scholarly journals DESIGN AND ANALYSIS OF COMPOSITE LEAF SPRING

2020 ◽  
Vol 15 (3) ◽  
Author(s):  
Prasanna Nagasai B ◽  
Srikanth S ◽  
Tarun D
Keyword(s):  
Experimental Results ◽  
Leaf Spring ◽  
Element Analysis ◽  
Reinforced Polymer ◽  
Light Commercial Vehicle ◽  
Glass Fibre Reinforced Polymer ◽  
Load Carrying ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced ◽  
D Model

This paper describes the design and experimental analysis of composite leaf spring made of glass fibre reinforced polymer. The main aim is to compare the load-carrying capacity, stiffness and weight savings of composite leaf spring with that of steel leaf spring. The design constraints are stress and deflection. The dimensions of an existing conventional steel leaf spring of a light commercial vehicle were considered for the present work. A traditional composite multi-leaf spring was fabricated with the same dimensions using E- Glass/Epoxy unidirectional laminates. Static analysis of 2D model of conventional leaf spring has also been performed using ANSYS 10 and compared with experimental results. Finite element analysis with a full load on the 3-D model of composite multileaf spring was performed using ANSYS, and the analytical results were compared with experimental results

scholarly journals Tensile Resistance of GFRP Wrapped Steel-Dowelled Half-Lap Timber Connection

2018 ◽  
Vol 7 (3.11) ◽  
pp. 101
Author(s):  
Amirah Ali Chew ◽  
Nurul Atikah Seri ◽  
Wan Nur Syazni Wan Shaari ◽  
Mohd Hanafie Yasin ◽  
Rohana Hassan
Keyword(s):  
Testing Machine ◽  
Yield Model ◽  
Strength Group ◽  
Reinforced Polymer ◽  
Glass Fibre Reinforced Polymer ◽  
Load Carrying ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced ◽  
Group 5 ◽  
Timber Connections

Generally, the use of timber mainly focuses on simple structures or structures that can take small loads. This paper report on tensile resistance of steel dowelled timber connection wrapped with glass fibre reinforced polymer (GFRP). It involved experimental work in laboratory designed to determine the tensile strength behaviour for half-lap timber connections with steel dowel as the mechanical    fasteners. Bintangor species representing strength group 5 and Yellow Meranti species representing strength group 6 were tested in the conditions of with and without the GFRP wrapping. The performances of the connections were observed using the European Yield Model (EYM) as the guideline. The EYM theory is generally used to determine the load carrying capacity of timber-to-timber, panel-to-timber and steel-to-timber connections, reflecting all possible modes of failures. All half-lap connection members were tested at the rate     0.0006 mm/min using the universal testing machine. As a result, it was found that the steel-dowelled half-lap timber connection with GFRP wrapping performed better than the timber connection without the wrapping. The ultimate load of GFRP wrapped connections made of Bintangor and Yellow Meranti species were found increased at 17% and 44% higher compared to the connection without the GFRP wrapping accordingly.  

Behaviour of geopolymer concrete-filled pultruded GFRP short columns

2019 ◽  
Vol 53 (18) ◽  
pp. 2555-2567 ◽  
Author(s):  
Weena Lokuge ◽  
Rajab Abousnina ◽  
Nilupa Herath
Keyword(s):  
Glass Fibre ◽  
Geopolymer Concrete ◽  
Load Carrying Capacity ◽  
Reinforced Polymer ◽  
Glass Fibre Reinforced Polymer ◽  
Load Carrying ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced ◽  
Polymer Tube ◽  
Polymer Tubes

This research paper presents the results of an experimental investigation on the axial compressive behaviour of 24 geopolymer concrete-filled glass fibre-reinforced polymer tubes. The test variables considered are the compressive strength of geopolymer concrete (30 MPa and 35 MPa) and the shape of the cross section (square, circular and rectangular). All the glass fibre-reinforced polymer tubes had the same amount of fibres and similar fibre orientation together with the same aspect ratio. The failure of the square and rectangular columns initiated with the splitting of the corners and resulted in a lower load-carrying capacity compared to the circular columns whose failure was initiated by the crushing of glass fibre-reinforced polymer tube followed by the separation of glass fibre-reinforced polymer tube into strips. It can be concluded that axial load-carrying capacity of square and rectangular sections can be improved by a concrete filler with higher compressive strength. Adopted finite element analysis to simulate the behaviour of the columns is capable of predicting the stress–strain behaviour and the mode of failure.

Investigation of glass-fibre-reinforced-polymer shells as formwork and reinforcement for concrete columns

2007 ◽  
Vol 34 (3) ◽  
pp. 389-402 ◽  
Author(s):  
Shamim A Sheikh ◽  
S A.D Jaffry ◽  
Ciyan Cui
Keyword(s):  
Glass Fibre ◽  
Longitudinal Direction ◽  
Reinforced Polymer ◽  
Tension Tests ◽  
Glass Fibre Reinforced Polymer ◽  
Load Carrying ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced ◽  
Increased Strength ◽  
Polymer Shells

An investigation was conducted to study the behaviour of full-scale concrete-filled glass-fibre-reinforced-polymer (GFRP) shells under concentric compression. The main objective was to assess the suitability of prefabricated GFRP shells for stay-in-place formwork and confining reinforcement for columns. Seventeen columns, 356 mm in diameter and 1524 mm long were tested. The nominal target concrete compressive strength at 28 d was 30 MPa. Variables examined included number of GFRP layers, fibre orientation, and amount of longitudinal and lateral steel. Confinement by GFRP shells resulted in concrete response that displayed increased strength and associated strain followed by a ductile descending branch. Fibres in the longitudinal direction improved the load-carrying capacity of the columns, but the increase was less than the capacity of the fibres determined from the tension tests. Glass-fibre-reinforced-polymer shells also eliminate the need for closely spaced confinement steel, which should improve the quality of construction. In addition to ease of construction, GFRP shells provide protection against environmental effects, thus helping to reduce life cycle costs.Key words: columns, confinement, stay-in-place formwork, strength, ductility, energy capacity, earthquake, seismic resistance, lateral reinforcement, glass-fibre-reinforced-polymer (GFRP) shell.

