Analysis of Corrugated Core Sandwich Panels

Analysis of Corrugated Core Sandwich Panels | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Analysis of Corrugated Core Sandwich Panels BANILA K MONACHAN This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-6442702/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract The demand for light weight sandwich panels are becoming increasingly important as multi-functional components in many areas. The tremendous need of these light weight modular structures have application in bridge deck slabs, partition walls, roof slabs etc. Corrugated core sandwich panels are composite structures in which a corrugated core is sandwiched between a top and bottom face sheets. One of the main characteristics is their high stiffness to mass ratio under bending conditions and also good impact resistance. This study mainly focuses on the analysis of corrugated core sandwich panels, wherein, investigation is performed to determine the effect of geometric parameters on the mechanical behavior of the corrugations on the panel by utilizing different materials. Static, dynamic and buckling analyses of corrugated core panels were conducted and its applicability in bridge deck were presented. The studies were performed using ANSYS 16. The use of different types of core shapes exhibited a variation on deformation and shear force of the panels along witth the performance of panels on different loading condition. Transient analysis were done to determine the effect of moving loads and the results thus obtained from the study revealed that z core corrugated sandwich panel shows less deformation and more stress compared to other shapes. Civil Engineering Corrugated core sandwich panels Bridge deck partition walls face sheets Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 Figure 19 Figure 20 Figure 21 Figure 22 Figure 23 Figure 24 Figure 25 Figure 26 Figure 27 Figure 28 Figure 29 INTRODUCTION 1.1 GENERAL The demand for lighter and modular structures is increasing in recent years due to some driving factors in construction projects such as tight scheduling, labour, management and overall cost. For instance, in any construction project, reducing the required man hours on site is highly favourable for construction companies and also more economical . Furthermore, the use of prefabricated modular structures leads to lesser construction workers on site and instead, longer fabrication time in shop which is translated to less cost. Moreover, specifically in bridge construction projects, regarding the renewal of aged and deteriorated bridges, the installation of modular superstructure components definitely helps minimize the disruption to public transportation. Sandwich panels becoming increasingly important as multifunctional components in many areas. One of the main characteristics is their high stiffness to mass ratio, especially under bending conditions. This property strongly depends upon the properties of the two face sheets. The properties such as thermal, acoustics etc. are governed by the properties and materials used in the core. For this reason several cores are generally available such as foams, honeycombs, cellular, trussed, corrugated etc. Among all these sandwich panels, corrugated core are being increasingly used. There are different types of core shapes adopted including triangular, trapezoidal, circular etc. The term “corrugated “generally represents a series of parallel ridges and furrows. Any structure which has a surface with the shape of corrugation either made by folding, moulding, or any other manufacturing method is called a corrugated structure. Three typical corrugated structures may be classified as: a corrugated pipe, a corrugated sheet and a corrugated panel. The main common feature of all corrugated structures is their exceedingly anisotropic behavior; high stiffness transverse to the corrugation direction in contrast to the compliance along the corrugation direction. By selecting the appropriate shape, dimensions and materials of the face sheets and corrugated core, a variety of stiffness and strength at low weight of the corrugated panel will be achieved. The structural characteristics of this corrugated structure depend mainly on the lightweight corrugated core which separates the face sheets and provides the necessary stiffness for the panel. However by considering different material stiffness for the face sheets and the corrugated core, different mechanical behavior of the identical geometry would be expected 1.1.1 Application of corrugated structures The wide application of corrugated structures in civil engineering may be classified mainly as: beams with corrugated web, corrugated roofs and walls and corrugated pipes. i) Beams with corrugated web The main benefit of applying corrugated web beams in supporting roofs, floors and columns in steel structural buildings are that the corrugated webs increase the beam’s stability against buckling. Applying these corrugated web beams in the components of the building results in a very economical design by reducing the required web stiffeners and leads to a significant weight reduction in these beams compared with hot-rolled or welded ones. ii) Corrugated sheets in roof and walls Corrugated sheets are among the best candidates for application in construction elements, for roofs, claddings and walls, of modern industrial buildings owing to their high strength to weight ratio, much lighter and lower cost than flat isotropic panels of the same strength. Corrugated metal sheets for instance are frequently used as the roof of buildings that have steep slopes to dispose of rainwater quickly. Their combination of high stiffness and underlying building structures. iii) Corrugated tunnel and pipe Large metal corrugated pipes or arches are frequently used in tunnel structures to transport the aggregate and ore across various points on their properties. The need to maximize the surface area on such sites necessitates the use of tunnels for transporting bulk materials under roadways and processing these materials. The application of corrugated pipes and arcs in these tunnels offers advantages in the design, installation and operation of these projects such as: reducing the design time and related costs; simplicity of construction which leads into the reduction of installation and maintenance costs. Corrugated pipes are often used in sewerage and drainage applications because of their light weight, high strength and compliance which lead into long life performance. The strength of the pipes arises from the corrugated design of the outer wall rather than the wall thickness, in contrast to the normal solid wall pipes. The advantages of the corrugated pipes in general can be classified as their lightness and flexibility. The lightness of these structures reduces the manpower needed for installation and the costs of transportation whereas the flexibility reduces the damages during storage and handling and ease the natural settlements to be tolerated without suffering cracks or leakages iv) Corrugated bridge decks The weight of the bridge superstructure also plays an important role in the design and construction of bridge substructure such as girders and piers. Specifically, one of the critical challenges in the design process of a bridge construction is the weight of bridge deck in which any design innovation toward the weight reduction is vital. Therefore, design of a deck structure with minimum possible weight would be an important achievement in bridge construction 1.1.2 Properties of materials used in sandwich construction No single known material or construction can meet all the performance requirements of modern structures. Selection of the optimum structural type and material requires systematic evaluation of several possibilities. The primary objective often is to select the most efficient material and configuration for minimum-weight design. Cores for building materials include urethane foam (slab or foam-in-place), polystyrene foam (board or mold), phenolic foam, phenolic-impregnated paper honeycomb, woven fabrics (glass, nylon, silk, metal, etc.), balsa wood, plywood, metal honeycomb, aluminium and ethylene copolymer foam. Facing sheets can be made from rigid vinyl sheeting (fiat or corrugated) ; glass-reinforced, acrylic-modified polyester ; acrylic sheeting; plywood; hardwood; sheet metal (aluminium or steel); glass reinforced epoxy; decorative laminate; gypsum; asbestos; and poured concrete. i)Face materials :Almost any structural material that is available in the form of thin sheet may be used for formation of faces of sandwich panels. Panels for high efficiency structures use steel, aluminium or other metals, although reinforced plastics are sometimes adopted in special circumstances.in an efficient sandwich panels the faces act principally in direct tension and compression. ii)Core materials :A core material is used to perform two essential functions, it must keep the faces correct distance apart and it must be of low density. Modern expanded plastic are approximately isotropic and their strengths and stiffness are very roughly proportional to density.in case of aluminium honeycomb core, all the properties increase progressively with increases in thickness from the foil which the honeycomb is made. 1.2 OBJECTIVES The study investigates the analysis of corrugated core sandwich panels and application in construction field. The main objectives of this study are: · To investigate the behavior of different core shapes used in sandwich panels · To study the maximum deflection and maximum shear force of panels with different materials such as aluminium,GFRP,CFRP,steel · To investigate the buckling analysis of corrugated core sandwich panels 1.3 SCOPE In this work ,the analysis are carried out in ANSYS. The scope of the study can be specified as: · Applicability of corrugated panels in bridge deck were analysed. · Only static and transient analysis of corrugated core sandwich panels were investigated. · In the present study, same materials are used for face sheet and core sheet. METHODOLOGY 3.1 OVERVIEW 3.2 FINITE ELEMENT METHOD The finite element method (FEM) is a powerful numerical technique in the field of structural analysis to obtain accurate results from a simulation in which an analytical solution is complex enough to be achieved.Moreover,it is usually more practical to run a FEM analysis on a simulated geometry of the structure before implementing the experimental test on the real specimen . In this case,interpreting the FEM results could help significantly reduce the number of test and as result,certainly decrease thecost of experiment.Furthermore,usuallyby verifying the obtained results of a simulated model with an experimental data,FEM demonstrates a satisfactory agreement .However, it should be added that in the verification process, boundary conditions and applied loading assumptions should be manipulated properly. Furthermore, usually the number of elements affects the results significantly. Therefore, in order to present reliable results, a comprehensive understanding of the required assumptions is necessary 3.3 ABOUT THE SOFTWARE FEA is widely accepted in almost all engineering disciplines. The method is often used as an alternative to the experimental test method set out in many standards. The technique is based on the premise that an approximate solution to any complex engineering problem can be reached by subdividing the structure or component in to smaller more manageable (finite) elements.ANSYS workbench is a common platform for solving engineering problems. In ANSYS workbench analyses are built as systems which can be combined in to projects. The project is driven by a schematic workflow that manages the connection between the systems. From the schematic we can interact application that are native to ANSYS workbench called workspace. Data integrated applications include the mechanical APDL application ANSYS FLUENT,ANSYS CFX etc. The procedure used for solving a model in ANSYS workbench is: 1. Preprocessing ,in which the analyst develops a finite element mesh of the geometry and applies material properties,boundary conditions and loads. 