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1
Zheng, Xiaobo, Gang Zhang, Yongfei Zhang, and Leping Ren. "Alternative Load Path Analysis for Determining the Geometric Agreement of a Cable-Stayed Bridge with Steel Truss Girders." Advances in Civil Engineering 2021 (November 16, 2021): 1–14. http://dx.doi.org/10.1155/2021/2158582.
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The geometric agreement, commonly hailed as load-transferring paths within bridge structures, is significantly crucial to the bridge structural mechanical performance, such as capacity, deformation, and collapse behavior. This paper presents a methodology dependent on alternative load paths to investigate the collapse behavior of a double-pylon cable-stayed bridge with steel truss girders subjected to excess vehicle loading. The cable-stayed bridge with steel truss girders is simplified using a series-parallel load-bearing system. This research manifests that the enforced vehicle loading can be transferred to alternative paths of cable-stayed bridges in different load-structure scenarios. A 3-D finite element model is established utilizing computer software ANSYS to explore the collapse path of cable-stayed bridge with steel truss girders, taking into account chord failure, loss of cables together with corrosion in steel truss girders. The results show that chord failures in the mid-portion of the mainspan result in brittle damage in truss girders or even sudden bridge collapse. Further,the loss of long cables leads to ductile damage with significant displacement.The corrosion in steel truss girders has a highly slight influence on the collapse behavior of cable-stayed bridge. The proposed methodology can be reliably used to assess and determine the vulnerability of cable-stayed bridge with steel truss girders during their service lifetime, thus preventing structural collapses in this type of bridge.
2
Wang, Gaoxin, Youliang Ding, and Xingwang Liu. "The monitoring of temperature differences between steel truss members in long-span truss bridges compared with bridge design codes." Advances in Structural Engineering 22, no. 6 (December 4, 2018): 1453–66. http://dx.doi.org/10.1177/1369433218815436.
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The temperature differences in bridge structures have been one primary concern for bridge engineers and researchers. In the traditional view, the temperature differences between steel truss members are treated as uniform because of the good heat transfer characteristic of steel material and the shading effect of deck coverage. However, for some steel truss bridges, some truss members are directly exposed to solar radiation, while some other truss members are totally shaded by steel decks, which may cause obvious temperature differences between them, so it is reasonable to doubt the correctness of uniform temperature existing between steel truss members. In this research, the temperature differences between steel truss members in two long-span truss bridges are analyzed using long-term temperature field data, and after analysis, the temperature differences which contain obvious positive or negative values are made clear. Furthermore, the evaluation method of temperature differences in bridge service life for thermal action design is put forward together with the determination method of probability density function, and the evaluated temperature differences are further obtained after probability statistics analysis. Finally, the evaluated temperature differences are classified by sun radiation and steel deck coverage, and then compared with the specified values in the three specifications. The research results can provide important reference for current specifications and structural design, especially for steel truss bridges.
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Sun, Zhi Jie, and Yong Qian Liu. "Existing Railway Steel Truss Bridge Static Experimental Analysis Based on Full-Bridge-Model." Applied Mechanics and Materials 405-408 (September 2013): 1500–1503. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1500.
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Combine the specific bridge, an analytical on the bridges static performance studied through the finite element model analysis and field test method. Summary and analyze the displacement and stress variation law of the main truss, longitudinal beams and beams which the bolt and weld superstructure steel truss bridges are effected by static loads, and compared field test results with theory value. Application practice proves that the evaluation standard and inspection of steel truss bridge is appropriate.
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Xiang, Zhong Fu, and Yong Zeng. "Chongqing Bridge and its Combination Bridge." Applied Mechanics and Materials 147 (December 2011): 45–49. http://dx.doi.org/10.4028/www.scientific.net/amm.147.45.
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A brief introduction is given about the history and current situation of Chongqing Bridge. Several combination bridges are introduced in detail about structure characteristic and innovation: Chongqing Wushan Yangtze River Bridge--steel tube- concrete composite arch bridge; Twinning of Chongqing Yangtze River Bridge--steel-concrete composite rigid frame bridge; Chaotianmen Yangtze River Bridge --steel truss - arch composite bridge; Caiyuanba Yangtze River Bridge --Rigid Frame - Tied Arch Bridge.
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Liu, Zhenlei, and Hao Sun. "Nonlinear Stress Analysis of Key Joints of Steel Truss Bridge." Journal of Physics: Conference Series 2185, no. 1 (January 1, 2022): 012068. http://dx.doi.org/10.1088/1742-6596/2185/1/012068.
