway Stations, better pedestrian safety, movement of pedestrians got their due right. . It will also help to reduce the number of accidents occurring at station due to trespassing. This has been a motivating factor throughout the duration of the project as different issues and learning curves have come about.Afterdesigningthe bridgemanually and also analyzing the same in the Ansys software it is concluded that bridge can bear the load safely. References [1] T. Prashanth, "Design and analysis of foot over bridge using staad pro," International journal of Civil Engineering and Technology, vol. 9, no. 1, p. 13, 2018. [2] M. Gupta, "Analysis and Design of Foot over bridge using HSS," Internatioal journal of Multidispl.Research and advances in Engineering, vol. 3, no. 1, p. 8, 2011. [3] A. Rewatkar, "Siesmic analysis of Foot over bridge," International Research journal of engineering and Technology, vol. 4, no. 4, p. 4, 2017. [4] D. Gupta, "Engineering journal of application of scopes," vol. 1, no. 2, p. 5, 2016. [5] D. A. Zamare, "seismic design construction of foot bridge," international journal for Research in applied science and Engineering technology, vol. 3, no. 2, p. 8, 2015. [6] A. D. a. Barua, "A Survey Study For User Attributes On Foot Over Bridge In Perspective Of Dhaka City," International Conference On Recent Inovation In Civil Engineering for Sustainable Development, vol. 1, no. 1, p. 7, 2015. [7] G. D. &. R.Koroumi, Life Cycle Assessment Frame work For Railway Bridge: Literature Survey & Critical Issues, Stockholm , 2014. [8] R. &. K. Kumar, Procedia Enineering, Ranchi: Elsevier Ltd., 2014.
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