2. Solution ,during which the program derives the governing matrix equations(stiffness x displacement = load) from the model and solves for the displacements,stresses and strains. 3. Post processing ,in which the analyst obtains result usually in the form of deformed shapes,contour plots etc.to check the validity of the solution. ANSYS is one of the leading commercial finite element program in the world and can be applied to a large number of applications in engineering. Finite element solutions are available for several engineering disciplines like static,dynamics,heat flow, fluid flow,electromagnetic and also coupled field problems. 3.4 VALIDATION OF SOFTWARE 3.4.1Journal Details The corrugated core sandwich panels have wide applications in aerospace ,mechanical,civil and other areas of engineering due to their high stiffness to mass ratio, especially under bending conditions. The thicknes of the members and structures made of composite material is usually very small. To determine the correctness of the FE simulations, the numerical model should be validated with previous studies conducted.Mehdi Tehrani et.al conducted parametric study on the mechanical response of corrugated sandwich panels for bridge decks. A concrete deck is suggested to replace with corrugated core sandwich panels for small bridge applications. The analysis assume panel of continuous corrugated core with height, width,length as 107.5 mm,2120mm,5996mm. The boundary conditions are considered as simply supported on all edges. The material used is steel with mechanical properties as Table 3. 1 Mechanical properties of steel Mechanical Property Value Modulus of elasticity (Gpa) 209 Poisson’s ratio 0.3 Density (kg/m 3) 7800 3.4.2 Results And Discussions The effect of height on mechanical properties was studied.for various applied loads the maximum deflection was calculated for a height 107.5mm. Table gives the considerd values and obtained values. Using this a graph was plotted with applied load on x axis and maximum deflection on y axis Table 3.4 Maximum deflection Applied load (kN) Maximum deflection ( Mehdi et.al 2017) Maximum deflection (validation) 0 0 0 10 5 4.2658 20 10 10.844 30 14 16.267 40 19 22.37 50 27 27.111 60 32 31.22 70 38 37.953 80 47 48 90 51 49.796 MODELLING AND ANALYSIS 4.1 PARAMETRIC STUDY Modelling using ANSYS software.The flexural properties of the corrugated sandwich panel highly depend on the panel cross-section geometry where several parameters influence its behaviour. It should be noted that except the face sheet thickness, other contributing geometric parameters are related to the core shape. Therefore, the core configuration plays an important role in the modelling phase. For example, as the number of corrugation changes, panel’s stiffness varies. Generally, the corrugations are classified into two categories; continuous and discontinuous. A continuous core is fabricated by folding one steel sheet repeatedly; however, a discontinuous one is fabricated from several steel-sheet cuts. Based on the application of the sandwich panels, core geometries for the panels can be designed in a variety of forms and shapes. In the present study the corrugated core sandwich panels were modelled to study different parameters which affect the behaviour of panel. In this study the parameters such as shape of corrugations, face sheet thickness, length of the panel etc were studied by static analysis. Static analyses were carried out to find the deformations and shear stresses of panels. Based on the previous studies mainly six types of cell configurations for cores were selected for the study as shown in the fig. below The I, C, Z and O- cores are classified as discontinuous cores while the V- and X-cores are called continuous. The standard cores such as Z-, tube- are easier to get and they are typically accurate enough for the demanding laser welding process. The special cores, such as corrugated core (V-type panel) and I-core, need specific equipment for production, but they usually result with the lightest panels. 3.1.1 Materials used Different types of materials are used for the analysis of sandwich panels. Sandwich panels with different materials are available now a days. Commonly used type is structural steel. Some of the type have same material for face sheets and cores. But for some type materials used should be different for cores. In the present study same type of materials are used for face sheets and cores. The face sheet and core is composed of aluminium. The material properties used for model was given below Table 3.2 Material property of aluminium Materials Properties Aluminium Density (g/cm 3 ) 2.77 Poissons ratio 0.33 Young’s modulus (Gpa) 71.2 Shear Modulus (Gpa) 26.692 4.2 MODELLING A typical corrugated core sandwich panel with length 1000mm,width 400mm and height 70 mm modelled in ANSYS 16. In this corrugated core has thickness of 2mm and spaced in 80mm.The face sheet has a thickness of 4mm. Panel with different core geometries were created to study the effect of geometry. In order to study the effect of parameters on the deformation an shaer stress of the corrugated core sandwich panels, static analysis of models were carried out. Parameters such as core shape,face sheet thickness,panel length were varied and model were created The panel was fixed supported. The uniformly distributed load of 10 kN/m 2 was applied. Table 3 3 variations in geometry for modelling corrugated panels Face sheet thickness 4mm 8mm 16mm Panel length 1m 2m 3m Core geometry Z core C core V core I core X core O core Effect of face sheet thickness The face sheet thickness of corrugated core sandwich panels is varied as 4mm,8mm,16mm .The panel length are kept constant as 1m. The spacing between cores are kept constant as 80mm and thickness of core as 2mm. Static analysis was done.deformation and shear stress values are noted Effect of panel height The panel height is varied as 1m ,2m,3m. The face sheet thickness are kept constant as 4mm.. The spacing between cores are kept constant as 80mm and thickness of core as 2mm. Static analysis was done.deformation and shear stress values are noted. 4.3 ANALYSIS The FEM analysis consists of three stages; modeling, solving, and post-processing. Modeling phase includes geometrical modeling of the structure, material definition, meshing, and applying boundary conditions and mechanical forces. Solving phase consists of applying load steps under the specific load sequence and solver numerical setting which controls the mathematical method for properly solving nodal displacement equations. Post-processing stage introduces the interpretation and analysis of FEM results in order to find the structural response of the model under the applied loadings. Mainly in this study deformation,shear stress and buckling values are determined for various corrugated core panels using analyisis. 4.3.1 Meshing The main goal of meshing in ANSYS work bench is to provide robust,easy to use meshing tools that will simplify the mesh generation process. It is important to correctly select the mesh size and layout infinite element analysis. A good mesh means accurate results with better convergence. A default mesh is automatically generated during initiation of solution 4.3.2 Boundary Conditions and supports A fixed support boundary condition was adopted. Fixed support can resist vertical and horizontal forces as well as moment.Since they restrain both rotation and translation,they are also known as rigid support. This means that a structure only needs one fixed support in order to be stable. The representation of fixed supports always includes two forces horizontal and vertical and a moment. 4.3.3 Materials used In ANSYS workbench ,Engineering data manager is the tool for defining,storing and organizing material properties.The engineering data application is native to the workbench environment.Engineering data can be added as standalone or as a part of analysis system.We can use the properties stored in material libraries. Also,the properties can be saved to the libraries for the use in other workbench projects. Here the material properties given for the ANSYS models are as follows 4.4 CORRUGATED PANEL AS BRIDGE DECK In this section,studies carried out on corrugated core sandwich panels used as deck slab. Corrugated core panels with different core geometry was analysed in ANSYS 16 to find out best suitable geometry for bridge deck. Transient and static analyses were carried out to study the behavior of panel.Panel with different material combinations were modelled and analysed to find out best material for corrugted core panels. Corrugated core sandwich panels with different materials and core geometry were taken for the analysis. In earlier studies steel was used. Hence in this study,Glass Fibre Reinforced Polymer (GFRP), Carbon Fibre Reinforced Polymer (CFRP) and aluminium were selected as material for modelling the corrugated core panels. The material properties used for the model was Table 4 different materials used for bridge deck Material GFRP CFRP STEEL ALUMINIUM Density (g/cm 3 ) 2.1 1.58 7.8 2.77 Poisson’s ratio 0.28 0.25 0.3 0.33 Youngs modulus (GPa) 45.21 145 209 71.2 Shear modulus (GPa) 5.5 4.8 76 26.692 4.4.1 Loads acting on Bridgedecks The loads imposedon bidge deck include dead load,which includes the self weight and weight of future surface wearing course, and the live load imposed in the form of wheel load. A uniformly distributedload of 10 kN/m 2 was taken as dead load for future wearing course on the entire panel. These loads should be factored up suitability to account for impact and variation in material properteies. The deflection produced by this factoredload must be less than the limiting value of deflection. As per IRC 6 recommendation for single lane bridges calss A wheel load of 57kN was considered as the live load. The deck panel were loaded to a factored loadof 83kN(wheel load of 57kN + 30% of impact factor + DL of future wearing surface). The bridge deck panel was simply supported over short spans and a rectangular patch load that represents IRC class A wheeled vehicle was applied overa patch area of 500 mm x250 mm. The analysis was carreid out in both static and vehicle moving condition. In the caseof small bridge deck, the load limit was considered based on the light weight vehicles passing over the bridge. The traffic pattern was assumed as single lane at each direction . 