Comparison between computed shearing forces by AASHTO specifications and finite element method of two continuous spans of voided slab bridge

Voided slab bridge deck composed of two continuous span is 17.3m Long and 16m width with all over depth of 0.9m. The voided slab is composed of 20cm top and bottom slabs with circular voided areas of 50cm in diameter and center to center of these circles of 75cm. The locations of AASHTO loadings are positioned at certain points of deck slab to give maximum positive and negative shearings. These locations are determined from one dimensional model. The analysis of the bridge deck is carried out by two approaches. The first is AASHTO specifications where one dimensional approach is adopted and the second is three dimensional approach where finite element analysis is considered. The maximum shears obtained by both methods are found to be in good agreement with negligible differences.

[1]  Arthur H. Nilson,et al.  Design of concrete structures , 1972 .

[2]  W G Corley.  PRELIMINARY DESIGN AND PROPORTIONING OF REINFORCED CONCRETE BRIDGE STRUCTURES , 1973 .

[3]  Baidar Bakht,et al.  The grillage analogy in bridge analysis , 1982 .

[4]  Pedro Albrecht,et al.  BEHAVIOR OF TWO-SPAN CONTINUOUS BRIDGE UNDER TRUCK AXLE LOADING. DISCUSSION , 1993 .

[5]  Daryl L. Logan,et al.  First Course in the Finite Element Method Using Algor , 1997 .

[6]  John B. Kennedy,et al.  Load Distribution Factors for Composite Multicell Box Girder Bridges , 1999 .

[7]  D. Logan.  A First Course in the Finite Element Method , 2001 .

[8]  Carol C. Menassa,et al.  Influence of Skew Angle on Reinforced Concrete Slab Bridges , 2007 .

[9]  Hani Nassif,et al.  Evaluation of Laminated Circular Elastomeric Bearings , 2007 .

[10]  Baidurya Bhattacharya,et al.  Probabilistic Characterization of Live Load Using Visual Counts and In-Service Strain Monitoring , 2007 .

[11]  S. Emerson,et al.  AASHTO (American Association of State Highway and Transportation Officials). 2001. A Policy on Geometric Design of Highways and Streets. Fourth Edition. Washington, D.C. , 2007 .

[12]  Y. Okui,et al.  Block FEM for Time-Dependent Shear-Lag Behavior in Two I-Girder Composite Bridges , 2007 .

[13]  Sulata Kayal,et al.  Plastic Rotation of an RCC T-Beam Bridge Girder under the Combined Influence of Flexure and Torsion , 2007 .

[14]  John B. Kennedy,et al.  Impact Factors for Curved Continuous Composite Multiple-Box Girder Bridges , 2007 .

[15]  Kenneth F. Reinschmidt,et al.  Justifying Materials Selection for Reinforced Concrete Structures. I: Sensitivity Analysis , 2007 .

[16]  Susan Taylor,et al.  Serviceability of Bridge Deck Slabs with Arching Action , 2007 .

[17]  Christopher Higgins,et al.  Field Testing and Analysis of CRC Deck Girder Bridges , 2007 .

[18]  Ikhlas Abdel-Qader,et al.  Detection of Common Defects in Concrete Bridge Decks Using Nondestructive Evaluation Techniques , 2007 .

[19]  Jason T. DeJong,et al.  Integral abutment bridge behavior: Parametric analysis of a Massachusetts bridge , 2007 .

[20]  Gregory Paul Garrett.  Analytical Load Rating of an Open-Spandrel Arch Bridge: Case Study , 2007 .

[21]  John B. Kennedy,et al.  Dynamic Analysis of Curved Continuous Multiple-Box Girder Bridges , 2007 .

[22]  Hong-liaing Zhang,et al.  Determination of Allowable Differential Settlement in Bridge Approach due to Vehicle Vibrations , 2007 .

[23]  Kazuhiro Kimura,et al.  Monitoring Temperatures on a Real Box-Girder Bridge and Energy Budget Analysis for Basic Information on Bridge Cooling and Surface Freezing , 2007 .

[24]  Kenneth F. Reinschmidt,et al.  Justifying Materials Selection for Reinforced Concrete Structures. II: Economic Analysis , 2007 .

[25]  Tanarat Potisuk,et al.  High-Cycle Fatigue of Diagonally Cracked RC Bridge Girders: Laboratory Tests , 2007 .