• Proceedings of the Computational Structural Engineering Institute Conference
• /
• 2002.10a
• /
• pp.354-361
• /
• 2002

This paper propose section properties factor to generate stress history for fatigue analysis and safety inspection of steel bridge. A methodology is described for the computation of numerical stress histories in the steel truss bridge, caused by the vehicles using section properties factor. The global 3-D beam model of bridge is combined with the local shell model of selected details. Joint geometry is introduced by the local shell model. The global beam model takes the effects of joint rigidity and interaction of structural elements into account. Connection nodes in the global beam model correspond to the end cross-section centroids of the local shell model. Their displacements are interpreted as imposed deformations on the local shell model. The load cases fur the global model simulate the vertical unit force along the stringers. The load cases fer the local model are imposed unit deformations. Combining these, and applying vehicle loads, numerical stress histories are obtained. The method is illustrated by test load results of an existing bridge.

• Structural Monitoring and Maintenance
• /
• v.5 no.2
• /
• pp.297-311
• /
• 2018

Plate and shell structure is widely applied in engineering, i.e. building roofs, aircraft wings, ship platforms, and satellite solar arrays. Its vibration problem has become increasingly prominent due to the tendency of lightening, upsizing and flexibility. As a new smart material with great actuating force and toughness, macro-fiber composite (MFC) is composed of piezoelectric fiber and epoxy resin basal body, which can be directly pasted onto the surface of plate and shell and is suitable for vibration control. This paper deduces the actuation equation of MFC coupled plate in different boundary conditions, an equivalent finite element modeling method is proposed which uses MFC actuating force as the applied excitation, and on this basis the active control simulation and experiment of MFC over plate and shell structure vibration are accomplished. The results indicate that MFC is able to implement effective control over plate and shell structure vibration in multi-band range. The comparison between experiment and simulation proves that the actuation equation deduced herein, effective and practicable, can be applied into the simulation calculation of MFC vibration control over plate and shell structure.

• Steel and Composite Structures
• /
• v.36 no.4
• /
• pp.463-480
• /
• 2020

Although detailed shell analysis is suitable to predict the ductile crack initiation life of steel members, such detailed method adds time expense and complexity. In order to simply predict the ductile crack initiation life of stiffened steel bridge piers, a total of 33 cases are simulated to carry out the parametric analyses. In the analysis, the effects of the width-to-thickness ratio, slenderness ratio, plate thickness and so on are considered. Both shell analyses and beam analyses about these 33 cases are conducted. The plastic strain and damage index obtained from shell and beam analyses are compared. The modified factor β_s is determined based on the predicted results obtained from both shell and beam analyses in order to simulate the strain concentration at the base corner of the steel bridge piers. Finally, three experimental results are employed to verify the validity of the proposed method in this study.

• Structural Engineering and Mechanics
• /
• v.18 no.1
• /
• pp.113-124
• /
• 2004

The information on local stress acting in a bridge is required in many occasions such as fatigue assessment. The analysis by beam elements cannot yield this class of information adequately, while the finite element modeling of an entire long-span bridge by shell elements is impractical. In the present study, the hybrid modeling is tried out: only part of a bridge in which the point of interest is located is discretized by shell elements and the remaining part is modeled by beam elements. By solving a simple box girder problem, the effectiveness of this approach is discussed. This technique is then applied to the Rama IX Bridge for local stress evaluation. The numerical results compare very well with the results of a full-scale static loading test. The present research thus offers a practical yet accurate technique for the stress analysis of a long-span cable-stayed bridge.

• Steel and Composite Structures
• /
• v.42 no.6
• /
• pp.747-764
• /
• 2022

The design codes and calculation methods related to soil-steel composite bridges and culverts only specify the minimum soil cover depth. This value is connected with the bridge span and shell height. In the case of static and dynamic loads (like passing vehicles), such approach seems to be quite reasonable. However, it is important to know how the soil cover depth affects the behaviour of soil-steel composite bridges under seismic excitation. This paper presents the results of a numerical study of soil-steel bridges with different soil cover depths (1.00, 2.00, 2.40, 3.00, 4.00, 5.00, 6.00 and 7.00 m) under seismic excitation. In addition, the same soil cover depths with different boundary conditions of the soil-steel bridge were analysed. The analysed bridge has two closed pipe-arches in its cross section. The load-carrying structure was constructed as two shells assembled from corrugated steel plate sheets, designed with a depth of 0.05 m, pitch of 0.15 m, and plate thickness of 0.003 m. The shell span is 4.40 m, and the shell height is 2.80 m. Numerical analysis was conducted using the DIANA programme based on the finite element method. A nonlinear model with El Centro records and the time history method was used to analyse the problem.