4.4.2 Geometry of bridge deck For studying the behavior of corruigated core sandwich panelas bridge deck panel, a panel with width,length and height 2120mm,6000mm, and 107 mm, respectively was selected. The geometry for the sandwich panel and load limits presented in this study was obtained from the experimental work accomplished by Mehdi Tehrani et al. To reduce the complexity of geometry in the finite element modelling (FEM) simulation, the size of the model was reduced by applying symmetry planes. As a result, a geometric model with a lower number of elements was generated. This leads to lower numerical computation and a shorter processing time. Here ,two planes of symmetry were applied to the sandwich panel on the longitudinal and transverse centerlines and divide the model in to four equal sections. It has a size of width ,length and height as 1060mm,3000 mm,107mm respectively. To solve the moving vehicular load on the model, a transient analysis was used. Panels were modelled with different core configuration. A panel with solid core was also modelled and analysed. Transient analysis was done to find out the effect of moving load on the corrugated core sandwich panels. Also,the time step size in each load step was specified to be 0.1s RESULTS AND DISCUSSIONS 5.1 PARAMETRIC STUDY 5.1.1 Effect of face sheet thickness To study the effect of thickness of face sheet thickness on the performance of corrugated core panels, six panels were modelled with different core shapes and the thickness were varied as 4mm,8mm and 16mm. The obtained results can be tabulated as below, Table 5 Deformation due to effect of facesheet thickness Core shapes Deformation (mm) 4mm 8mm 16mm C core 0.0319 0.0225 0.0072 I core 0.0249 0.0206 0.0073 V core 0.4317 0.2426 0.0569 X core 0.8748 0.6084 0.3318 Z core 0.0350 0.0232 0.00756 O core 0.0510 0.0342 0.0091 From the analysis it is observed that the deformation decreases with increase in face sheet thickness. Its variation was shown in fig 5.1. It was due to the increasing stiffness of the structure with increasing face sheet thickness. Z Table 6 shear stress due to effect on facesheet thickness Core shapes Shearstress(MPa) 4mm 8mm 16mm C core 1.988 1.764 0.795 I core 1.473 1.492 0.740 V core 1.705 2.412 1.067 X core 3.239 3.456 1.945 Z core 1.974 1.745 0.783 O core 4.361 2.489 2.02 core and I core shaped panels has least deformation in all face sheet thickness and x shaped core has more deformation. Hence the stiffness is less for x shape core panels than z core shape and I core shape panels. When comparing the shear stress values,x core shaped panels shows more shear stress with respect to the other types. But considering the performance of the corrugated panel with regarding to the deformation the deformation should be less with a minmum amount of shear stress. Hence considering the effect of face sheet thickness z core,I core and ccore shows better performance. 5.1.2Effect of length To study the effect of length on corrugated panels,6 panels were modelled with different length as 1m,2m,3m. The deformation and shear stress obtained for different lengths can be tabulated as shown in table below. Table 7 deformation due to effect on length Core shapes Deformation (mm) 1m 2m 3m C core 0.0319 0.00302 0.00320 I core 0.0249 0.00634 0.00309 V core 0.4317 0.06541 0.03632 X core 0.5748 0.3084 0.1318 Z core 0.0350 0.00336 0.00305 O core 0.0510 0.0501 0.043 From the reslts it is observed that there is slight variation in the deformation as the length varies. The deformation decreases as the length increases. Also the z core shape , I core shape and c core shape has less deformation. The x shape core panel has more deformation as the length increases. Table 8 shear stress due to variation in length Core shapes Shear stress (MPa) 1m 2m 3m C core 1.985 0.78 0.81 I core 1.473 0.85 0.60 V core 9.47 8.56 8.41 X core 16.51 15.9 14.77 Z core 1.974 0.65 0.71 O core 4.365 6.9442 4.23 While analysing the effect of length of panels on the deformation and shear stressithas been found that there is only a slight variation in deformation and shear force for all types of core shapes. Deformation is very less for Z,C,I core shapes. 5.2 CORRUGATED PANEL AS BRIDGE DECK In the first part of this study corrugated core sandwich panels with six different cores were analysed. From the obtained deformation and shear stress it is to be concluded that sandwich panels with z core ,c core and I core gives a better performance. Because of this ,the three cores were selected for the modelling of bridge deck. The deformation obtained from static and transient analysis of corrugated core bridge deck panels were compared. Graphical comparison were carried out with deformation obtained using different materials. Corrugated bridge panels with three different core shapes had very less deformation while CFRP used. Aluminium and GFRP shown large deformation. When comparing the shear stress values of corrugated panels with different materials the variation was found little. But the core geometry has great influence on the shear stress values. Z core had more shear stress with less deformation. The comparison of deformation and shear stress of corrugated panels are shown in fig Table 9 deformation in staticand transient analysis Material Static structural analysis Deformation(mm) Transient structural analysis Deformation (mm) Z core C core I core Z core C core I core Aluminium 0.96863 0.96756 1.0331 4.1183 4.010 4.2004 CFRP 0.3399 0.4705 0.50385 1.441 1.5147 2.0492 GFRP 0.9771 1.0887 1.6204 4.1501 5.0337 6.5838 Steel 0.411 0.5601 0.6087 1.651 1.9147 1.4191 Table 10 shear stress on both analysis Material Static structural analysis Shear stress (MPa) Transient structural analysis Shear stress (MPa) Z core C core I core Z core C core I core Aluminium 21.33 19.988 13.278 85.987 77.342 57.686 CFRP 22.482 20.948 13.442 90.677 84.902 58.503 GFRP 22.11 20.62 13.39 89.074 77.414 58.245 Steel 21.693 18.381 13.35 87.387 82.797 58.093 5.3 BUCKLING ANALYSIS Since changing the height of the panel affect the corrugated core geometry in order to properly simulatethe panels with different heights, buckling analysis has to been carried out. In this analysis three heights are considered 107.5mm,138.5 mm and 170.5 mm From the analysis it has to find out that as the height of the panel increases the maximum deflection deflction decreases. The graph shows that slope of the load capacity curve increasesas height of the panel increase. To study the non linearity ,the load was increased around 100kN and responseof the panel were studied. CONCLUSIONS This project work is conducted to investigate the parametric study on the structural behaviour of corrugated core sandwich panels and its applicability as bridge deck panel. For the study both static structural and transient structural analysis were carried out with different core shapes. The study which was carried out using ANSYS software was focused on modelled six different core shapes and the static analysis were done by using the properties of aluminium. From this three shapes were selected with better performance and is analysed for applicability of bridge deck. The following major conclusions were drawn based on the studies carried out under this investigation Deformation of the corrugated core sandwich panels decreases with increasing the face sheet thickness and length of the panel. The face sheet thickness has not much influence in considering the shear stress. From the study it is clear that the z core corrugated sandwich panels have more flexural stiffness and shear strength compared with the others. Corrugated core deck panel with CFRP material has high strength among the others due to its material properties.CFRP shows a similar strength and deformation with steel From the buckling analysis it is clear that as panel height increases, the deflection decreases The study reveals that corrugated core panels structural behaviour is mainly dependent on its face sheet thickness, shape of corrugations, gross thickness, length of the panel etc. By increasing the face sheet thickness and core geometry as in a desirable manner, we can improve the stiffness of corrugated core sandwich panels. This panel should be a good option to replace traditional concrete and steel deck panels which has high weight and corrosion. References Mehdi Tehrani,Farshad Hedayati Dezfuli, M. Shahria Alam, and Abbas S. Milani(2017) “Parametric Study on Mechanical Responses of Corrugated Core sandwich panles on Bridge Decks ” Journal of Bridge Engineering ,© ASCE Jingxi Lui,Wentao He,De Xie,Bo Tao(2017) “ The Effect of impactor shape on the low velocity impact behavior of hybrid corrugated core sandwich structures” Journal Of composites part b vol: 111 (315-331) Published By Elsevier Ltd. Changazia Zhabg,yuansheng Cheng,Pan Zhang,Xinfeng duan,Yong li (2017) “Numerical Investigations On the Response of I core sandwich panels subjected to combined blast and fragmented loading” Journal of Engineering structures Vol .151(459-471) Published By Elsevier Ltd. M .Shaban,A Alibeigloo (2017) “Three Dimensional Elasticity solution for Sandwich panels with corrugated coreby using Energy method” Journal of Thin Walled Structures vol. 119(404-411) Published By Elsevier Ltd. Bin Han,Ke-Ke Qin,Qian –Cheng Zhang,Tian Jian Lu,Bing-Heng Lu(2017) “Free Vibration And Buckling of Foam Filled Composite Corrugated Sandwich Plates Under Thermal Loading” Journal On Composite Structures Vol :172(173-189) Yasser A. Khalifa, Michael J. Tait, Wael W. El-Dakhakhni (2017) “Out of Plane Behavior of Light Weight Metallic Sandwich Panels” Journal of Performance of Constructed Facilities © ASCE Daniel Way, Arijit Sinha, Frederick A. Kamke, John S. Fujii (2016) “Evaluation of a Wood-Strand Molded Core Sandwich Panel” Journal of Materials in Civil Engineering Shiquiang Li ,Xin Li,Zhihua Wang,Guiying Wu,Guoxing Lui,Longamo Zhao (2016) “Finite Element Analysis Of Sandwich Panles With Stepwise Graded Aluminium Honeycomb Cores Under Blast Loading” Journals On Composites vol :part A 80 pages 1-12 Krzysztof Magnucki,Ewa Magnucka- Blandzi,Leszek Wittenbeck (2016) “Elastic bending and buckling of a steel composite beam with corrugated main core and sandwich faces—Theoretical study” Journal on Applied Mathematical Modelling vol 40 (1276-1286) Ehab Hamed(2016) “Modeling, Analysis, and Behavior of Load-CarryingPrecast Concrete Sandwich Panels” Journal of Structural Engineering,© ASCE I.dayyani,A.D Shaw,E.I Saavedra Flores,M.I Friswell (2015) “ The mechanics of composite corrugated structures” Journal on composite structures Vol 133 ( 358-380) I. Ivanez M.M Moure ,S.K Garcia Castillo (2015) “ The Oblique Impact Response Of Composite Sandwich Plates” Journal On Composites Vol 133 pages 1127-1136 Giorgio Bartolozzi,Niccolo Baldanzini,Marco Pierni (2014) “Equivalent properties for corrugated cores of sandwich structures:A general analytical method ” Journal on composite structures vol 108 pages (736-746) Zheng Ye,Victor L,Berdichevsky,Wenbin Yu (2014) “ An equivalent classical plate model of corrugated structures” International Journals of Solids and Structures 51 (2073-2083) H.N.G.Wadley,K.P.Dharmasena,M.R.O’Masta,J.J.wetzel (2013) “Impact response of aluminium corrugated core sandwich panels ” International journal of impact engineering vol :62 ( 114-128) A.G. Mamalis , D.E. Manolakos , M.B. Ioannidis , P.K. Kostazos (2010) “Axial collapse of hybrid square sandwichcomposite tubular components with corrugated core: Experimental” International Journal of Crashworthiness vol 5:3, 315-332 Chris P. Pantelides, Rajeev Surapaneni, Lawrence D. Reaveley (2008) “Structural Performance of Hybrid GFRP/SteelConcrete Sandwich Panels” Journal of Compositesfor Construction , Vol. 12, No. 5 ©ASCE D. Zangani, M. Robinson, A. G. Gibson, L. Torre , J. A. Holmberg (2007) “Numerical simulation of bending and failure behaviour of z-core sandwich panels” journal on Plastics, Rubber and Composites VOL 36 NO 9 Wan-Shu Chang ,T. Krauthammer ,E. Ventsel (2007) “Elasto-Plastic Analysis of Corrugated-Core Sandwich Plates” Journals On Mechanics of Advanced Materials And Structures, vol 13:2, 151-160 Wan-Shu chang,Edward ventsel,Ted Krauthammer,Joby John (2005) “Bending Behaviour of corrugated core sandwich plates” Journal on composite structures vol 70 (81-89) Additional Declarations The authors declare no competing interests. 