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Abstract Steel truss bridges are widely used in bridge engineering for the advantages of good ability of spanning capacity, construction and light self-weight. Main trusses are the main stressed component of steel truss bridge. And the main truss are made of truss members connected by integral joints. So, the safety of integral joints are very important for normal operation of steel truss bridge. The superstructure of the continuous steel truss bridge with double decks was selected as the engineering example. The software, MIDAS/CIVIL is used to establish the full finite element model of the continuous steel truss bridge. Based on the results of the full bridge model, the 3D finite element model integral joint considering material nonlinearity was established by software Abaqus. The stress distribution of the integral joint under the unfavorable external force were analyzed and compared. The results showed that the most parts of the integral joint are in elastic stage, and the stress distribution is inhomogeneous. The stresses of integral joint are greater than that of truss members. Except for individual stress concentration areas, the stresses in the center area of the integral joint are greater than the stress at the edge. All in all, the safety of integral joints for the engineering example can be guaranteed.
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Jin, B., D. Liu, and CK Zhu. "Experimental study on bridge vibration test." Journal of Physics: Conference Series 2158, no. 1 (January 1, 2022): 012016. http://dx.doi.org/10.1088/1742-6596/2158/1/012016.
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Abstract Taking Chaihe bridge in Tieling City and Songhuajiang railway bridge on Binbei line as examples, the vibration test is carried out by using the environmental excitation method. By testing and comparing the first three typical vibration modes of the two bridges, and the experimental research shows that: A. compared with Concrete-Filled Steel Tubular Bridge, truss bridge has higher stiffness. B. The span and height of truss bridge can be higher and farther than that of Concrete-Filled Steel Tubular Bridge; C. Truss bridge is more convenient in testing, maintenance and health monitoring, and has good performance and stability.
7
Deng, Haiqian. "Research Status and Development Prospect of Steel Truss Bridge Joints." Highlights in Science, Engineering and Technology 10 (August 16, 2022): 48–52. http://dx.doi.org/10.54097/hset.v10i.1225.
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In recent decades, with the increasing demand of long-span bridges and the continuous progress of construction technology, steel truss bridges have been more and more widely used. In general, the joint form of steel truss bridge can be divided into two types: splice joint and integral joint. The selections of the joint forms in steel truss bridges have gradually become the focus of the designers and researchers. Based on the engineering cases of steel truss bridges, this paper introduces the characteristics and advantages of the splice joint and the integral joint, respectively. The engineering performances of these two kinds of joints are compared under the same working condition. The corresponding conclusions on joint selection are obtained, and the prospect of joint design for steel truss bridges is proposed.
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Sun, Xiaotong, Yu Xin, Zuocai Wang, Minggui Yuan, and Huan Chen. "Damage Detection of Steel Truss Bridges Based on Gaussian Bayesian Networks." Buildings 12, no. 9 (September 15, 2022): 1463. http://dx.doi.org/10.3390/buildings12091463.
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This paper proposes the use of Gaussian Bayesian networks (GBNs) for damage detection of steel truss bridges by using the strain monitoring data. Based on the proposed damage detection procedure, a three-layer GBN model is first constructed based on the load factors, structural deflections, and the stress measurements of steel truss bridges. More specifically, the load factors of the structures are defined as the first-layer network nodes, structural deflections are considered as the second-layer network nodes, and the third-layer nodes of the GBN model are built based on the stress data of the truss elements. To achieve the training for the constructed GBN model, the finite element analysis of the bridge structures under the different load factors is performed. Then, the training of the network is performing by using the maximum likelihood estimation approach, and the optimized network parameters are obtained. Based on the trained network model, the measured load factors and the corresponding stress monitoring data of a limited number of truss elements are considered as input, and the stress measurements of all truss elements of bridges can be accurately estimated by searching the optimized topological information among network nodes. For a steel truss bridge, when the truss elements are damaged, the stress states of the damaged elements will be changed. Therefore, a damage index is further constructed for damage detection of steel truss bridges based on the changed stress states of those damaged elements. To verify the feasible and effective use of the proposed damage detection approach, an 80 m steel truss bridge with various damage cases was conducted as numerical simulations, and the investigation results show that the trained GBN can be accurately used for stress prediction of steel truss bridges, and the proposed damage index with the estimated stress data can be further applied for structural damage localization and quantification with a better accuracy. Furthermore, the results also suggest that the proposed damage detection procedure is accurate and reliable for steel truss bridges under vehicle loads.
9
Bakht, Baidar, and Leslie G. Jaeger. "Behaviour and evaluation of pin-connected steel truss bridges." Canadian Journal of Civil Engineering 14, no. 3 (June 1, 1987): 327–35. http://dx.doi.org/10.1139/l87-052.
