Development of lightweight FRP bridge deck designs and evaluations

Howard, Isaac L.

doi:10.33915/etd.1280

Cited by 5 publications

(25 citation statements)

References 4 publications

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“…This nonlinearity is probably attributable to accumulation of damage as the load increases. One possible reason for the difference in the deflection values between the numerical and experimental results is the fact that the fiber volume fraction (ν f ) used in the present analysis of 0.64 (see Section 4.3) is based on theoretical calculations, which is higher than the fiber volume fraction of 0.54 obtained from a burn-out test [Howard, 2002]. To test this hypothesis the analysis is run with a fiber volume fraction of 0.54 and the contour plot of the transverse deflection at a resultant load of 24 Kips is shown in Fig.…”

Section: Inplane Shear Strength (F 6 )mentioning

confidence: 87%

“…2.2 Cross-sections of the FRP decks analyzed by Zurieck 6 Fig. 3.1 Cross-Section of Prodeck 8 [Howard, (2002)] Composites are primarily made of fibers and matrix. While fibers account for most of the stiffness and strength, the matrix binds the fibers together enabling the transfer of loads.…”

Section: List Of Figuresmentioning

confidence: 99%

“…The Prodeck 8 being analyzed contains three different types of lamina: It should be noted that the fiber volume fraction (V f ) obtained using the formulas previously described yields a value of 0.64 as shown in Table 4.1, which is high compared to the fiber volume fraction of 0.54 [Howard, (2002)] obtained from the burnout test conducted on an element of the Prodeck 8. As a result the analysis is also run using fiber volume fraction of 0.54 and the corresponding results have been presented in chapter 5.…”

Section: Lamina Materials Specificationsmentioning

confidence: 99%

“…5.2. The corresponding experimental results generated by Howard (2002) are also presented in this table and the figure for the sake of comparison. As seen from Table 5.1 and Fig.…”

Section: Inplane Shear Strength (F 6 )mentioning

confidence: 99%

“…The corresponding experimental results generated by Howard (2002) are also presented in this table. As seen from Table 5.3, for the present analysis using maximum deflection, Young's Modulus is calculated as 4.30 x 10 6 psi, whereas the experimental Young's Modulus reported from Howard (2002) is 3.30 x 10 6 psi. And when the analysis is performed using a fiber volume fraction of 0.54, the Young's Modulus is calculated to be 3.47 x 10 6 psi.…”

Section: Inplane Shear Strength (F 6 )mentioning

confidence: 99%

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Finite-element modeling of a composite bridge deck

Suraj¹

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Finite-Element Modeling of A Composite Bridge Deck Suraj Suraj Fiber Reinforced Polymer (FRP) materials are being widely used for structural applications, an example being bridge decks. In this study a finite-element model using the software ANSYS is developed for an 8"-thick low-profile FRP bridge deck (Prodeck 8) made of E-glass fiber and Polyester resin. The bridge deck is subjected to a patch load at the center and the finite-element results obtained in the form of deflections, strains, and equivalent flexural rigidity are compared with experimental results. A good correlation is found to exist between the finite-element results and the experimental results. A failure analysis, based on maximum stress, maximum strain and Tsai-Wu theories of the Prodeck 8 is carried and first ply failure is determined. Finally, the Prodeck 8 is evaluated for critical load by performing a buckling analysis. I would like to express my sincere gratitude and appreciation to Dr. Nithi T. Sivaneri, my advisor and committee chairman. His contributions are too numerous to mention, but much of the success of the project is due to his guidance and these indispensable contributions will never be forgotten. I would like to thank the remainder of the advisory committee, Dr. Hota V. GangaRao for his valuable suggestions, feedback and insightful thoughts and Dr. Jacky C. Prucz for his suggestions and advice. Special thanks are also owed to Vimala Shekar for all her invaluable help and suggestions during the duration of the project. Many additional students and Faculty were very helpful during the course of this project, and their assistance is greatly appreciated.

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Section: Inplane Shear Strength (F 6 )mentioning

confidence: 87%

Section: List Of Figuresmentioning

confidence: 99%

Section: Lamina Materials Specificationsmentioning

confidence: 99%

“…5.2. The corresponding experimental results generated by Howard (2002) are also presented in this table and the figure for the sake of comparison. As seen from Table 5.1 and Fig.…”

Section: Inplane Shear Strength (F 6 )mentioning

confidence: 99%

Section: Inplane Shear Strength (F 6 )mentioning

confidence: 99%

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Finite-element modeling of a composite bridge deck

Suraj¹

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Performance Evaluation of FRP Bridge Deck Component under Torsion

2006

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Performance Evaluation of FRP Bridge Deck Under Shear Loads

Prachasaree

GangaRao

Shekar

2009

Journal of Composite Materials

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Shear behavior of glass fiber reinforced polymer (FRP) bridge deck components has been experimentally and theoretically studied under in-plane shear, out-of-plane shear, punching shear, shear of web—flange junction, and system racking shear. Experimental data revealed that the shear modulus of FRP bridge decks ranged from 2.66 to 4.14 GPa and the shear stress to failure ranged from 20.7 to 96.6 MPa. In-plane shear behavior is studied under V-notched and racking shear test (parallel and perpendicular to cell direction). Experimental results under in-plane shear loading are compared with the results from the classical finite element method. Out-of-plane shear strength and stiffness of an FRP composite deck are experimentally evaluated utilizing test data from the short beam shear test, and the beam bending test. Using experimental and numerical results, the reduction in bending rigidity due to shear deformation under several loading conditions is calculated. In addition, size limits (span to depth ratio) under transverse loading are established as: L/d>22 (for multi-cell specimen with and without joints). A theoretical model based on FRP deck types for predicting punching shear capacity is proposed and validated through experimental data. In addition, the failure modes of test specimens are identified and reported. To study the web—flange junction behavior, closed FRP sections were tested under shear-bending effect. It is clear that the web—flange junction shear strength is only one half of the shear strength obtained from flange specimens under V-notched beam testing. While testing, cracks and layer delaminations around web—flange junctions were initiated and extended along the thickness of the web portion with increasing applied loads, which eventually led to web shear-off failure. In addition, it is found that shear strengths of test specimens depend on modes of shear failures induced by different shear test methods. Higher shear strength is found on failure modes that have more influence of fiber shear.

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Development of lightweight FRP bridge deck designs and evaluations

Cited by 5 publications

References 4 publications

Finite-element modeling of a composite bridge deck

Finite-element modeling of a composite bridge deck

Performance Evaluation of FRP Bridge Deck Component under Torsion

Performance Evaluation of FRP Bridge Deck Under Shear Loads

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