© IJEDR 2018 | Volume 6, Issue 4 | ISSN: 2321 -9939 365 International Journal of Engineering Development and Research (www.ijedr.org) INVESTIGATION OF CORRUGATED WEB GIRDERS UNDER EFFECT OF BUCKLING P Jagadeshwar Rao 1, B. Vamsi Krishna 2 1M.Tech Research Scholar , Department of Civil Engineering, MREC (A), Hyderabad -500100 2 Assistant Professor , Department of Civil Engineering, MREC (A), Hyderabad -500100 Abstract : A corrugated web beam is developed with thin walled corrugated web. The profiling of the web keeps away from the failure of the beams because of loss of stability before as far as possible plastic limit loading of the web is come to.
The utilization of corrugated web is a potential technique to accomplish satisfactory out of plane stiffness and bending obstruction without utilizing stiffeners. The re are diverse kinds of corrugated web profiles, for example, rectangular, triangular, webezoidal, semi -circular and so forth. Girders with corrugated steel web are likely utilized in bridges and additionally in building structures because of its various p ositive properties. It is known from past examinations that because of the web corrugations the typical and shear pressure distflangeution in the flange and web plates of the corrugated web girders are unique in relation to the pressure conveyance in the o rdinary I – girders.
In present research a web with rectangular corrugations is used. The primary target of this undertaking is to decide the buckling strength of corrugated web exposed to shear for transverse loading. Likewise to check the economy and compa red it with plane web plate girders. Despite the fact that the corrugated webs are not regularly utilized in India but rather are utilized generally in remote nations. As we probably am aware, plate girders have the maximum moment carrying capacity than so me rolled steel sections. To convey the moments sections must be slender and the thin sections are subjected to web buckling. So the web loses its buckling strength . Consequently to keep away from this buckling and to incorrugation most extreme strength w e are concentrating on giving corrugations to the web. The motivation behind utilizing corrugated web is that it permits the utilization of thin plates without the need of stiffeners subsequently it extensively reduces the expense of fabrication and enhanc es the fatigue life. Additionally it enhances aesthetics of structures. In this examination the limited component models of plane web and in addition corrugated webs are created and investigati on is performed by utilizing AN SYS programming. There is less w riting accessible on utilization of corrugated web. The consequence of accessible examinations demonstrates that the strength of these corrugations can be higher when compared with beams with stiffened or un – stiffened web. Keywords: Girders, Buckling, P late Girders, Corrugation, Distflangeution , Fatigue, ANSYS 1. INTRODUCTION Plate girders are utilized generally in bridges and mechanical structures. In its least difficult shape, a plate girders is fabricated utilizing two flanged plates welded to a web plate to frame an•I girder. For vast spans/loads, the utilization of deep plate girders results in slender webs, along these lines, making the web buckling issues more important in structure. This is the reason the webs in plate girders are regularly strengthened with stiffeners to take into account the utili zation of thin webs. The stiffeners as a rule are intended to isolate the web into panels bolstered along the stiffener lines. Welding of stiffeners, be that as it may, has two disservices; the first is the high manufacture cost, and the second is the dimi nished fatigue life. The architect’s assignment is to discover a mix of plate thickness and stiffener separating that streamlines the girders’s weight and in the meantime diminish the manufacture cost. Superior steels, which are ending up progressively accessible, are appropriate for roadway connect applications because of their high strength, phenomenal durability, and in addition great weld ability and corrosion obstruction. These steels can possibly create significant weight investment funds, in spite o f the fact that obstacles to their powerful use in regular hardened level web plate girders incorporate the potential for web instabiltiy, excessive deflections, fatigue failure . The utilization of corrugated webs has been considered for quite a while to expand the buckling strength and out -of-plane stiffness wiping out the utilization of vertical stiffeners. It was, nonetheless, discovered that the girders with web corrugations are financial to utilize and can enhance the style of the structure. As appear ed in Fig.1.2, the corrugated web connect, in which the snare of ordinary prestressed solid bridges were supplanted by corrugated steel webs. Various© IJEDR 2018 | Volume 6, Issue 4 | ISSN: 2321 -9939 366 International Journal of Engineering Development and Research (www.ijedr.org) examinations in the most recent years demonstrated that the pressure dispersion in the girders with corr ugated webs are unique in relation to the regular pressure appropriation of the conventional I – girderss with level webs under in -plane bowing and shear. The diverse qualities of the pressure dispersion in the flange and web plates affect the bowing and s hear opposition, which can be considered in the plan. Fig.1 Schematic diagram of corrugated