• Korean Journal of Fisheries and Aquatic Sciences
• /
• v.7 no.2
• /
• pp.87-90
• /
• 1974

The followings are the results of study about morphological variation of mussel, Mytilus coruscus collected respectively from Sanyang-myeon Tongyeong-goon Gyeongnam on 13th January, Yeonwha-do Yokji-myeon Tongyeong-goon Gyeongnam on 15th May and down below the Yeong-do Bridge Busan on 20th August, 1964. The biggest mussel of the above three areas have been from Yeong-do Bridge, whose shell height is 164.1 mm, shell length 77.8mm, shell breadth 52.2mm, total weight 291,9g and shell length is as follows : from Yeong-do Bridge L=0.4954H + 1.9516, from Sanyang-myeon L=0.3718H + 14.145, from Yeonwha-do L=0.4074H + 9,6610 The relationship between shell height and shell breadth is as follows : from Yeong-do Bridge B=0.3426H + 0.2052, from Sanyang-myeon B=0.3084H + 3.6183, from Yeonwha-do B=0.3507H + 0.8028 In view of the above relationship, it is concluded that the slope value of mussel, nearer to the inshore from the off-sea, is similar to that of M. edulis, from which are can presume that M. coruscus could be changed in shell form according to its environment. Growth curve between total weight and shell height is as follows : from Yeong-do Bridge W=0. 00020469 $$H^{2.79745}$ from Sanyang-myeon W=0.00061512$H^{2.53708}$ from Yeonwha-do W=0.00016965$H^{2.83960}$

• Interaction and multiscale mechanics
• /
• v.4 no.4
• /
• pp.273-289
• /
• 2011

The vibration response of the bridges under the moving vehicular load is of importance for engineers to estimate the serviceability of existing bridges and to design new bridges. This paper deals with the three dimensional vibration analysis of prestressed concrete bridges under moving vehicles. The prestressed bridges are modeled by four-node isoparametric flat shell elements with the transverse shearing deformation taken into account. The usual five degrees-of-freedom (DOFs) per node of the element are appended with a drilling DOF to accommodate the transformation of the local stiffness and mass matrices to the global coordinates. The vehicle is modeled as a single or two-DOF system. A single-span prestressed Tee beam and two-span prestressed box-girder bridge are studied as the two numerical examples. The effects of prestress forces on the natural frequencies and dynamic responses of the bridges are investigated.

• Journal of the Computational Structural Engineering Institute of Korea
• /
• v.20 no.3
• /
• pp.329-338
• /
• 2007

The PSC box bridge constructed of concrete, reinforcing bar and tendon is a complex structure that exhibits tension cracks, nonlinear behaviour of steel and time dependent behaviour of concrete. The frame element is commonly used for construction stage analysis PSC bridges. However, the frame element does not show sufficient information when in the curved PSC box bridges. For the case of curved PSC bridges, the deformations in the inner and outer web are different. In this case, different jacking forces are required in the inner and outer webs. However, it is impossible to calculate different jacking forces if we use the frame element for construction stage analysis. In order to overcome this problem, the use of the shell element is essential for a three-dimensional construction stage analysis of PSC bridges. In the following, the formulation of a Quasi-conforming shell element and its application of PSC box girder bridge analysis are presented.

• Journal of the Computational Structural Engineering Institute of Korea
• /
• v.35 no.3
• /
• pp.167-174
• /
• 2022

This study investigates the behavior of a jointless bridge that integrates superstructure and abutment without an expansion joint. Based on the sensitivity analyses conducted in previous studies, a shell-based model was determined to be the most suitable numerical analysis model for jointless bridges due to the similarity of the model's results compared with the obtained displacement shape, which was influenced by relative errors, precision, and practical aspects. Accordingly, the behavior of a jointless bridge was analyzed at various wall depths using shell element-based and solid element models. In addition, the results of MIDAS Civil and ABAQUS analysis programs were compared. In the case of semi-integrated bridges (A and B), the displacement decreased as the wall depth increased due to the ground reaction force in Case 1 under a linear spring condition and +30℃. In the case where temperature was -30℃, the change in displacement was small because the ground reaction did not occur. As for bridge C (a fully integrated alternating bridge) and bridge D (an integrated chest wall alternating bridge), the displacement decreased as the wall depth increased at both +30 and -30℃ due to pile resistance. As for the comparison between the analysis programs used, the relative error in Case 1 was small, whereas a significant difference in Case 2 was observed. The foregoing variation is possibly due to the difference in the application of the nonlinear spring in the programs.

• Proceedings of the Korea Concrete Institute Conference
• /
• 2010.05a
• /
• pp.81-82
• /
• 2010

As a part of rapid construction technology of bridge pier caps, controversial issues for design and construction of precast pier caps were discussed. Three kinds of approaches of rapid bridge pier cap construction were proposed and discussed. Especially for an approach of precast shell type structures, experimental studies were performed to evaluate structural performance and compared with conventionally constructed reinforced concrete pier cap.