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05:46:55","currentVersionCode":1,"declarations":{"humanSubjects":false,"vertebrateSubjects":false,"conflictsOfInterestStatement":false,"humanSubjectEthicalGuidelines":false,"humanSubjectConsent":false,"humanSubjectClinicalTrial":false,"humanSubjectCaseReport":false,"vertebrateSubjectEthicalGuidelines":false},"doi":"10.21203/rs.3.rs-6442702/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-6442702/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":80649121,"identity":"bb452f03-b854-44a6-a98d-b603a3f4d3fc","added_by":"auto","created_at":"2025-04-15 14:36:38","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":89137,"visible":true,"origin":"","legend":"\u003cp\u003eFig1.1 sandwich panels with different 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analysis\u003c/p\u003e","description":"","filename":"5.11.png","url":"https://assets-eu.researchsquare.com/files/rs-6442702/v1/23024e7eae1bd3e3d71a6ef4.png"},{"id":80650230,"identity":"c5e2e54b-8d83-4e2e-830e-45e6d844c42a","added_by":"auto","created_at":"2025-04-15 14:44:40","extension":"png","order_by":28,"title":"Figure 28","display":"","copyAsset":false,"role":"figure","size":49682,"visible":true,"origin":"","legend":"\u003cp\u003eFigure 5‑12 Effect of panel height on the maximum deflection response\u003c/p\u003e","description":"","filename":"5.12.png","url":"https://assets-eu.researchsquare.com/files/rs-6442702/v1/548875d640f52907b24e0663.png"},{"id":80649214,"identity":"dd8069ef-0dc4-4d35-a0af-734a811b81ad","added_by":"auto","created_at":"2025-04-15 14:36:41","extension":"png","order_by":29,"title":"Figure 29","display":"","copyAsset":false,"role":"figure","size":410461,"visible":true,"origin":"","legend":"\u003cp\u003eFig 5.14 some deformed models\u003c/p\u003e","description":"","filename":"14.png","url":"https://assets-eu.researchsquare.com/files/rs-6442702/v1/ea411d004766c73fa5bc6eed.png"},{"id":80653025,"identity":"aaf8cbfe-f947-4ab6-ba6c-1e5e1b4bc542","added_by":"auto","created_at":"2025-04-15 15:08:45","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":4244661,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-6442702/v1/e0428b13-8dfe-498f-85a1-58775f8d4f67.pdf"}],"financialInterests":"The authors declare no competing interests.","formattedTitle":"\u003cp\u003eAnalysis of Corrugated Core Sandwich Panels\u003c/p\u003e","fulltext":[{"header":"INTRODUCTION","content":"\u003cp\u003e\u003cstrong\u003e1.1 \u0026nbsp;GENERAL\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe demand for lighter and modular structures is increasing in recent years due to some driving factors in construction projects such as tight scheduling, labour, management and overall cost. For instance, in any construction project, reducing the required man hours on site is highly favourable for construction companies and also more economical . Furthermore, the use of prefabricated modular structures leads to lesser construction workers on site and instead, longer fabrication time in shop which is translated to less cost. Moreover, specifically in bridge construction projects, regarding the renewal of aged and deteriorated bridges, the installation of modular superstructure components definitely helps minimize the disruption to public transportation.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eSandwich panels becoming increasingly important as multifunctional components in many areas. One of the main characteristics is their high stiffness to mass ratio, especially under bending conditions. This property strongly depends upon the properties of the two face sheets. The properties such as thermal, acoustics etc. are governed by the properties and materials used in the core. For this reason several cores are generally available such as foams, honeycombs, cellular, trussed, corrugated etc. Among all these sandwich panels, corrugated core are being increasingly used. There are different types of core shapes adopted including triangular, trapezoidal, circular etc.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe term \u0026ldquo;corrugated \u0026ldquo;generally represents a series of parallel ridges and furrows. Any structure which has a surface with the shape of corrugation either made by folding, moulding, or any other manufacturing method is called a corrugated structure. Three typical corrugated structures may be classified as: a corrugated pipe, a corrugated sheet and a corrugated panel. The main common feature of all corrugated structures is their exceedingly anisotropic behavior; high stiffness transverse to the corrugation direction in contrast to the compliance along the corrugation direction. By selecting the appropriate shape, dimensions and materials of the face sheets and corrugated core, a variety of stiffness and strength at low weight of the corrugated panel will be achieved. The structural characteristics of this corrugated structure depend mainly on the lightweight corrugated core which separates the face sheets and provides the necessary stiffness for the panel. However by considering different material stiffness for the face sheets and the corrugated core, different mechanical behavior of the identical geometry would be expected\u003c/p\u003e\n\u003ch3\u003e1.1.1\u0026nbsp; \u0026nbsp;\u0026nbsp;Application of corrugated structures\u0026nbsp;\u003c/h3\u003e\n\u003cp\u003e\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eThe wide application of corrugated structures in civil engineering may be classified mainly as: beams with corrugated web, corrugated roofs and walls and corrugated pipes.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;i) Beams with corrugated web\u003c/p\u003e\n\u003cp\u003eThe main benefit of applying corrugated web beams in supporting roofs, floors and columns in steel structural buildings are that the corrugated webs increase the beam\u0026rsquo;s stability against buckling. Applying these corrugated web beams in the components of the building results in a very economical design by reducing the required web stiffeners and leads to a significant weight reduction in these beams compared with hot-rolled or welded ones.\u003c/p\u003e\n\u003cp\u003eii) Corrugated sheets in roof and walls\u003c/p\u003e\n\u003cp\u003eCorrugated sheets are among the best candidates for application in construction elements, for roofs, claddings and walls, of modern industrial buildings owing to their high strength to weight ratio, much lighter and lower cost than flat isotropic panels of the same strength. Corrugated metal sheets for instance are frequently used as the roof of buildings that have steep slopes to dispose of rainwater quickly. Their combination of high stiffness and underlying building structures.\u003c/p\u003e\n\u003cp\u003eiii) Corrugated tunnel and pipe\u003c/p\u003e\n\u003cp\u003eLarge metal corrugated pipes or arches are frequently used in tunnel structures to transport the aggregate and ore across various points on their properties. The need to maximize the surface area on such sites necessitates the use of tunnels for transporting bulk materials under roadways and processing these materials. The application of corrugated pipes and arcs in these tunnels offers advantages in the design, installation and operation of these projects such as: reducing the design time and related costs; simplicity of construction which leads into the reduction of installation and maintenance costs.\u003c/p\u003e\n\u003cp\u003eCorrugated pipes are often used in sewerage and drainage applications because of their light weight, high strength and compliance which lead into long life performance. The strength of the pipes arises from the corrugated design of the outer wall rather than the wall thickness, in contrast to the normal solid wall pipes. The advantages of the corrugated pipes in general can be classified as their lightness and flexibility. The lightness of these structures reduces the manpower needed for installation and the costs of transportation whereas the flexibility reduces the damages during storage and handling and ease the natural settlements to be tolerated without suffering cracks or leakages\u003c/p\u003e\n\u003cp\u003eiv) \u0026nbsp;Corrugated bridge decks\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe weight of the bridge superstructure also plays an important role in the design and construction of bridge substructure such as girders and piers. Specifically, one of the critical challenges in the design process of a bridge construction is the weight of bridge deck in which any design innovation toward the weight reduction is vital. Therefore, design of a deck structure with minimum possible weight would be an important achievement in bridge construction\u003c/p\u003e\n\u003ch3\u003e1.1.2 Properties of materials used in sandwich construction\u003c/h3\u003e\n\u003cp\u003e\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNo single known material or construction can meet all the performance requirements of modern structures. Selection of the optimum structural type and material requires systematic evaluation of several possibilities. The primary objective often is to select the most efficient material and configuration for minimum-weight design. Cores for building materials include urethane foam (slab or foam-in-place), polystyrene foam (board or mold), phenolic foam, phenolic-impregnated paper honeycomb, woven fabrics (glass, nylon, silk, metal, etc.), balsa wood, plywood, metal honeycomb, aluminium and ethylene copolymer foam. Facing sheets can be made from rigid vinyl sheeting (fiat or corrugated) ; glass-reinforced, acrylic-modified polyester\u003cstrong\u003e;\u0026nbsp;\u003c/strong\u003eacrylic sheeting; plywood; hardwood; sheet metal (aluminium or steel); glass reinforced epoxy; decorative laminate; gypsum; asbestos; and poured concrete.\u003c/p\u003e\n\u003cp\u003ei)Face materials :Almost any structural material that is available in the form of thin sheet may be used for formation of faces of sandwich panels. Panels for high efficiency structures use steel, aluminium or other metals, although reinforced plastics are sometimes adopted in special circumstances.in an efficient sandwich panels the faces act principally in direct tension and compression.\u003c/p\u003e\n\u003cp\u003eii)Core materials :A core material is used to perform two essential functions, it must keep the faces correct distance apart and it must be of low density. Modern expanded plastic are approximately isotropic and their strengths and stiffness are very roughly proportional to density.in case of aluminium honeycomb core, all the properties increase progressively with increases in thickness from the foil which the honeycomb is made.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e1.2 OBJECTIVES \u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe study investigates the analysis of corrugated core sandwich panels and application in construction field. The main objectives of this study are:\u003c/p\u003e\n\u003cp\u003e\u0026middot; To investigate the behavior of different core shapes used in sandwich panels\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u0026middot; To study the maximum deflection and maximum shear force \u0026nbsp;of panels with different materials such as aluminium,GFRP,CFRP,steel\u003c/p\u003e\n\u003cp\u003e\u0026middot; To investigate the buckling analysis of corrugated core sandwich panels\u003c/p\u003e\n\u003cp id=\"_Toc498621646\"\u003e\u003cstrong\u003e1.3 SCOPE\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eIn this work ,the analysis are carried out in ANSYS. The scope of the study can be specified as:\u003c/p\u003e\n\u003cp\u003e\u0026middot; Applicability of corrugated panels in bridge deck were \u0026nbsp;analysed.\u003c/p\u003e\n\u003cp\u003e\u0026middot; Only static and transient analysis of corrugated core sandwich panels were investigated.\u003c/p\u003e\n\u003cp\u003e\u0026middot; In the present study, same materials are used for face sheet and core sheet.\u003c/p\u003e"},{"header":"METHODOLOGY","content":"\u003cp\u003e3.1 OVERVIEW\u003c/p\u003e\n\u003cp\u003e3.2 FINITE ELEMENT METHOD\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe finite element method (FEM) is a powerful numerical technique in the field of structural analysis to obtain accurate results from a simulation in which an analytical solution is complex enough to be achieved.Moreover,it is usually more practical to run a FEM analysis on a simulated geometry of the structure before implementing the experimental test on the real specimen . In this case,interpreting the FEM results could help significantly reduce the number of test and as result,certainly decrease thecost of experiment.Furthermore,usuallyby verifying the obtained results of a simulated model with an experimental data,FEM demonstrates a satisfactory agreement .However, it should be added that in the verification process, boundary conditions and applied loading assumptions should be manipulated properly. Furthermore, usually the number of elements affects the results significantly. Therefore, in order to present reliable results, a comprehensive understanding of the required assumptions is necessary\u003c/p\u003e\n\u003cp\u003e3.3 ABOUT THE SOFTWARE\u003c/p\u003e\n\u003cp\u003e\u003cspan id=\"_Toc498621663\"\u003eFEA is widely accepted in almost all engineering disciplines. The method is often used as an alternative to the experimental test method set out in many standards. The technique is based on the premise that an approximate solution to any complex engineering problem can be reached by subdividing the structure or component in to smaller more manageable (finite) elements.ANSYS workbench is a common platform for solving engineering problems.