steel web prestressed concrete box girder 2. ADVANTAGES OF CORRUGATED WEBS The presentation of corrugated webs in bridge girders has incorrugated numerous points of interest. Its points of interest had prompted its make and use in Sweden, France, Germany, and Japan. It wide properties have expanded its applications in the development of beams. The upsides of corrugated webs in bridge girders have been record ed. ‚· Compared to the solid web, the lighter corrugated steel web prompts lessened seismic powers and littler substructures, subsequently diminishing the development cost of the bridge. ‚· Compared to the level steel web, the corrugated steel web has higher out of plane stiffness and shear buckling obstruction even without extra stiffeners, which significantly lessens the material and work expenses of creating superstructures. ‚· A connect with corrugated webs 20% lighter than an extension with solid webs. An accor dion impact requires the PC strand 20% not exactly an extension with solid webs. Subsequently, an extension with corrugated webs more cheap than a bridge with solid webs for a range longer than 50 m.. ‚· A girders with corrugated webs can be associated with a steel box girders. That makes a long range cross breed connect made of a girders with corrugated web and steel box. ‚· A connect with corrugated webs discharges the carbon dioxide 20% not exactly a steel bridge and solid extension. Subsequently an extension with corrugated webs is eco -accommodating. ‚· The materials are utilized all the more proficiently in light of the fact that solid is relied upon to oppose basically the bowing minute and steel is to convey shear. ‚· Box girders spans with corrugated steel webs are monetary and focused for ranges surpassing 100m. ‚· It provides amazing aesthetics. 3. DIFFERENT GEOMETRICAL ASPECTS OF CWG This part is worried about the geometrical angles proportions and girders setups reasonable for a sound plan of plate girders with corrugated webs CWG against various methods of failure. These plan models, for example, shear strength, flexural strength, strength against LTB, intelligent buckling strength and in addition exhaustion life of these sorts of girders. The conditions made reference to beneath are the most critical ones dependent on the past writing contemplates are to date, yet excluding all extraordinary structure procedures. It is essentially picked dependent on levelheaded plan and best fitting conditions coming about be cause of past test testing, limited component investigations and also determined conditions up to the best learning of the creator. These structure conditions and philosophies are exposed to change as well as alterations dependent on a la mode examine and refreshed logical papers regarding the matter. The equations numbering are kept the same as in previous clauses inside the report so the reader can easily return back to the original part for the detailed discussion of the equations . Fig.2 Plate girder with webezoidal corrugated web CWG Using past structure conditions, a parametric report dependent on the limited component investigation and plan conditions is performed to acquire estimated geometrical proportions of CWG cross segment configuration and a dditionally an ideal plan of corrugated web. Predominantly these geometrical parameters, for example, web profundity to web thickness proportion (hw/tw), flange width to flange thickness proportion (bf/tf), corrugated web flat overlap width to web thicknes s proportion (a/tw), even corrugation width to slanted overlay width proportion© IJEDR 2018 | Volume 6, Issue 4 | ISSN: 2321 -9939 367 International Journal of Engineering Development and Research (www.ijedr.org) (a/C), edge of tendency (), profundity of corrugation to flange width proportion (dc/bf) and also span of ebb and flow of filet among level and slanted folds to relating compl ete round range of bend proportion (R/Rc), as appeared in figures (5.1) and (5.2), individually. Fig.3 Geometrical parameters of webezoidal corrugated web girder CWG 4. BUCKLING ANALYSIS OF CORRUGATED WEB BEAM In present investigation webs with rectangular foldings were utilized. The principle goal of this undertaking was to think about the buckling strength of corrugated web plate girderss with various corrugation parameters. Additionally to comparison the stif fness of plate girderss and corrugated web. Despite the fact that the corrugated webs were not generally utilized in India they were utilized usually in remote nations. As we probably am aware, plate girders have the most extreme minute conveying limit tha n some other moved areas utilized. To convey the occasions, the segment must be slim and the thin segments are vulnerable to web buckling. So the webs lose its buckling strength. Subsequently to maintain a strategic distance from this buckling and to incor rugation most extreme strength we give corrugations to the web. The reason for utilizing corrugated web is that it allows the utilization of thin plates without the need of stiffeners; subsequently it extensively decorrugations the expense of bar manufactu re and enhances the weakness life. Additionally it gives great feel to structures. In this proposition the limited component models of corrugated webs were produced and examination was performed by utilizing ANSYS 19 programming. The writing accessible on use of corrugated web is less. The consequences of accessible investigations