The Experts below are selected from a list of 72 Experts worldwide ranked by ideXlab platform
Weidong Zhu - One of the best experts on this subject based on the ideXlab platform.
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Dynamic analysis of a cable-stayed bridge subjected to a continuous sequence of moving forces:
Advances in Mechanical Engineering, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, an eigenfunction expansion approach is used to study the dynamic response of a cable-stayed bridge excited by a continuous sequence of identical, equally spaced moving forces. The nonlinear dynamic response of the cable-stayed bridge is obtained by simultaneously solving nonlinear and linear partial differential equations that govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality conditions of exact mode shapes of the linearized cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is numerically solved. Convergence of the dynamic response from the Galerkin method is investigated. Effects of close natural frequencies, mode localization, the distance between any two neighboring forces, and geometric nonlinearities of stay cables on the forced dynamic response of the cable-stayed bridge are captured using a convergent modal truncation.
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Dynamic response of a cable-stayed bridge subjected to a moving vehicle load
Acta Mechanica, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, the dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a moving vehicle load, is studied. The vehicle is modeled as a mass–spring–damper system moving at a constant velocity, which is assumed to keep contact with the Deck Beam at all times. Convective velocity and acceleration terms associated with the moving vehicle as it traverses along the vibrating Deck Beam are taken into consideration, as well as geometric nonlinearities of stay cables. The nonlinear response of the cable-stayed bridge is obtained by solving nonlinear and linear partial differential equations which govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality relations of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear cable-stayed bridge model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is calculated using the Runge–Kutta–Fehlberg method in MATLAB. Convergence of the dynamic response from the Galerkin method is investigated for two cases in which the velocities or masses of the moving vehicle are different. Results show that an accurate calculation of the dynamic response of the cable-stayed bridge needs use of a large number of modes of the linearized undamped cable-stayed bridge model, and needs many more modes for the Deck Beam than stay cables. Moreover, effects of the velocity and mass of the moving vehicle and the convective terms on the dynamic response of the cable-stayed bridge are studied with convergent Galerkin truncation.
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Vortex-Induced Vibration of a Cable-Stayed Bridge
Shock and Vibration, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:The dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a distributed vortex shedding force on the Deck Beam with a uniform rectangular cross section, is studied in this work. The cable-stayed bridge is modeled as a continuous system, and the distributed vortex shedding force on the Deck Beam is modeled using Ehsan-Scanlan’s model. Orthogonality conditions of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert coupled governing partial differential equations of the original cable-stayed bridge model with damping to a set of ordinary differential equations by using Galerkin method. The dynamic response of the cable-stayed bridge is calculated using Runge-Kutta-Felhberg method in MATLAB for two cases with and without geometric nonlinear terms. Convergence of the dynamic response from Galerkin method is investigated. Numerical results show that the geometric nonlinearities of stay cables have significant influence on vortex-induced vibration of the cable-stayed bridge. There are different limit cycles in the case of neglecting the geometric nonlinear terms, and there are only one limit cycle and chaotic responses in the case of considering the geometric nonlinear terms.
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Modeling and Free Vibration Analysis of a Complex Cable-Stayed Bridge
Volume 1: 24th Conference on Mechanical Vibration and Noise Parts A and B, 2012Co-Authors: Dengqing Cao, Mitao Song, Weidong ZhuAbstract:A complex cable-stayed bridge that consists of a simply-supported four-cable-stayed Deck Beam and two rigid towers is studied. The nonlinear and linear partial differential equations that govern the motions of the cables and segments of the Deck Beam, respectively, are derived, along with their boundary and matching conditions. The undamped natural frequencies and mode shapes of the linearized model of the cable-stayed bridge, which includes both the transverse and longitudinal vibrations of the cables, are determined. Numerical analysis of the natural frequencies and mode shapes of the cable-stayed bridge is conducted for a symmetrical case with regards to the sizes of the components of the bridge and the initial sags of the cables. The results show that there are very close natural frequencies and localized mode shapes.