\u003c/span\u003e\u003c/p\u003e\n\u003cp\u003eIn ANSYS workbench analyses are built as systems which can be combined in to projects. The project is driven by a schematic workflow that manages the connection between the systems. From the schematic we can interact application that are native to ANSYS workbench called workspace. Data integrated applications include the mechanical APDL application ANSYS FLUENT,ANSYS CFX etc.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe procedure used for solving a model in ANSYS workbench is:\u003c/p\u003e\n\u003cp\u003e1.\u0026nbsp; \u0026nbsp;\u0026nbsp;Preprocessing ,in which the analyst develops a finite element mesh of the geometry and applies material properties,boundary conditions and loads.\u003c/p\u003e\n\u003cp\u003e2.\u0026nbsp; \u0026nbsp;\u0026nbsp;Solution ,during which the program derives the governing matrix equations(stiffness x displacement = load) from the model and solves for the displacements,stresses and strains.\u003c/p\u003e\n\u003cp\u003e3.\u0026nbsp; \u0026nbsp;\u0026nbsp;Post processing ,in which the analyst obtains result usually in the form of deformed shapes,contour plots etc.to check the validity of the solution.\u003c/p\u003e\n\u003cp\u003eANSYS is one of the leading commercial finite element program in the world and can be applied to a large number of applications in engineering. Finite \u0026nbsp;element solutions are available for several engineering disciplines \u0026nbsp;like static,dynamics,heat flow, fluid flow,electromagnetic and also coupled field problems.\u003c/p\u003e\n\u003cp\u003e3.4 VALIDATION OF SOFTWARE\u003c/p\u003e\n\u003cp\u003e3.4.1Journal Details \u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe corrugated core sandwich panels have wide applications in aerospace ,mechanical,civil and other areas of engineering due to their high stiffness to mass ratio, especially under bending conditions. The thicknes of the members \u0026nbsp; and structures made of composite material is usually very small.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;To determine the correctness of the FE simulations, the numerical model should be validated with previous studies conducted.Mehdi Tehrani et.al conducted parametric study on the mechanical response of corrugated sandwich panels for bridge decks. A concrete \u0026nbsp;deck is suggested to replace with corrugated core sandwich panels for small bridge applications. The analysis assume panel of continuous corrugated core with height, width,length as 107.5 mm,2120mm,5996mm. The boundary conditions are considered as simply supported on all edges. The material used is steel with mechanical properties as\u003c/p\u003e\n\u003cp\u003eTable 3.\u0026nbsp;1 Mechanical properties of steel\u003c/p\u003e\n\u003ctable border=\"0\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eMechanical Property\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eValue\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eModulus of elasticity (Gpa)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e209\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003ePoisson\u0026rsquo;s ratio\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eDensity (kg/m\u003csup\u003e3)\u003c/sup\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e7800\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e3.4.2 \u0026nbsp;Results And Discussions\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; The effect of height on mechanical properties was studied.for various applied loads the maximum deflection was calculated for a height 107.5mm. Table gives the considerd values and obtained values. \u0026nbsp;Using this a graph was plotted with applied load on x axis and maximum deflection on y axis \u0026nbsp;\u0026nbsp;\u003cbr\u003eTable 3.4 Maximum deflection\u003c/p\u003e\n\u003ctable border=\"0\" cellspacing=\"0\" cellpadding=\"0\" width=\"463\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003eApplied load (kN)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003eMaximum deflection\u003c/p\u003e\n \u003cp\u003e( Mehdi et.al 2017)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003eMaximum deflection\u003c/p\u003e\n \u003cp\u003e(validation)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e4.2658\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e10.844\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e30\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e16.267\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e22.37\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e50\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e27\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e27.111\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e60\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e31.22\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e70\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e37.953\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e80\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e47\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 141px;\"\u003e\n \u003cp\u003e90\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 161px;\"\u003e\n \u003cp\u003e51\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 161px;\"\u003e\n \u003cp\u003e49.796\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e"},{"header":"MODELLING AND ANALYSIS","content":"\u003cdiv id=\"Sec15\" class=\"Section2\"\u003e \u003ch2\u003e4.1 PARAMETRIC STUDY\u003c/h2\u003e \u003cp\u003eModelling using ANSYS software.The flexural properties of the corrugated sandwich panel highly depend on the panel cross-section geometry where several parameters influence its behaviour. It should be noted that except the face sheet thickness, other contributing geometric parameters are related to the core shape. Therefore, the core configuration plays an important role in the modelling phase. For example, as the number of corrugation changes, panel\u0026rsquo;s stiffness varies. Generally, the corrugations are classified into two categories; continuous and discontinuous. A continuous core is fabricated by folding one steel sheet repeatedly; however, a discontinuous one is fabricated from several steel-sheet cuts. Based on the application of the sandwich panels, core geometries for the panels can be designed in a variety of forms and shapes. In the present study the corrugated core sandwich panels were modelled to study different parameters which affect the behaviour of panel. In this study the parameters such as shape of corrugations, face sheet thickness, length of the panel etc were studied by static analysis. Static analyses were carried out to find the deformations and shear stresses of panels.\u003c/p\u003e \u003cp\u003eBased on the previous studies mainly six types of cell configurations for cores were selected for the study as shown in the fig. below\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eThe I, C, Z and O- cores are classified as discontinuous cores while the V- and X-cores are called continuous. The standard cores such as Z-, tube- are easier to get and they are typically accurate enough for the demanding laser welding process. The special cores, such as corrugated core (V-type panel) and I-core, need specific equipment for production, but they usually result with the lightest panels.\u003c/p\u003e \u003cdiv id=\"Sec16\" class=\"Section3\"\u003e \u003ch2\u003e3.1.1 Materials used\u003c/h2\u003e \u003cp\u003eDifferent types of materials are used for the analysis of sandwich panels. Sandwich panels with different materials are available now a days. Commonly used type is structural steel. Some of the type have same material for face sheets and cores. But for some type materials used should be different for cores. In the present study same type of materials are used for face sheets and cores. The face sheet and core is composed of aluminium. The material properties used for model was given below\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3.2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eMaterial property of aluminium\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"3\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMaterials\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c3\" namest=\"c2\"\u003e \u003cp\u003eProperties\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\" morerows=\"3\" rowspan=\"4\"\u003e \u003cp\u003eAluminium\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eDensity (g/cm\u003csup\u003e3\u003c/sup\u003e)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e2.77\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003ePoissons ratio\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.33\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eYoung\u0026rsquo;s modulus (Gpa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e71.2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eShear Modulus (Gpa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e26.692\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e \u003c/div\u003e \u003cdiv id=\"Sec17\" class=\"Section2\"\u003e \u003ch2\u003e4.2 MODELLING\u003c/h2\u003e \u003cp\u003eA typical corrugated core sandwich panel with length 1000mm,width 400mm and height 70 mm modelled in ANSYS 16. In this corrugated core has thickness of 2mm and spaced in 80mm.The face sheet has a thickness of 4mm. Panel with different core geometries were created to study the effect of geometry.\u003c/p\u003e \u003cp\u003eIn order to study the effect of parameters on the deformation an shaer stress of the corrugated core sandwich panels, static analysis of models were carried out. Parameters such as core shape,face sheet thickness,panel length were varied and model were created\u003c/p\u003e \u003cp\u003eThe panel was fixed supported. The uniformly distributed load of 10 kN/m\u003csup\u003e2\u003c/sup\u003e was applied.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab4\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003e3 variations in geometry for modelling corrugated panels\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"7\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFace sheet thickness\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c3\" namest=\"c2\"\u003e \u003cp\u003e4mm\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c5\" namest=\"c4\"\u003e \u003cp\u003e8mm\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e16mm\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePanel length\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c3\" namest=\"c2\"\u003e \u003cp\u003e1m\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c5\" namest=\"c4\"\u003e \u003cp\u003e2m\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c7\" namest=\"c6\"\u003e \u003cp\u003e3m\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCore geometry\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eZ core\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eC core\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eV core\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eI core\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eX core\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003eO core\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eEffect of face sheet thickness\u003c/p\u003e \u003cp\u003eThe face sheet thickness of corrugated core sandwich panels is varied as 4mm,8mm,16mm .The panel length are kept constant as 1m. The spacing between cores are kept constant as 80mm and thickness of core as 2mm. Static analysis was done.deformation and shear stress values are noted\u003c/p\u003e \u003cp\u003eEffect of panel height\u003c/p\u003e \u003cp\u003eThe panel height is varied as 1m ,2m,3m. The face sheet thickness are kept constant as 4mm.. The spacing between cores are kept constant as 80mm and thickness of core as 2mm. Static analysis was done.deformation and shear stress values are noted.