demonstrate that the strength of these girders can be higher when comparisoned with girders with solidified or un – hardened web. The corrugated steel plate is a broadly utilized au xiliary component in numerous fields of use as a result of its various positive properties. To increase the shear capacity of web of large steel plate girders, the web with different patterns such as tapered web, haunches, corrugations of different of vari ous shapes are utilized. Corrugated steel panels have been perceived as superb load conveying individuals. The extent of this venture is to look at the buckling strength of plate girders with various layering parameters and to build up that corrugated web plate girderss are preferable and conservative over plane web plate girders. In this examination the limited component models of corrugated webs with various corrugation parameters were produced and investigation was performed by utilizing ANSYS 19 progra mming. The outcomes got from investigation were then comparisoned with discover the plate girders with most noteworthy buckling strength. Amid this investigation following cases were considered. Case 1: – Compare the buckling strength of plate girders with corrugated web plate girders dependent on various layering parameters. Case 2: – Compare the buckling strength of plane web plate girders with corrugated web plate girders with most noteworthy buckling strength. 5. FINITE ELEMENT ANALYSIS Plate girders of corrugated web with various corrugation parameters were displayed in AutoCAD 2016 and traded to limited component programming ANSYS19 for investigation. ANSYS is a limited component based programming to mimic the joined geometric and materials nonlinear reaction. To break down and get the exact aftereffects of any structure in ANSYS, programming required a few data sources like material property, component type, limit conditions, appropriate cross section and so on. Post processing ANSYS Structural Mech anics Postprocessing Linearisation Images Tabular data _ Excel Movie files Automated report generation© IJEDR 2018 | Volume 6, Issue 4 | ISSN: 2321 -9939 368 International Journal of Engineering Development and Research (www.ijedr.org) Different buckling modes of plane web plate girders and corrugated web plate girders are shown below© IJEDR 2018 | Volume 6, Issue 4 | ISSN: 2321 -9939 369 International Journal of Engineering Development and Research (www.ijedr.org) CONCLUSIONS The investigation presumes that as the width of foldings diminishes from 400 mm to 100 mm the buckling strength of corrugated web increases when comparisoned with plane web plate girders. It demonstrates that buckling opposition of web increases with folding. Anyway it is expanding for folding thickness up to 10% of spine width, set symmetrically as for flange width. Weight of corrugated cool moved web thickness of 2mm and 4mm is comparisoned and standard web of 6 mm indicates adequate decorrugation in weight. In this way it demonstrates that corrugated web is conservative and has adequate buckling strength. REFERENCES 1. B.Saddek, “Hypothetical Investigation of Shear Buckling for Hybrid Steel Plate Girder with Corrugated Webs”, World Applied Sciences Journal. (2015), 33 (2): 284 -302. 2. Elgaaly M, Seshadri A, Hamilton RW. “Twisting strength of steel shafts with corrugated webs”. J Struct Eng ASCE 1997;123(6):772 ” 82 3. Elgaaly, M, Hamilton RW, Seshadri A. “Shear strength of pillar with corrugated webs”. J Struct En g ASCE 1996;122(4):390 ” 8. 4. Hartmut Pasternak, Gabriel Kubieniec. “Plate Girders with Corrugated Webs”, Journal of Civil Engineering and Management, (2010), (2): 166 ” 171. 5. IS 800(2007):”General development in steel -code of training”, Third update, Bureau of Indian Standards, Structural designing and Structural sectional board of trustees, Civil Engineering Division Council. 6. IS 808(1989):”Dimensions for hot moved steel Beam, segment, channel and Angle sections”,Third correction, Bureau of Indian Standards, Structural Sections Sectional Committee, Structural and Metals Division Council 7. Jiho Moon,Jong -Won Yi,Byung H. Choi and Hak -Eun Lee.,” Lateral ” torsional buckling of I -girders with corrugated webs under uniform twisting” , Thin – Walled Structures 47 (2009) 21 ” 30. 8. K. Baskar, N. E. Shanmugam, V. Thevendran, “Limited Element Analysis of Steel ” Concrete Composite Plate Girder”,J. Struct. Eng., (2002), 128:1158 – 1168 9. LathiKarthi, C.G.Nandakumar, “Straight Elastic Analysis of Corrugated Sheets.” Proceedin gs of International Conference on Recent Innovations in Technology ICRIT2012. 57 – 60 10. Masahiro Kubo, Yuhshi Fukumoto, “Sidelong Torsional Buckling of Thin Walled I – Beams”, J. Struct. Eng., (1988), 114:841 -855. 11. N. Subramanian (2008), “Plan of steel struct ures”,Oxford college press, New Delhi, Edition 1, 2008 12. R.Luo&B.Edlund(1996),”Shear limit of plategirder with webezoidally corrugated web”J.struct.Eng.0263 -8231 13. Robert G. Driver, Hassan H. Abbas and Richard Sause,”Shear Behavior of Corrugated Web Bridge G irders”,J. Struct. Eng., 2006, 132(2): 195 -203 14. S K Duggal (2011): “Plan of steel structures”, Tata McGraw Hill Education Private Limited, New Delhi, Edition 5,2011 15. Shell 181, Element Reference, ANSYS 15 Documentation 16. Sherif A. Ibrahim, Wael W. El -Dakhak hni and Mohamed Elgaaly, “Exhaustion of Corrugated -Web Plate Girders: Experimental Study”, J. Struct. Eng., (2006), 132:1371 -1380.