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Two posted bridges, with pin-connected steel trusses, were recently proof tested in Ontario. This paper presents some results of the tests and draws conclusions, which are also applicable to other similar structures. It is concluded that, unlike other bridge types, this type of bridge does not possess reserve strengths beyond those ascertained analytically. An experimental procedure is given in the paper using which the ratio of dead loads in the two components of a tension chord can be readily determined. This paper also describes a procedure by which equivalence between the test and design vehicles is established, thereby providing a basis for determination of the posting loads. Key words: bridge evaluation, bridge testing, pin-connected truss, posting load, proof test, through truss, steel truss, tension chord.
10
Suangga, M., and Sularno. "Comparison of Wind Load on Standard Steel Truss Bridge Based on Indonesian Bridge Loading Codes." IOP Conference Series: Earth and Environmental Science 998, no. 1 (February 1, 2022): 012016. http://dx.doi.org/10.1088/1755-1315/998/1/012016.
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Abstract The truss bridge is a type of bridge that is widely used in Indonesia because of its practicality and can be constructed in short period of time. The relatively light weight of the truss bridge structure also facilitates the transportation of superstructure materials to bridge locations located in remote areas. The dimensions of the large truss bridge and the relatively light weight cause the figure bridge to be vulnerable to wind loads. Meanwhile, the bridge loading regulations including wind load is continuing to change. Previous design code BMS 1992 and SNI T 02 2005 has been superseded with SNI 1725 2016. One of the main changes to the loading regulations is related to the magnitude and how wind loads are calculated and applied to the bridge structure. This study will compare the magnitude of the wind load in the previous loading regulations in Indonesia with the latest regulations and also with wind loading according to AASHTO on steel truss bridges. A 60-class standard steel truss bridge from the Ministry of Public Works which is used for Case Study. The results showed that there was a significant increase in wind loading by applying SNI 1725 2016 loading regulations
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Made, Suangga, and Irpanni Herry. "Aerodynamic performance of long span steel truss bridges in Indonesia." MATEC Web of Conferences 195 (2018): 02032. http://dx.doi.org/10.1051/matecconf/201819502032.
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Indonesia is the world’s largest archipelago with many major rivers in the big islands of Sumatera, Kalimantan, and Java. As part of its road network, major bridges are constructed to cross these rivers. Considering the span of the bridges and its aesthetic point of view, the application of Long Span Steel Truss Bridges in Indonesia is very popular among others. Its span varies from 70 to 270 meters in length. For long span bridges, aerodynamics is an important aspect for the design and construction of the bridges. In order to ensure the stability of the bridges against the aerodynamic effect of the wind, wind tunnel study and test has been conducted for most of the bridges. This paper presents the parameter and characteristic of several Long Span Steel Truss Bridges in Indonesia, i.e. Tayan Kapuas Bridge, Musi VI Bridge, New Kutai Kartanegara Bridges and Teluk Mesjid Bridge. The bridges will be assessed against BD 49/01. Parameters and assessment results are then compared with wind tunnel results.
12
Wang, Shan Shan, Tao Xu, Si Feng Qin, and Yun Jie Zhang. "Dynamic Performance Analysis of Steel Truss Bridge." Applied Mechanics and Materials 423-426 (September 2013): 1548–51. http://dx.doi.org/10.4028/www.scientific.net/amm.423-426.1548.
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Steel truss bridge is an important part of transportation hub and lifeline engineering, it recently has attracted more attention on dynamic performance of steel truss bridge. In this paper, the ANSYS software is used to perform the modal analysis of steel truss bridge, and we find that the main bridge are more sensitive to the vertical earthquake (i.e., Y direction). In the earthquake response spectrum analysis on Y direction, we find that the maximum deformation is at mid-span of steel truss bridge. In the transient analysis of seismic waves, under the action of horizontal and vertical earthquake accelerations, the structure displacement dynamic diagram and time-history displacement curve are obtained and some conclusions are drawn.
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Mushthofa, Malik, Akhmad Aminullah, and Muslikh. "Cross section and geometry optimization of steel truss arch bridges based on internal forces." MATEC Web of Conferences 258 (2019): 02002. http://dx.doi.org/10.1051/matecconf/201925802002.