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec18\" class=\"Section2\"\u003e \u003ch2\u003e4.3 ANALYSIS\u003c/h2\u003e \u003cp\u003eThe FEM analysis consists of three stages; modeling, solving, and post-processing. Modeling phase includes geometrical modeling of the structure, material definition, meshing, and applying boundary conditions and mechanical forces. Solving phase consists of applying load steps under the specific load sequence and solver numerical setting which controls the mathematical method for properly solving nodal displacement equations. Post-processing stage introduces the interpretation and analysis of FEM results in order to find the structural response of the model under the applied loadings.\u003c/p\u003e \u003cp\u003eMainly in this study deformation,shear stress and buckling values are determined for various corrugated core panels using analyisis.\u003c/p\u003e \u003cdiv id=\"Sec19\" class=\"Section3\"\u003e \u003ch2\u003e4.3.1 Meshing\u003c/h2\u003e \u003cp\u003eThe main goal of meshing in ANSYS work bench is to provide robust,easy to use meshing tools that will simplify the mesh generation process. It is important to correctly select the mesh size and layout infinite element analysis. A good mesh means accurate results with better convergence. A default mesh is automatically generated during initiation of solution\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec20\" class=\"Section3\"\u003e \u003ch2\u003e4.3.2 Boundary Conditions and supports\u003c/h2\u003e \u003cp\u003eA fixed support boundary condition was adopted. Fixed support can resist vertical and horizontal forces as well as moment.Since they restrain both rotation and translation,they are also known as rigid support. This means that a structure only needs one fixed support in order to be stable. The representation of fixed supports always includes two forces horizontal and vertical and a moment.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec21\" class=\"Section3\"\u003e \u003ch2\u003e4.3.3 Materials used\u003c/h2\u003e \u003cp\u003eIn ANSYS workbench ,Engineering data manager is the tool for defining,storing and organizing material properties.The engineering data application is native to the workbench environment.Engineering data can be added as standalone or as a part of analysis system.We can use the properties stored in material libraries. Also,the properties can be saved to the libraries for the use in other workbench projects. Here the material properties given for the ANSYS models are as follows\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003c/div\u003e \u003cdiv id=\"Sec22\" class=\"Section2\"\u003e \u003ch2\u003e4.4 CORRUGATED PANEL AS BRIDGE DECK\u003c/h2\u003e \u003cp\u003eIn this section,studies carried out on corrugated core sandwich panels used as deck slab. Corrugated core panels with different core geometry was analysed in ANSYS 16 to find out best suitable geometry for bridge deck. Transient and static analyses were carried out to study the behavior of panel.Panel with different material combinations were modelled and analysed to find out best material for corrugted core panels.\u003c/p\u003e \u003cp\u003eCorrugated core sandwich panels with different materials and core geometry were taken for the analysis. In earlier studies steel was used. Hence in this study,Glass Fibre Reinforced Polymer (GFRP), Carbon Fibre Reinforced Polymer (CFRP) and aluminium were selected as material for modelling the corrugated core panels. The material properties used for the model was\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab5\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003edifferent materials used for bridge deck\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"5\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMaterial\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eGFRP\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eCFRP\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eSTEEL\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eALUMINIUM\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDensity (g/cm\u003csup\u003e3\u003c/sup\u003e)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e2.1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e1.58\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e2.77\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePoisson\u0026rsquo;s ratio\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e0.28\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.25\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.33\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eYoungs modulus (GPa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e45.21\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e145\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e209\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e71.2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eShear modulus (GPa)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e5.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e4.8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e76\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e26.692\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cdiv id=\"Sec23\" class=\"Section3\"\u003e \u003ch2\u003e4.4.1 Loads acting on Bridgedecks\u003c/h2\u003e \u003cp\u003eThe loads imposedon bidge deck include dead load,which includes the self weight and weight of future surface wearing course, and the live load imposed in the form of wheel load. A uniformly distributedload of 10 kN/m\u003csup\u003e2\u003c/sup\u003e was taken as dead load for future wearing course on the entire panel. These loads should be factored up suitability to account for impact and variation in material properteies. The deflection produced by this factoredload must be less than the limiting value of deflection. As per IRC 6 recommendation for single lane bridges calss A wheel load of 57kN was considered as the live load. The deck panel were loaded to a factored loadof 83kN(wheel load of 57kN\u0026thinsp;+\u0026thinsp;30% of impact factor\u0026thinsp;+\u0026thinsp;DL of future wearing surface). The bridge deck panel was simply supported over short spans and a rectangular patch load that represents IRC class A wheeled vehicle was applied overa patch area of 500 mm x250 mm. The analysis was carreid out in both static and vehicle moving condition.\u003c/p\u003e \u003cp\u003eIn the caseof small bridge deck, the load limit was considered based on the light weight vehicles passing over the bridge. The traffic pattern was assumed as single lane at each direction .\u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec24\" class=\"Section3\"\u003e \u003ch2\u003e4.4.2 Geometry of bridge deck\u003c/h2\u003e \u003cp\u003eFor studying the behavior of corruigated core sandwich panelas bridge deck panel, a panel with width,length and height 2120mm,6000mm, and 107 mm, respectively was selected. The geometry for the sandwich panel and load limits presented in this study was obtained from the experimental work accomplished by Mehdi Tehrani et al.\u003c/p\u003e \u003cp\u003eTo reduce the complexity of geometry in the finite element modelling (FEM) simulation, the size of the model was reduced by applying symmetry planes. As a result, a geometric model with a lower number of elements was generated. This leads to lower numerical computation and a shorter processing time. Here ,two planes of symmetry were applied to the sandwich panel on the longitudinal and transverse centerlines and divide the model in to four equal sections. It has a size of width ,length and height as 1060mm,3000 mm,107mm respectively.\u003c/p\u003e \u003cp\u003eTo solve the moving vehicular load on the model, a transient analysis was used. Panels were modelled with different core configuration. A panel with solid core was also modelled and analysed.\u003c/p\u003e \u003cp\u003eTransient analysis was done to find out the effect of moving load on the corrugated core sandwich panels. Also,the time step size in each load step was specified to be 0.1s\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003c/div\u003e"},{"header":"RESULTS AND DISCUSSIONS","content":"\u003cp\u003e\u003cstrong\u003e5.1 PARAMETRIC STUDY\u003c/strong\u003e\u003c/p\u003e\n\u003ch3\u003e5.1.1 \u0026nbsp;Effect of face sheet thickness\u003c/h3\u003e\n\u003cp\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;To study the effect of thickness of face sheet thickness on the performance of corrugated core panels, six panels were modelled with different core shapes and the thickness were varied as 4mm,8mm and 16mm. The obtained results can be tabulated as below,\u003c/p\u003e\n\u003cp\u003eTable 5 \u0026nbsp;Deformation due to effect of facesheet thickness\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"648\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eCore shapes\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\"\u003e\n \u003cp\u003eDeformation (mm)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 150px;\"\u003e\n \u003cp\u003e4mm\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 130px;\"\u003e\n \u003cp\u003e8mm\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 108px;\"\u003e\n \u003cp\u003e16mm\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0319\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0225\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0072\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0249\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0206\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0073\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eV core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.4317\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.2426\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0569\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eX core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.8748\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.6084\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.3318\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0350\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0232\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00756\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eO core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0510\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0342\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0091\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eFrom the analysis it is observed that the deformation decreases with increase in face sheet thickness. Its variation was shown in fig 5.1. It was due to the increasing stiffness of the structure with increasing face sheet thickness. Z\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eTable 6 shear stress due to effect on facesheet thickness\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"573\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eCore shapes\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\"\u003e\n \u003cp\u003eShearstress(MPa)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 133px;\"\u003e\n \u003cp\u003e4mm\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 115px;\"\u003e\n \u003cp\u003e8mm\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 96px;\"\u003e\n \u003cp\u003e16mm\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.988\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.764\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.795\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.473\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.492\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.740\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eV core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.705\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e2.412\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.067\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eX core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e3.239\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e3.456\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.945\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.974\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.745\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.783\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eO core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e4.361\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e2.489\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e2.02\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003ecore and I core shaped panels has least deformation in all face sheet thickness and x shaped core has more deformation. Hence the stiffness is less for x shape core panels than z core shape and I core shape panels.