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Modeling and analysis of the in-plane vibration of a complex cable-stayed bridge
Journal of Sound and Vibration, 2012Co-Authors: Dengqing Cao, Weidong Zhu, Mo Song, Robin Tucker, Charles H. T. WangAbstract:The in-plane vibration of a complex cable-stayed bridge that consists of a simply-supported four-cable-stayed Deck Beam and two rigid towers is studied. The nonlinear and linear partial differential equations that govern transverse and longitudinal vibrations of the cables and transverse vibrations of segments of the Deck Beam, respectively, are derived, along with their boundary and matching conditions. The undamped natural frequencies and mode shapes of the linearized model of the cable-stayed bridge are determined, and orthogonality relations of the mode shapes are established. Numerical analysis of the natural frequencies and mode shapes of the cable-stayed bridge is conducted for various symmetrical and non-symmetrical bridge cases with regards to the sizes of the components of the bridge and the initial sags of the cables. The results show that there are very close natural frequencies when the bridge model is symmetrical and/or partially symmetrical, and the mode shapes tend to be more localized when the bridge model is less symmetrical. The relationships between the natural frequencies and mode shapes of the cable-stayed bridge and those of a single fixed–fixed cable and the single simply-supported Deck Beam are analyzed. The results, which are validated by commercial finite element software, demonstrate some complex classical resonance behavior of the cable-stayed bridge.
Suandar Baso - One of the best experts on this subject based on the ideXlab platform.
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Study on Longitudinal Ship Strength Caused by the Placement of Beams and Girders on Upper Deck Side
EPI International Journal of Engineering, 2018Co-Authors: A. Ardianti, Andi Mursid Nugraha, Ganding Sitepu, Hamzah Hamzah, Ade Khantari, Suandar BasoAbstract:The location of the Beam and the Deck girder of the ship can be effect on it is strength especially for the longitudinal strength due to the vertical wave bending moment. The objective of this study is to know the structural response of the ship due to vertical bending moment load on hogging and sagging conditions. The analysis is carried out by using Finite Element Method so-called ANSYSTM. The results shows that the stress occurring on the ship model with Deck Beam above the Deck plate is larger than the ship model with Deck Beam under the Deck plate. When the load with the variated of 0.2 x moment of vertical moment load, there is an increase of stress that occurs both on the Deck area about 12% while on the bottom area about 0.98%. This study also conducted a stress comparison by using analysis methods with analytical methods. The results show that by the Stress differences that occur in the structure with the longitudinal Deck Beam and Deck girder above are 14.1% on the Deck and 7.1 on the bottom. Whereas in the structure with Deck longitudinal Deck eam and Deck girder under there is a difference of 5.7% on the Deck area and 3.5% in the bottom area of the ship. The stress that occur in both models have a difference that is not too far away and still under the permisible stress by the classification society so that both can be applied to the construction of a tanker.
Dengqing Cao - One of the best experts on this subject based on the ideXlab platform.
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Dynamic analysis of a cable-stayed bridge subjected to a continuous sequence of moving forces:
Advances in Mechanical Engineering, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, an eigenfunction expansion approach is used to study the dynamic response of a cable-stayed bridge excited by a continuous sequence of identical, equally spaced moving forces. The nonlinear dynamic response of the cable-stayed bridge is obtained by simultaneously solving nonlinear and linear partial differential equations that govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality conditions of exact mode shapes of the linearized cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is numerically solved. Convergence of the dynamic response from the Galerkin method is investigated. Effects of close natural frequencies, mode localization, the distance between any two neighboring forces, and geometric nonlinearities of stay cables on the forced dynamic response of the cable-stayed bridge are captured using a convergent modal truncation.
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Dynamic response of a cable-stayed bridge subjected to a moving vehicle load
Acta Mechanica, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, the dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a moving vehicle load, is studied. The vehicle is modeled as a mass–spring–damper system moving at a constant velocity, which is assumed to keep contact with the Deck Beam at all times. Convective velocity and acceleration terms associated with the moving vehicle as it traverses along the vibrating Deck Beam are taken into consideration, as well as geometric nonlinearities of stay cables. The nonlinear response of the cable-stayed bridge is obtained by solving nonlinear and linear partial differential equations which govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality relations of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear cable-stayed bridge model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is calculated using the Runge–Kutta–Fehlberg method in MATLAB. Convergence of the dynamic response from the Galerkin method is investigated for two cases in which the velocities or masses of the moving vehicle are different. Results show that an accurate calculation of the dynamic response of the cable-stayed bridge needs use of a large number of modes of the linearized undamped cable-stayed bridge model, and needs many more modes for the Deck Beam than stay cables. Moreover, effects of the velocity and mass of the moving vehicle and the convective terms on the dynamic response of the cable-stayed bridge are studied with convergent Galerkin truncation.