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The purpose of this study is to obtain the optimum geometric design and cross section member element of steel arch bridges. It is necessary because the geometric design of the steel truss arch bridges have the direct impact to the steel section used in the structures. Therefore, steel section have the impact to the economic value of the bridge design due to the structure weight. There are many important variables have to considered in the bridge design. Rise to span ratio variable is the major variable in the arch bridge geometric design. Arch bridge structures rely on the axial force capacity of the main arch, whereas shear forces and bending moments as secondary consideration. The optimization process is done by collecting the axial force, shear force and bending moment data of each steel arch bridge numeric model, and scaling its value from 0 to 1 to compare the data of every span in the same field, in order to achieve the optimum rise to span ratio. Rise to span ratio data of steel arch bridges in China and Japan used as the comparison with the result of this study, due to their brief history and rich experiences on arch bridge engineering innovation, and also have the large of amount of steel arch bridges. The results of this study give the optimum value of rise to span ratio between 1/4 to 1/7. It has good correlation with the rise to span ratio data of steel arch bridges in China and Japan i.e. 1/4 - 1/6 and 1/5 - 1/7 respectively.
14
Chen, Lei, and Hong Sheng Qiu. "Structure Design of Car Overpass in the Urban Rail Construction." Advanced Materials Research 1006-1007 (August 2014): 38–41. http://dx.doi.org/10.4028/www.scientific.net/amr.1006-1007.38.
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The car overpass can play a significant role in easing traffic pressure. So for maximum easing traffic pressure, two types of car overpass are put forward: steel trussed girder-bridge and steel trussed cable-stayed bridge. Then establish a three-dimensional finite element model of the steel truss bridge and cable-stayed bridge by ANSYS. According to stress analysis and comparison of the steel truss and steel truss cable-stayed, the cable-stayed structure can enhance structural rigidity and strength, and have little influence on traffic.
15
Yang, Shi Ruo. "Vibration Analysis of Train and Truss Girder Bridge." Applied Mechanics and Materials 55-57 (May 2011): 2023–26. http://dx.doi.org/10.4028/www.scientific.net/amm.55-57.2023.
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Vibration analysis of steel truss bridge is required by promotion in the speed of train. The train and the truss girder bridge are coupled together as one composite system. Truss girder bridge is idealized as an assemblage of finite truss element. The vehicle space vibration model of two-stage suspension is used, which has 26-degrees of freedom. The equations of the train and truss girder bridges time varying system are set up by using the principle of total potential energy with stationary value in elastic system dynamics and the“set-in-right-position”rule for forming structural matrices. This method is more convenient than the finite elements. The vibration responses of train and bridge are calculated when the trains pass through a truss girder bridge at different speeds. The results show that the bridge has sufficient lateral and vertical stiffness.
16
Istiono, Heri, and Jaka Propika. "Analisa Non-Linier Pada Mekanisme Keruntuhan Jembatan Rangka Baja Tipe Pratt." Borneo Engineering : Jurnal Teknik Sipil 1, no. 2 (December 25, 2017): 68. http://dx.doi.org/10.35334/be.v1i2.604.
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Steel truss bridge collapse often occurs, both in Indonesia and in other countries. As a result of the collapse of the bridge is in addition to the casualties also losses from the financial aspects. This collapse caused due to various factors, one of them because of a decrease in the strength of the bridge structure. To minimize required maintenance of the bridge's collapse and to facilitate the maintenance of one of them must be known failure mechanisms existing bridges. In the analysis of this collapse, will be modeled steel truss bridge pratt’s type with long spans is 60 meters. Analysis of the collapse of the steel truss bridge's, utilizing a pushover analysis to analyze the behavior of the bridge structure. Pushover analysis done with give vertical static load pattern at the structure, next gradually increase by a factor until one vertical displacement target of the reference point is reached. The study shows that at model singe span failure occurred on the chord on mid span. The performance level of structure shows all models of bridges in the state are IO, this case based on the target displacement FEMA 356 and the actual ductility occurs in all models of bridges is compliant with SNI 2833-2008.
17
Li, Huihui, Lian Shen, and Shuwen Deng. "A Generalized Framework for the Alternate Load Path Redundancy Analysis of Steel Truss Bridges Subjected to Sudden Member Loss Scenarios." Buildings 12, no. 10 (October 3, 2022): 1597. http://dx.doi.org/10.3390/buildings12101597.
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Owing to their distinct features, such as structural simplicity and excellent load-carrying capacity, steel truss bridges are widely applied as critical transportation networks. However, many previously designed steel truss bridges that are located in harsh environmental conditions are facing severe challenges of overloading and aging or deteriorating critical structural members due to increasing traffic load and corrosion problems (i.e., chloride-induced corrosion). As a consequence, these overloaded and deteriorated critical members may initialize localized damage (e.g., sudden member failure scenarios) and then trigger a disproportionate collapse (i.e., progressive collapse) of steel truss bridges. To this end, to protect the steel truss bridges from progressive collapse resulting from locally induced damages (e.g., sudden removal of a critical member), this paper proposed a generalized framework to identify the critical members and to qualify the alternate load path (ALP) redundancy of steel truss bridges subjected to sudden member loss of a critical member. Demand-to-capacity ratio (DCR) for linear elastic analysis and strain ratio (SR) for nonlinear dynamic analysis were employed as the design metrics and performance indicators to qualify the ALP redundancy of steel truss bridges. Effectiveness of the proposed framework in qualifying the ALP redundancy of steel truss bridges was demonstrated through the I-35W truss bridge under sudden member removal (MR) analyses. Results obtained from this study may provide beneficial information and could serve as good references for the protection of steel truss bridges that are vulnerable to sudden member loss scenarios.