\u003c/p\u003e\n\u003cp\u003eWhen comparing the shear stress values,x core shaped panels shows more shear stress with respect to the other types. But considering the performance of the corrugated panel with regarding to the deformation the deformation should be less with a minmum amount of shear stress. Hence considering the effect of \u0026nbsp;face sheet thickness z core,I core and ccore shows better performance.\u003c/p\u003e\n\u003ch3\u003e5.1.2Effect of length\u0026nbsp;\u003c/h3\u003e\n\u003cp\u003e\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eTo study the effect of length on corrugated panels,6 panels were modelled with different length as 1m,2m,3m. The deformation and shear stress obtained for different lengths can be tabulated as shown in table below.\u003c/p\u003e\n\u003cp id=\"_Toc511604480\"\u003eTable\u0026nbsp;7 deformation due to effect on length\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"596\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eCore shapes\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\"\u003e\n \u003cp\u003eDeformation (mm)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 138px;\"\u003e\n \u003cp\u003e1m\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003e2m\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 132px;\"\u003e\n \u003cp\u003e3m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0319\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00302\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00320\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0249\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00634\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00309\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eV core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.4317\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.06541\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.03632\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eX core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.5748\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.3084\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.1318\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0350\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00336\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.00305\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eO core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0510\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.0501\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.043\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u0026nbsp;From the reslts it is observed that there is slight variation in the deformation as the length varies. The deformation \u0026nbsp;decreases as the length increases. Also the z core shape , I core shape and c core shape has less deformation. The x shape core panel has more deformation as the length increases.\u003c/p\u003e\n\u003cp\u003eTable 8 shear stress due to variation in length\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"600\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eCore shapes\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\"\u003e\n \u003cp\u003eShear stress (MPa)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 139px;\"\u003e\n \u003cp\u003e1m\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 121px;\"\u003e\n \u003cp\u003e2m\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 133px;\"\u003e\n \u003cp\u003e3m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.985\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.78\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.81\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.473\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.85\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.60\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eV core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e9.47\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e8.56\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e8.41\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eX core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e16.51\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e15.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e14.77\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e1.974\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.65\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e0.71\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003eO core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e4.365\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e6.9442\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\"\u003e\n \u003cp\u003e4.23\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eWhile analysing the effect of length of panels on the deformation and shear stressithas been found \u0026nbsp;that there is only a slight variation in deformation and shear force for all types of core shapes. Deformation is very less for Z,C,I \u0026nbsp; core shapes.\u003c/p\u003e\n\u003cp\u003e5.2 CORRUGATED PANEL AS BRIDGE DECK\u003c/p\u003e\n\u003cp\u003eIn the first part of this study corrugated core sandwich panels with six different cores were analysed. From the obtained deformation and shear stress it is to be concluded that sandwich panels with z core ,c core and I core gives a better performance. Because of this ,the three cores were selected for the modelling of bridge deck.\u003c/p\u003e\n\u003cp\u003eThe deformation obtained from static and transient analysis of corrugated core bridge deck panels were compared. Graphical comparison were carried out with deformation obtained using different materials. Corrugated bridge panels with three different core shapes had very less deformation while CFRP used. Aluminium and GFRP shown large deformation.\u003c/p\u003e\n\u003cp\u003eWhen comparing the shear stress values of corrugated panels with different materials the variation was found little. But the core geometry has great influence on the shear stress values. Z core had more shear stress with less deformation. The comparison of \u0026nbsp;deformation and shear stress of corrugated panels are shown in fig\u003c/p\u003e\n\u003cp id=\"_Toc511604482\"\u003eTable\u0026nbsp;9 deformation in staticand transient analysis\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"635\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eMaterial\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\" style=\"width: 290px;\"\u003e\n \u003cp\u003eStatic structural analysis\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eDeformation(mm)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\" style=\"width: 225px;\"\u003e\n \u003cp\u003eTransient structural analysis\u003c/p\u003e\n \u003cp\u003eDeformation (mm)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eI \u0026nbsp;core\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eAluminium\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e0.96863\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e0.96756\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e1.0331\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e4.1183\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e4.010\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e4.2004\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eCFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e0.3399\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e0.4705\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e0.50385\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e1.441\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e1.5147\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e2.0492\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eGFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e0.9771\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e1.0887\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e1.6204\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e4.1501\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e5.0337\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e6.5838\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eSteel\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e0.411\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e0.5601\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e0.6087\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e1.651\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e1.9147\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e1.4191\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u0026nbsp;Table 10 shear stress on both analysis\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"636\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eMaterial\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\" style=\"width: 290px;\"\u003e\n \u003cp\u003eStatic structural analysis\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eShear stress (MPa)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" valign=\"top\" style=\"width: 225px;\"\u003e\n \u003cp\u003eTransient structural analysis\u003c/p\u003e\n \u003cp\u003eShear stress (MPa)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003eI core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eZ core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eC core\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003eI \u0026nbsp;core\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eAluminium\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e21.33\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e19.988\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e13.278\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e85.987\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e77.342\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e57.686\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eCFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e22.482\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e20.948\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e13.442\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e90.677\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e84.902\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e58.503\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eGFRP\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e22.11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e20.62\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e13.39\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e89.074\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e77.414\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e58.245\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 120px;\"\u003e\n \u003cp\u003eSteel\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 107px;\"\u003e\n \u003cp\u003e21.693\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e18.381\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 92px;\"\u003e\n \u003cp\u003e13.35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e87.387\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e82.797\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 75px;\"\u003e\n \u003cp\u003e58.093\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u0026nbsp;5.3 BUCKLING ANALYSIS\u003c/p\u003e\n\u003cp\u003eSince changing the height of the panel affect the corrugated core \u0026nbsp;geometry in order to properly \u0026nbsp;simulatethe panels with different heights, buckling analysis has to been carried out. In this analysis three heights are considered 107.5mm,138.5 mm and 170.5 mm\u003c/p\u003e\n\u003cp\u003eFrom the analysis it has to find out that as the height of the panel increases the maximum deflection deflction decreases. The graph shows that slope of the load capacity curve increasesas height of the panel increase. To study the non linearity ,the load was increased around 100kN and responseof the panel were studied.