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Vortex-Induced Vibration of a Cable-Stayed Bridge
Shock and Vibration, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:The dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a distributed vortex shedding force on the Deck Beam with a uniform rectangular cross section, is studied in this work. The cable-stayed bridge is modeled as a continuous system, and the distributed vortex shedding force on the Deck Beam is modeled using Ehsan-Scanlan’s model. Orthogonality conditions of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert coupled governing partial differential equations of the original cable-stayed bridge model with damping to a set of ordinary differential equations by using Galerkin method. The dynamic response of the cable-stayed bridge is calculated using Runge-Kutta-Felhberg method in MATLAB for two cases with and without geometric nonlinear terms. Convergence of the dynamic response from Galerkin method is investigated. Numerical results show that the geometric nonlinearities of stay cables have significant influence on vortex-induced vibration of the cable-stayed bridge. There are different limit cycles in the case of neglecting the geometric nonlinear terms, and there are only one limit cycle and chaotic responses in the case of considering the geometric nonlinear terms.
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Modeling and Free Vibration Analysis of a Complex Cable-Stayed Bridge
Volume 1: 24th Conference on Mechanical Vibration and Noise Parts A and B, 2012Co-Authors: Dengqing Cao, Mitao Song, Weidong ZhuAbstract:A complex cable-stayed bridge that consists of a simply-supported four-cable-stayed Deck Beam and two rigid towers is studied. The nonlinear and linear partial differential equations that govern the motions of the cables and segments of the Deck Beam, respectively, are derived, along with their boundary and matching conditions. The undamped natural frequencies and mode shapes of the linearized model of the cable-stayed bridge, which includes both the transverse and longitudinal vibrations of the cables, are determined. Numerical analysis of the natural frequencies and mode shapes of the cable-stayed bridge is conducted for a symmetrical case with regards to the sizes of the components of the bridge and the initial sags of the cables. The results show that there are very close natural frequencies and localized mode shapes.
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Modeling and analysis of the in-plane vibration of a complex cable-stayed bridge
Journal of Sound and Vibration, 2012Co-Authors: Dengqing Cao, Weidong Zhu, Mo Song, Robin Tucker, Charles H. T. WangAbstract:The in-plane vibration of a complex cable-stayed bridge that consists of a simply-supported four-cable-stayed Deck Beam and two rigid towers is studied. The nonlinear and linear partial differential equations that govern transverse and longitudinal vibrations of the cables and transverse vibrations of segments of the Deck Beam, respectively, are derived, along with their boundary and matching conditions. The undamped natural frequencies and mode shapes of the linearized model of the cable-stayed bridge are determined, and orthogonality relations of the mode shapes are established. Numerical analysis of the natural frequencies and mode shapes of the cable-stayed bridge is conducted for various symmetrical and non-symmetrical bridge cases with regards to the sizes of the components of the bridge and the initial sags of the cables. The results show that there are very close natural frequencies when the bridge model is symmetrical and/or partially symmetrical, and the mode shapes tend to be more localized when the bridge model is less symmetrical. The relationships between the natural frequencies and mode shapes of the cable-stayed bridge and those of a single fixed–fixed cable and the single simply-supported Deck Beam are analyzed. The results, which are validated by commercial finite element software, demonstrate some complex classical resonance behavior of the cable-stayed bridge.
Mitao Song - One of the best experts on this subject based on the ideXlab platform.
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Dynamic analysis of a cable-stayed bridge subjected to a continuous sequence of moving forces:
Advances in Mechanical Engineering, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, an eigenfunction expansion approach is used to study the dynamic response of a cable-stayed bridge excited by a continuous sequence of identical, equally spaced moving forces. The nonlinear dynamic response of the cable-stayed bridge is obtained by simultaneously solving nonlinear and linear partial differential equations that govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality conditions of exact mode shapes of the linearized cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is numerically solved. Convergence of the dynamic response from the Galerkin method is investigated. Effects of close natural frequencies, mode localization, the distance between any two neighboring forces, and geometric nonlinearities of stay cables on the forced dynamic response of the cable-stayed bridge are captured using a convergent modal truncation.