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MACHACEK, Josef, and Martin CHARVAT. "STUDY ON SHEAR CONNECTION OF BRIDGE STEEL TRUSS AND CONCRETE SLAB DECK." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 23, no. 1 (May 23, 2016): 105–12. http://dx.doi.org/10.3846/13923730.2014.976258.
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Longitudinal shear flow in the connection of a bridge steel truss upper chord and a concrete bridge slab is studied both in elastic and plastic stages of loading up to the shear connection collapse. First the distribution of the shear flow with an increasing level of loading is shown as resulted from 3D MNA (materially nonlinear analysis) using ANSYS software package and a former experimental verification. Nevertheless, the flow peaks in elastic stages above truss nodes due to local transfer of forces are crucial for design of the shear connection in bridges. Therefore a simple approximate 2D elastic frame modelling was suggested for subsequent extensive parametric studies. The study covers various loadings including the design loading of bridges and demonstrates importance of rigidity of the shear connection, rigidity of an upper steel truss chord and rigidity of a concrete deck. Temperature effects and a creep of concrete are also studied. The substantial part of the study deals also with concentration of shear connectors in the area of steel truss nodes and influence of the connector densification on distribution of the longitudinal shear along an interface of the steel truss chord and the concrete deck. Eurocode 4 approach and quest to find an optimum design of the shear connection in composite bridge trusses are discussed. Finally the resulting recommendations for a practical design are presented.
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Shi, Yongji, Tingheng Zhao, and Qihong Ye. "Sunkou Steel Truss Railway Bridge, China." Structural Engineering International 7, no. 3 (August 1997): 160–61. http://dx.doi.org/10.2749/101686697780494671.
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Wang, Hao, Tianyou Tao, Huaiyu Cheng, and Xuhui He. "Simulation Study on Train-Induced Vibration Control of a Long-Span Steel Truss Girder Bridge by Tuned Mass Dampers." Mathematical Problems in Engineering 2014 (2014): 1–12. http://dx.doi.org/10.1155/2014/506578.
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Train-induced vibration of steel truss bridges is one of the key issues in bridge engineering. This paper talks about the application of tuned mass damper (TMD) on the vibration control of a steel truss bridge subjected to dynamic train loads. The Nanjing Yangtze River Bridge (NYRB) is taken as the research object and a recorded typical train load is included in this study. With dynamic finite element (FE) method, the real-time dynamic responses of NYRB are analyzed based on a simplified train-bridge time-varying system. Thereinto, two cases including single train moving at one side and two trains moving oppositely are specifically investigated. According to the dynamic characteristics and dynamic responses of NYRB, the fourth vertical bending mode is selected as the control target and the parameter sensitivity analysis on vibration control efficiency with TMD is conducted. Using the first-order optimization method, the optimal parameters of TMD are then acquired with the control efficiency of TMD, the static displacement of Midspan, expenditure of TMDs, and manufacture difficulty of the damper considered. Results obtained in this study can provide references for the vibration control of steel truss bridges.
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Wang, Hui, He Xia, and Jia Wang Zhan. "Modeling and Dynamic Characteristics Analysis of the Qiantangjiang Rail-Cum-Road Bridge." Applied Mechanics and Materials 501-504 (January 2014): 1187–93. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.1187.
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The dynamic characteristics of the Qiantangjiang rail-cum-road steel truss bridge is to analyzed by the Beam elements Midas model, beam-Plate element Midas model and plate element Ansys model, and the calculated results are compared with the field experiment data. The natural frequencies and mode shapes simulated with the plate element Ansys model are much closer to the experimental ones, indicating it can more accurately simulate the dynamic characteristics of steel truss structure. The results can provide a reference for modeling the steel truss bridges, and as the foundation of further static and dynamic analyses.
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Zeng, Zigang, Li Chen, Dong Zhao, Mao Haifeng, Zhang Dongdong, and Zhao Qilin. "Study on elastic deformation calculation method of a composite-metal hybrid assembling stringed truss bridge." MATEC Web of Conferences 275 (2019): 02017. http://dx.doi.org/10.1051/matecconf/201927502017.