Parametric finite element analysis of a glass fibre reinforced polymer (GFRP) deck-to-girder connection for bridges

2006 ◽  
Vol 33 (3) ◽  
pp. 245-254 ◽  
Author(s):  
Ki-Tae Park ◽  
Sang-Hyo Kim ◽  
Hyeong-Yeol Kim ◽  
Sun-Myung Kim
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Glass Fibre ◽  
Bridge Decks ◽  
Element Analysis ◽  
Reinforced Polymer ◽  
Glass Fibre Reinforced Polymer ◽  
Connection System ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced

This paper presents a new method for deck-to-girder connections of glass fibre reinforced polymer (GFRP) bridge decks. To design the connection system, a GFRP deck in a rectangular cross-sectional shape is considered. The size of the shear bolts, bolt location, bolt spacing, and the size and type of stiffening plate are the variables considered in the design. The behavior of the proposed deck-to-girder connection system was analysed using commercial finite element analysis software. The failure of the connection system was checked by the Tsai–Hill criterion. Effective deck-to-girder connection details for GFRP bridge decks are identified and presented based on the results of the analysis.Key words: bridge decks, glass fibres, bolted connections, pultrusion.

scholarly journals EFFECT OF USING EXTERNAL GFRP PLATES ON STRUCTURALLY DEFICIENT RC BEAMS

2003 ◽  
Vol 9 (1) ◽  
pp. 36-44
Author(s):  
Hau Y. Leung ◽  
Ramapillai V. Balendran
Keyword(s):  
Failure Modes ◽  
Experimental Results ◽  
Deformation Capacity ◽  
Rc Beams ◽  
Four Point Bending ◽  
Reinforced Polymer ◽  
Glass Fibre Reinforced Polymer ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced ◽  
Strength And Deformation

This paper presents some experimental results on the behaviour of flexure- and shear-deficient RC beams strengthened with external glass fibre reinforced polymer (GFRP) plates. Ten number of 2,5 m long over-designed, unplated under-design and plated under-designed beams were examined under four-point bending condition. Experimental results indicated that use of GFRP plates enhanced the strength and deformation capacity of the structurally deficient beams by altering their failure modes. Application of side plates on shear-deficient RC beams appeared to be more effective than using bottom plates on flexure-deficient RC beams. However, without any improvement on concrete compressive capacity, additional shear capacities provided to the beams under the action of side plates increased the likelihood of beam failure by concrete crushing. Simultaneous use of bottom and side plates on flexure- and shear-deficient RC beams could result in reduced deflection. The change in the neutral axis depth and GFRP strain was also addressed.

scholarly journals Thermal Delamination Modelling and Evaluation of Aluminium–Glass Fibre-Reinforced Polymer Hybrid

Polymers ◽  
2021 ◽  
Vol 13 (4) ◽  
pp. 492
Author(s):  
Zhen Pei Chow ◽  
Zaini Ahmad ◽  
King Jye Wong ◽  
Seyed Saeid Rahimian Koloor ◽  
Michal Petrů
Keyword(s):  
Crack Front ◽  
Cohesive Zone ◽  
Experimental Tests ◽  
Mode I ◽  
Mode Ii ◽  
Cohesive Model ◽  
Reinforced Polymer ◽  
Glass Fibre Reinforced Polymer ◽  
Fibre Reinforced Polymer ◽  
Glass Fibre Reinforced

This paper aims to propose a temperature-dependent cohesive model to predict the delamination of dissimilar metal–composite material hybrid under Mode-I and Mode-II delamination. Commercial nonlinear finite element (FE) code LS-DYNA was used to simulate the material and cohesive model of hybrid aluminium–glass fibre-reinforced polymer (GFRP) laminate. For an accurate representation of the Mode-I and Mode-II delamination between aluminium and GFRP laminates, cohesive zone modelling with bilinear traction separation law was implemented. Cohesive zone properties at different temperatures were obtained by applying trends of experimental results from double cantilever beam and end notched flexural tests. Results from experimental tests were compared with simulation results at 30, 70 and 110 °C to verify the validity of the model. Mode-I and Mode-II FE models compared to experimental tests show a good correlation of 5.73% and 7.26% discrepancy, respectively. Crack front stress distribution at 30 °C is characterised by a smooth gradual decrease in Mode-I stress from the centre to the edge of the specimen. At 70 °C, the entire crack front reaches the maximum Mode-I stress with the exception of much lower stress build-up at the specimen’s edge. On the other hand, the Mode-II stress increases progressively from the centre to the edge at 30 °C. At 70 °C, uniform low stress is built up along the crack front with the exception of significantly higher stress concentrated only at the free edge. At 110 °C, the stress distribution for both modes transforms back to the similar profile, as observed in the 30 °C case.

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