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Dynamic response of a cable-stayed bridge subjected to a moving vehicle load
Acta Mechanica, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:In this work, the dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a moving vehicle load, is studied. The vehicle is modeled as a mass–spring–damper system moving at a constant velocity, which is assumed to keep contact with the Deck Beam at all times. Convective velocity and acceleration terms associated with the moving vehicle as it traverses along the vibrating Deck Beam are taken into consideration, as well as geometric nonlinearities of stay cables. The nonlinear response of the cable-stayed bridge is obtained by solving nonlinear and linear partial differential equations which govern transverse and longitudinal vibrations of stay cables and transverse vibrations of segments of the Deck Beam, respectively, along with their boundary and matching conditions. Orthogonality relations of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert the coupled nonlinear partial differential equations of the original nonlinear cable-stayed bridge model to a set of ordinary differential equations by using the Galerkin method. The dynamic response of the cable-stayed bridge is calculated using the Runge–Kutta–Fehlberg method in MATLAB. Convergence of the dynamic response from the Galerkin method is investigated for two cases in which the velocities or masses of the moving vehicle are different. Results show that an accurate calculation of the dynamic response of the cable-stayed bridge needs use of a large number of modes of the linearized undamped cable-stayed bridge model, and needs many more modes for the Deck Beam than stay cables. Moreover, effects of the velocity and mass of the moving vehicle and the convective terms on the dynamic response of the cable-stayed bridge are studied with convergent Galerkin truncation.
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Vortex-Induced Vibration of a Cable-Stayed Bridge
Shock and Vibration, 2016Co-Authors: Mitao Song, Dengqing Cao, Weidong ZhuAbstract:The dynamic response of a cable-stayed bridge that consists of a simply supported four-cable-stayed Deck Beam and two rigid towers, subjected to a distributed vortex shedding force on the Deck Beam with a uniform rectangular cross section, is studied in this work. The cable-stayed bridge is modeled as a continuous system, and the distributed vortex shedding force on the Deck Beam is modeled using Ehsan-Scanlan’s model. Orthogonality conditions of exact mode shapes of the linearized undamped cable-stayed bridge model are employed to convert coupled governing partial differential equations of the original cable-stayed bridge model with damping to a set of ordinary differential equations by using Galerkin method. The dynamic response of the cable-stayed bridge is calculated using Runge-Kutta-Felhberg method in MATLAB for two cases with and without geometric nonlinear terms. Convergence of the dynamic response from Galerkin method is investigated. Numerical results show that the geometric nonlinearities of stay cables have significant influence on vortex-induced vibration of the cable-stayed bridge. There are different limit cycles in the case of neglecting the geometric nonlinear terms, and there are only one limit cycle and chaotic responses in the case of considering the geometric nonlinear terms.
-
Modeling and Free Vibration Analysis of a Complex Cable-Stayed Bridge
Volume 1: 24th Conference on Mechanical Vibration and Noise Parts A and B, 2012Co-Authors: Dengqing Cao, Mitao Song, Weidong ZhuAbstract:A complex cable-stayed bridge that consists of a simply-supported four-cable-stayed Deck Beam and two rigid towers is studied. The nonlinear and linear partial differential equations that govern the motions of the cables and segments of the Deck Beam, respectively, are derived, along with their boundary and matching conditions. The undamped natural frequencies and mode shapes of the linearized model of the cable-stayed bridge, which includes both the transverse and longitudinal vibrations of the cables, are determined. Numerical analysis of the natural frequencies and mode shapes of the cable-stayed bridge is conducted for a symmetrical case with regards to the sizes of the components of the bridge and the initial sags of the cables. The results show that there are very close natural frequencies and localized mode shapes.
A. Ardianti - One of the best experts on this subject based on the ideXlab platform.
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Study on Longitudinal Ship Strength Caused by the Placement of Beams and Girders on Upper Deck Side
EPI International Journal of Engineering, 2018Co-Authors: A. Ardianti, Andi Mursid Nugraha, Ganding Sitepu, Hamzah Hamzah, Ade Khantari, Suandar BasoAbstract:The location of the Beam and the Deck girder of the ship can be effect on it is strength especially for the longitudinal strength due to the vertical wave bending moment. The objective of this study is to know the structural response of the ship due to vertical bending moment load on hogging and sagging conditions. The analysis is carried out by using Finite Element Method so-called ANSYSTM. The results shows that the stress occurring on the ship model with Deck Beam above the Deck plate is larger than the ship model with Deck Beam under the Deck plate. When the load with the variated of 0.2 x moment of vertical moment load, there is an increase of stress that occurs both on the Deck area about 12% while on the bottom area about 0.98%. This study also conducted a stress comparison by using analysis methods with analytical methods. The results show that by the Stress differences that occur in the structure with the longitudinal Deck Beam and Deck girder above are 14.1% on the Deck and 7.1 on the bottom. Whereas in the structure with Deck longitudinal Deck eam and Deck girder under there is a difference of 5.7% on the Deck area and 3.5% in the bottom area of the ship. The stress that occur in both models have a difference that is not too far away and still under the permisible stress by the classification society so that both can be applied to the construction of a tanker.