\u003c/p\u003e"},{"header":"CONCLUSIONS","content":"\u003cp\u003eThis project work is conducted to investigate the parametric study on the \u0026nbsp;structural behaviour of corrugated core sandwich panels and its applicability as bridge deck panel. For the study both static structural and transient structural analysis were carried out with different core shapes. The study which was carried out using ANSYS software was focused on modelled six different core shapes and the \u0026nbsp;static analysis were done by using the properties of aluminium. From this three shapes were selected with better performance and is analysed for applicability of bridge deck. The following major conclusions were drawn based on the studies carried out under this investigation\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;Deformation of the corrugated core sandwich panels decreases with increasing the face sheet thickness and length of the panel.\u003c/p\u003e\n\u003cp\u003eThe face sheet thickness has not much influence in considering the shear stress.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;From the study it is clear \u0026nbsp;that the z core corrugated sandwich panels have more flexural stiffness and shear strength compared with the others.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;Corrugated core deck panel with CFRP material has high strength among the others due to \u0026nbsp;its material properties.CFRP shows a similar strength and deformation with steel\u003c/p\u003e\n\u003cp\u003eFrom the buckling analysis it is clear that as panel height increases, the deflection decreases\u003c/p\u003e\n\u003cp\u003eThe study reveals that corrugated core panels structural behaviour is mainly dependent on its face sheet thickness, shape of corrugations, gross thickness, length of the panel etc. By increasing the face sheet thickness and core geometry as in a desirable manner, we can improve the stiffness of corrugated core sandwich panels. This panel should be a good option to replace traditional concrete and steel deck panels which has high weight and corrosion.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n \u003cli\u003eMehdi Tehrani,Farshad Hedayati Dezfuli, M. Shahria Alam, and Abbas S. Milani(2017) \u0026ldquo;Parametric Study on Mechanical Responses of Corrugated Core sandwich panles on Bridge Decks\u003cem\u003e\u0026rdquo; Journal of Bridge Engineering\u0026nbsp;\u003c/em\u003e,\u0026copy; ASCE\u003c/li\u003e\n \u003cli\u003eJingxi Lui,Wentao He,De Xie,Bo Tao(2017) \u0026ldquo; The Effect of impactor shape on the low velocity impact behavior of hybrid corrugated core sandwich structures\u0026rdquo; \u003cem\u003eJournal Of composites\u003c/em\u003e\u003cem\u003e\u0026nbsp;part b vol: 111 (315-331) Published By Elsevier Ltd.\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eChangazia Zhabg,yuansheng Cheng,Pan Zhang,Xinfeng duan,Yong li (2017) \u0026ldquo;Numerical Investigations On the Response of I core sandwich panels subjected to combined blast and fragmented loading\u0026rdquo; \u003cem\u003eJournal of Engineering structures Vol .151(459-471)\u003c/em\u003e\u003cem\u003e\u0026nbsp;Published By Elsevier Ltd.\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eM .Shaban,A Alibeigloo (2017) \u0026ldquo;Three Dimensional Elasticity solution for Sandwich panels with corrugated coreby using Energy method\u0026rdquo; \u003cem\u003eJournal of Thin Walled Structures vol. 119(404-411)\u003c/em\u003e\u003cem\u003e\u0026nbsp;Published By Elsevier Ltd.\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eBin Han,Ke-Ke Qin,Qian \u0026ndash;Cheng Zhang,Tian Jian Lu,Bing-Heng Lu(2017) \u0026ldquo;Free Vibration And Buckling of Foam Filled Composite Corrugated Sandwich Plates Under Thermal Loading\u0026rdquo; \u003cem\u003eJournal On Composite Structures Vol :172(173-189)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eYasser A. Khalifa, Michael J. Tait, Wael W. El-Dakhakhni (2017) \u0026ldquo;Out of Plane Behavior of Light Weight Metallic Sandwich Panels\u0026rdquo; \u003cem\u003eJournal of Performance of Constructed Facilities \u0026copy; ASCE\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eDaniel Way, Arijit Sinha, Frederick A. Kamke, John S. Fujii (2016) \u0026ldquo;Evaluation of a Wood-Strand Molded Core Sandwich Panel\u0026rdquo; \u003cem\u003eJournal of Materials in Civil Engineering\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eShiquiang Li ,Xin Li,Zhihua Wang,Guiying Wu,Guoxing Lui,Longamo Zhao (2016) \u0026ldquo;Finite Element Analysis Of Sandwich Panles With Stepwise Graded Aluminium Honeycomb Cores Under Blast Loading\u0026rdquo; \u003cem\u003eJournals On Composites vol :part A 80 pages 1-12\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eKrzysztof Magnucki,Ewa Magnucka- Blandzi,Leszek Wittenbeck (2016) \u0026ldquo;Elastic bending and buckling of a steel composite beam with corrugated main core and sandwich faces\u0026mdash;Theoretical study\u0026rdquo; \u003cem\u003eJournal on Applied Mathematical Modelling vol 40 (1276-1286)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eEhab Hamed(2016) \u0026ldquo;Modeling, Analysis, and Behavior of Load-CarryingPrecast Concrete Sandwich Panels\u0026rdquo; \u003cem\u003eJournal of Structural Engineering,\u0026copy; ASCE\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eI.dayyani,A.D Shaw,E.I Saavedra Flores,M.I Friswell (2015) \u0026ldquo;\u003cem\u003eThe mechanics of composite corrugated structures\u0026rdquo; Journal on composite structures Vol 133 ( 358-380)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eI. Ivanez M.M Moure ,S.K Garcia Castillo (2015) \u0026ldquo; The Oblique Impact Response Of Composite Sandwich Plates\u0026rdquo; \u003cem\u003eJournal On Composites Vol 133 pages 1127-1136\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eGiorgio Bartolozzi,Niccolo Baldanzini,Marco Pierni (2014) \u0026ldquo;Equivalent properties for corrugated cores of sandwich structures:A general analytical method\u003cem\u003e\u0026rdquo; Journal on composite structures vol 108 pages (736-746)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eZheng Ye,Victor L,Berdichevsky,Wenbin Yu (2014) \u0026ldquo; An equivalent classical plate model of corrugated structures\u0026rdquo; \u003cem\u003eInternational Journals of Solids and Structures 51 (2073-2083)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eH.N.G.Wadley,K.P.Dharmasena,M.R.O\u0026rsquo;Masta,J.J.wetzel (2013) \u0026ldquo;Impact response of aluminium corrugated core sandwich panels\u003cem\u003e\u0026rdquo; International journal of impact engineering vol :62 ( 114-128)\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eA.G. Mamalis , D.E. Manolakos , M.B. Ioannidis , P.K. Kostazos (2010) \u0026ldquo;Axial collapse of hybrid square sandwichcomposite tubular components with corrugated core: Experimental\u0026rdquo; \u003cem\u003eInternational Journal of Crashworthiness vol 5:3, 315-332\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eChris P. Pantelides, Rajeev Surapaneni, Lawrence D. Reaveley (2008) \u0026ldquo;Structural Performance of Hybrid GFRP/SteelConcrete Sandwich Panels\u0026rdquo; \u003cem\u003eJournal of Compositesfor Construction\u003c/em\u003e, Vol. 12, No. 5 \u0026copy;ASCE\u003c/li\u003e\n \u003cli\u003eD. Zangani, M. Robinson, A. G. Gibson, L. Torre , J. A. Holmberg (2007) \u0026ldquo;Numerical simulation of bending and failure behaviour of z-core sandwich panels\u0026rdquo; \u003cem\u003ejournal on Plastics, Rubber and Composites VOL 36 NO 9\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eWan-Shu Chang ,T. Krauthammer ,E. Ventsel (2007) \u0026ldquo;Elasto-Plastic Analysis of Corrugated-Core Sandwich Plates\u0026rdquo; \u003cem\u003eJournals On Mechanics of Advanced Materials And Structures, vol 13:2, 151-160\u003c/em\u003e\u003c/li\u003e\n \u003cli\u003eWan-Shu chang,Edward ventsel,Ted Krauthammer,Joby John (2005) \u0026ldquo;Bending Behaviour of corrugated core sandwich plates\u0026rdquo; \u003cem\u003eJournal on composite structures vol 70 (81-89)\u003c/em\u003e\u003cem\u003e\u003c/em\u003e\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":true,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Corrugated core, sandwich panels, Bridge deck, partition walls, face sheets ","lastPublishedDoi":"10.21203/rs.3.rs-6442702/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-6442702/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThe demand for light weight sandwich panels are becoming increasingly important as multi-functional components in many areas. The tremendous need of these light weight modular structures have application in bridge deck slabs, partition walls, roof slabs etc. Corrugated core sandwich panels are composite structures in which a corrugated core is sandwiched between a top and bottom face sheets. One of the main characteristics is their high stiffness to mass ratio under bending conditions and also good impact resistance. This study mainly focuses on the analysis of corrugated core sandwich panels, wherein, investigation is performed to determine the effect of geometric parameters on the mechanical behavior of the corrugations on the panel by utilizing different materials. Static, dynamic and buckling analyses of corrugated core panels were conducted and its applicability in bridge deck were presented. The studies were performed using ANSYS 16. The use of different types of core shapes exhibited a variation on deformation and shear force of the panels along witth the performance of panels on different loading condition. Transient analysis were done to determine the effect of moving loads and the results thus obtained from the study revealed that z core corrugated sandwich panel shows less deformation and more stress compared to other shapes.\u003c/p\u003e","manuscriptTitle":"Analysis of Corrugated Core Sandwich Panels","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2025-04-15 14:36:34","doi":"10.21203/rs.3.rs-6442702/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"e926a43e-cddf-477e-89da-fbd28f863df2","owner":[],"postedDate":"April 15th, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[{"id":47197733,"name":"Civil Engineering"}],"tags":[],"updatedAt":"2025-04-15T14:36:34+00:00","versionOfRecord":[],"versionCreatedAt":"2025-04-15 14:36:34","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-6442702","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-6442702","identity":"rs-6442702","version":["v1"]},"buildId":"XKTyCvWXoU3ODBz1xrDgd","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}