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A composite-metal hybrid assembling stringed truss bridge which based on pre-tightened tooth connection can make full use of the strength of the FRP fiber in the direction of the fiber, and is of higher bearing capacity than the FRP truss bridges with traditional adhesive or bolt connection. However, whether the calculation method of FRP truss bridge with traditional bondingor bolt connection is suitable for this new type of bridge needs to be researched because of the difference on the structural form and connection mode. In order to obtain the suitable method of this kind of bridge, a new method for calculating live load deformation which consider the influence of end of the steel bar sleeve of rod stiffness was established in this paper; the deformation experiment of truss bridge was carried out. The experiment and calculation results show: compared with the calculation method of the live load deformation of the traditional FRP truss bridge, the calculation method of live load deformation considering the effect of the steel sleeve on the end of the rod is in good agreement with the live load deformation obtained by the experiment; the calculation method of inelastic deflection has also been verified by the experimental results.
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Williams, William. "Retrofit Bridge Rail Design and Testing for a Historic Texas Steel Truss Bridge." Transportation Research Record: Journal of the Transportation Research Board 2377, no. 1 (January 2013): 29–37. http://dx.doi.org/10.3141/2377-04.
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The State Loop 481 steel truss bridge over the Llano River in Junction, Texas, is classified as a historic structure. The bridge is approximately 1,423 ft long and has a railing that attaches directly to the steel truss members and does not meet the current AASHTO Test Level 2 (TL-2) strength requirements. Many supporting truss members were not adequate to resist TL-2 crash force. The purpose of this research was to design a crashworthy retrofit bridge rail that met the current AASHTO TL-2 strength requirements without overstressing the supporting truss members. The new design maintains the historic appearance of the structure. This paper presents details of the new bridge rail design and an analytical procedure for determining the magnitude of force transmitted to the supporting truss members. Crushable-pipe blockouts located between the new retrofit rail design and the truss members were developed as part of this research and were used to minimize the crash force transmitted to the steel truss members. The new bridge rail design was successfully crash tested in accordance with the TL-2 requirements of NCHRP Report 350. A bridge rail expansion splice was developed for the new bridge rail design and was successfully crash tested in accordance with the Test Level 3 requirements of NCHRP Report 350. This paper presents the results of this research, details of the expansion splice, the new bridge rail design, the design procedure, and the results of the crash testing.
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Deng, Nian Chun, Xian Hui Liu, Nian Lai Zhang, and Liu Yi Wu. "Application of the Track-Cable Erecting System for Steel Truss Girder in Aizhai Suspension Bridge." Applied Mechanics and Materials 204-208 (October 2012): 2056–60. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2056.
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Aizhai Bridge is a stiffening steel truss girder suspension bridge and the main bridge consists of three spans of 242m+1176m+116m. It flies over Dehang Canyon, which is cliffy and steep, the depth between the designed elevation and the ground is 355 meters. In order to overcome the problems happened during the transportation, a new construction plan for the erection of steel truss girder is developed, combining the lifting technology with the cable-tracking transportation. Simply speaking, main cables and hangers are used as bearing structure, the track cables hanged on the hangers are used as transportation track. The transport vehicles system run along the tracking cables to deliver the steel truss girder, and the deck unit erecting system do the lifting job. In this paper, the scale model experiment and full scale model test of the track-cable transferring system are introduced, the design and test of erection gantry for deck unit are described. Finally, the engineering application of the track-cable erecting system is described. The results of experiment and engineering application show that the transportation and erection work of steel truss girder can quickly be completed by using the new construction plan. It is safe and economic solution, and has very broad prospect and practical value for the construction of suspension bridge and arch bridge.
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Gasim M. Hussein, Ahmed, and Khalil Fawzi Ajabani. "Light Live load Bridges over the River Nile in Sudan." FES Journal of Engineering Sciences 9, no. 1 (February 22, 2021): 65–71. http://dx.doi.org/10.52981/fjes.v9i1.660.
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Bridge structures are vital for majority of Sudanese due to the fact that they live besides rivers, valleys and inside islands. Bridge construction is faced by the fact that it is extremely expensive. Cost of such structures is affected by live load which accordingly dictates the required dead Loads from both superstructure and substructure. In this analytical study a light live bridge load is derived making use of AASHTO principles. This practical live load is derived from data collected from sedan cars, bicycles, motorcycles, motorcycles rickshaws, auto rickshaws and pedestrian. The derivation yielded a design light live load composed of design lane load and design vehicle; to be applied simultaneously to this type of light bridges. The live loads are to be controlled at the bridge entrance. The derived loads are applied to different superstructures' systems, namely steel truss and composite steel plate girder. A single pier over two piles substructure system is chosen for such light loads. A case study bridge is designed over the River Nile. The results obtained showed tremendous savings in material and cost. Relative to normal highway bridges over the Nile, the steel truss bridge option reduces the cost by almost 60%.
