A finite element model for the analysis of stiffened laminated plates

Sadek, Edward A.; Tawfik, S.

doi:10.1016/s0045-7949(99)00094-2

Cited by 61 publications

(31 citation statements)

References 16 publications

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“…It is observed that when the number of nodes increases, the present result approaches the result by others. maximum plate deflection are shown in Table 2 and compared to those given by Deb and Booton [7], Biswal and Ghosh [8], and Sadek and Tawfik [9].…”

Section: Simply Supported Rectangular Plate Centrally Stiffened By Twmentioning

confidence: 99%

“…Hence, subsequent researchers tended to regard the plate and the stiffener separately and then combine them by imposing the displacement compatible conditions between the plate and the stiffener. Several methods have been developed, such as the Rayleigh-Ritz method [3][4][5][6], the finite element method (FEM) [7][8][9], and the constraint method based on finite elements [10]. Of all these methods, finite element methods are the most convenient and can be used in large, complex structures due to the advances in computing that have made the methods extensively used in industry.…”

Section: Introductionmentioning

confidence: 99%

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Analysis of rectangular stiffened plates under uniform lateral load based on FSDT and element-free Galerkin method

Peng

Kitipornchai

Liew

2005

International Journal of Mechanical Sciences

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Section: Simply Supported Rectangular Plate Centrally Stiffened By Twmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Analysis of rectangular stiffened plates under uniform lateral load based on FSDT and element-free Galerkin method

Peng

Kitipornchai

Liew

2005

International Journal of Mechanical Sciences

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“…Gupta and Ma (1977) and Balmer (1978) Miller (1980) eliminated this incompatibility by adding internal degrees of freedom at the middle of element edges so that axial displacements were compatible with quadratic shapes. and Sadek and Tawfik (2000) used nine-node Lagrangian elements based on Mindlin plate theory in the shell formulation and three-node Timoshenko beam elements with shear deformation. Since all shape functions are quadratic the compatibility of the axial displacement field between the shell and the beam 16 elements is ensured.…”

Section: Literature Review On Load Distribution Factormentioning

confidence: 99%

Simplified Load Distribution Factor for Use in LRFD Design

Sotelino

Liu²,

Chung³

et al. 2004

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Prepared in cooperation with the Indiana Department of Transportation and Federal Highway Administration. AbstractThe "S-over" equation for the load distribution factor (LDF) was first introduced in the 1930s in the AASHTO Standard. Finite element studies, however, have shown it to be unsafe in some cases and too conservative in others. AASHTO LRFD 1994 introduced a new LDF equation as a result of the NCHRP 12-26 project. This equation is based on parametric studies and finite element analyses (FEA). It is considered to be a good representation of bridge behavior. However, this equation involves a longitudinal stiffness parameter, which is not initially known in design. Thus, an iterative procedure is required to correctly determine the LDF value. This need for an iterative design procedure is perceived by practicing engineers as the major impediment to widespread acceptance of the AASHTO LRFD equation. In this study, a new simplified equation that is based on the AASHTO LRFD formula and does not require an iterative procedure is developed. A total of 43 steel girder bridges and 17 prestressed concrete girder bridges in the state of Indiana are selected and analyzed using a sophisticated finite element model. The new simplified equation produces LDF values that are always conservative when compared to those obtained from the finite element analyses and are generally greater than the LDF obtained using AASHTO LRFD specification. Therefore, the simplified equation provides a simple yet safe specification for LDF calculation.This study also investigates the effects of secondary elements and bridge deck cracking on the LDF of bridges. The AASHTO LRFD LDF equation was developed based on elastic finite element analysis considering only primary members, i.e., the effects of secondary elements such as lateral bracing and parapets were not considered. Meanwhile, many bridges have been identified as having significant cracking in the concrete deck. Even though deck cracking is a well-known phenomenon, the significance of pre-existing cracks on the live load distribution has not yet been assessed in the literature. First, secondary elements such as diaphragms and parapet were modeled using the finite element method, and the calculated load distribution factors were compared with the code-specified values. Second, the effects of typical deck cracking and crack types that have a major effect on load distribution were identified through a number of nonlinear finite element analyses. It was found that the presence of secondary elements can result in a load distribution factor up to 40 % lower than the AASHTO LRFD value. Longitudinal cracking was found to increase the load distribution factor; the resulting load distribution factor can be up to 17 % higher than the LRFD value. Transverse cracking was found to not significantly influence the transverse distribution of moment. Finally, for one of the selected bridges, both concrete cracking and secondary elements are considered to invesitigate their combined effect on lateral loa...

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“…The FE model of Kolli [12] consists of the 9-noded rectangular plate element and 3-noded beam element, the beams are placed along the plate nodal lines. Edward et al [7] used a stiffened plate element that is composed of a rectangular 9-noded rectangular plate element and a number of 3-noded stiffener elements placed within the plate element and parallel to the element edges . Gangadhara Prusty [8] studied linear static analysis of composite hat-stiffened laminated shells using 8-noded rectangular plate element and 3-noded beam element .…”

Section: Introductionmentioning

confidence: 99%

A new finite element for free vibration analysis of stiffened composite plates

Thinh¹,

Khoa²

2007

Vietnam J. Mech.

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Abstract. A new 6-noded stiffened triangular plate element for the analysis of stiffened composite plates based on Mindlins deformation plate theory has been developed. The stiffened plate element is a combination of basic triangular element and bar component. The element can accommodate any number of arbitrarily oriented sti!feners and obviates the use of mesh lines along the stiffeners. Free vibration analyses of stiffened laminated plates have been carried out with this element and the results are compared with those published. The finite element res ults show very good matching with the experimental ones.

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A finite element model for the analysis of stiffened laminated plates

Cited by 61 publications

References 16 publications

Analysis of rectangular stiffened plates under uniform lateral load based on FSDT and element-free Galerkin method

Analysis of rectangular stiffened plates under uniform lateral load based on FSDT and element-free Galerkin method

Simplified Load Distribution Factor for Use in LRFD Design

A new finite element for free vibration analysis of stiffened composite plates

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