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Kang, Jun Tao, Nan Wang, Chao Zhi Liu, Chang Wu Chen, and Ling Li. "Study on Disease Analysis and Reinforcement Technology of Truss Arch Bridge." Advanced Materials Research 243-249 (May 2011): 1972–77. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1972.
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Based on investigation and analysis of the diseases of Sujia river truss arch bridge, putting forward corresponding the reinforcing measures in accordance with the cause of disease. The results indicate that it is feasible to resume the bridge carrying capacity with pasting CFRP, pasting steel plate replacing bridge deck. It can be a reference to the other similar bridges.
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He, Zhong Shan, and Jia Liu. "Crack Research for Welded Joint of Steel Truss Bridge." Advanced Materials Research 194-196 (February 2011): 104–8. http://dx.doi.org/10.4028/www.scientific.net/amr.194-196.104.
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Steel trusses are often used in the railway bridges.It is known that fatigue cracks may occour in the welded joints under the long-term dynamic loading. If the cracks are not detected and repaired in time, which may endanger the safety of bridges. This paper presents a solid element modeling method by the commercial finite element software package ANSYS, which can be used to model three dimensional cracked joint of bridge structures. Based on this method, the stress intensity factors are calculated. The results show that the modeling method is efficient and has a high precision for the stress intensity factor, which can be used to predict the fatigue life of the bridge.
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Yılmaz, Mehmet Fatih, Barlas Özden Çağlayan, and Kadir Özakgül. "Seismic assessment of a curved multi-span simply supported truss steel railway bridge." Challenge Journal of Structural Mechanics 4, no. 1 (March 3, 2018): 13. http://dx.doi.org/10.20528/cjsmec.2018.01.003.
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Fragility curve is an effective method to determine the seismic performance of a structural and nonstructural member. Fragility curves are derived for Highway Bridges for many studies. In Turkish railway lines, there are lots of historic bridges, and it is obvious that in order to sustain the safety of the railway lines, earthquake performance of these bridges needs to be determined. In this study, a multi-span steel truss railway bridge with a span length of 25.7m is considered. Main steel truss girders are supported on the abutments and 6 masonry piers. Also, the bridge has a 300m curve radius. Sap 2000 finite element software is used to model the 3D nonlinear modeling of the bridge. Finite element model is updating according to field test recordings. 60 real earthquake data selected from three different soil conditions are considered to determine the seismic performance of the bridge. Nonlinear time history analysis is conducted, and maximum displacements are recorded. Probabilistic seismic demand model (PSDMs) is used to determine the relationship between the Engineering Demand Parameter (EDP) and Intensity Measure (IMs). Fragility curve of the bridge is derived by considering the serviceability limit state, and results are discussed in detail.
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Zhang, Yu Chao, Xu Sheng Wan, and Long Zhang. "The Reinforcement Research on Assemble Steel Truss Bridge." Advanced Materials Research 779-780 (September 2013): 226–30. http://dx.doi.org/10.4028/www.scientific.net/amr.779-780.226.
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The article uses a original prefabricated steel bridge as example,briefly introduces the truss element calculation theory. Selecting different reinforcement, modeling of the reinforcement with the Midas / Civil program, emphatically analyze the stress and deflection of the full-bridge under each reinforcement, then comparison the results with the allowable value ,finally select a best reinforcement program,provides reinforcement and repair practical reference for fabricated steel truss bridge.
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Zeng, Yong, Yutong Zeng, Hao Yu, Yujie Tan, Hongmei Tan, and Huijun Zheng. "Dynamic Characteristics of a Double-Pylon Cable-Stayed Bridge with Steel Truss Girder and Single-Cable Plane." Advances in Civil Engineering 2021 (December 16, 2021): 1–15. http://dx.doi.org/10.1155/2021/9565730.
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The dynamic characteristics are closely linked to the seismic stability and wind-resistant of the bridge. But different bridge types have different dynamic characteristics. In order to study the dynamic characteristics of a double-pylon cable-stayed bridge with a single-cable plane and steel truss girder whose main span is the longest in the world, the dynamic load test was done, and the finite element and the subspace iteration methods were used to analyze the vibration mode of the bridge. The influence of different structural parameters on the dynamic characteristics of the bridge was analyzed. The changed structural parameters are cable layout, stiffness of steel truss girder, stiffness of stayed cables, stiffness of pylons, the concentration of dead load, number and location of auxiliary piers, and structural system. The results show that the bending and torsion resistance of the double-pylon cable-stayed bridge with a single-cable plane and steel truss girder is weak. The torsional stiffness of the cable-stayed bridge with a double-cable plane is stronger than that of the cable-stayed bridge with a single-cable plane. The seismic stability and wind-resistant of the bridge can be improved by using light dead load, improving the stiffness of pylon and girder, and adding auxiliary piers scientifically. However, the change of cable stiffness has a complex influence on the dynamic characteristics of the bridge. The conclusion can offer references for the construction, maintenance, and design of the same type of bridges.
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Qiu, Hong Sheng, Shu Shi, and Xiao Min Huang. "The Study on Mechanical Performance of New Composite Steel-Truss Travelling Bridge Structure." Advanced Materials Research 374-377 (October 2011): 2221–25. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2221.
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As for structural beam of travelling bridge under reciprocate loads, at the bearing there will be a large change in stress of structure, while at the ends and midspan, the change of stress of structure will be simple. In this paper, based on the bearing features of travelling bridge structure, as well as features of steel-truss beam and steel box beam, a new composite structure, which is named as steel truss-steel truss box beam, is put forward. This new structure adopts steel box beam with truss inside at the bearings, and adopts steel truss beam at the midspan. Based on a certain engineering project, combined with ANSYS, according to a serious of sizes and structure styles, work of modeling, analysing and optimizing has been done in this paper. As calculating results showed, steel truss-steel truss box beam not only has higher bearing capacity, structural bearing capacity and a better wholeness, but also has a lower steel usage, which can provide references for similar composite structures' research in future.
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Luo, Xu, Xin Sha Fu, Li Xiong Gu, and Lu Rong Cai. "Analysis of Effect of Fetching Girder from Trestle of Long-Span Steel Truss Bridge under Cantilever Erection." Applied Mechanics and Materials 587-589 (July 2014): 1522–26. http://dx.doi.org/10.4028/www.scientific.net/amm.587-589.1522.
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A large span steel truss bridge, it assembles "high, big, difficult, new, deep, steep, dangerous, heavy", etc., "eight" features in a body. In order to reduce the number of transportation ships and make the erection convenient, this paper studies a set of revolving beam erection scheme to improve the utilization efficiency of trestle. Through calculation, it is found that fetching girder directly from trestle is feasible. cantilever erection of the girder , The main truss linearis of the steel truss girder upstream and downstream has slightly deviation with the operating angle change of the cantilever crane and it need to stop lifting when monitoring and measuring, and the mast should be placed along the bridge direction.
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Zeng, Yong, Xueqin Li, and Yutong Zeng. "Investigation on Seismic Response of Long-Span Special Steel Truss Cable-Stayed Bridge." Advances in Civil Engineering 2022 (October 8, 2022): 1–17. http://dx.doi.org/10.1155/2022/2262289.
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Due to the small self-weight of the steel truss cable-stayed bridge with a single tower and a single cable plane, the torsional stiffness and wind stability of the structure are reduced. The arrangement of the deck type makes the mechanical properties of the cable-stayed bridge more complicated while reducing the cost and increasing the aesthetics. The effects of structural parameter variations and traveling wave effects on the seismic response of this steel truss cable-stayed bridge with a single tower and a single cable plane were investigated by the nonlinear time-history analysis method and nonuniform seismic analysis method. The results show that the displacement of the floating system under seismic action is larger than the other three systems, but its internal force is significantly smaller than the other three systems. The spectral characteristics and the duration of ground shaking have a greater influence on the maximum bending moment values corresponding to the height of the cable tower and the maximum axial force values of the main girder bars corresponding to the length of the bridge under earthquake action. The effect of steel truss girder stiffness parameter variations on structural internal forces of bridges and the effect of traveling wave effects on structural displacements of bridges in specific apparent wave velocity intervals do not exist universally.
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Wei, Qun, Hua Jiang, and Sheng Ji Li. "A Study on the 3D Fine Model of a Large-Scale and Complicated Steel Truss Bridge." Applied Mechanics and Materials 99-100 (September 2011): 383–87. http://dx.doi.org/10.4028/www.scientific.net/amm.99-100.383.
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The design and construction of the stiffening steel truss bridges is a complex and large-scale professional program. The abstract of the plans and the weaknesses of the view angles to the design sketch will also become limitations to the owners and the decision makers. Based on the project of River Baling Bridge of large stiffening steel truss girders, this study creates a three-dimensional fine model for it via CAD, pre-assembles each parts of the bridge, and checks sections and dockings one to one correspondingly. Data conversion of this model directly generates virtual visualized model. This visualized fine model of River Baling Bridge provides decision makers with a visual analysis platform, which also offers technical guarantee and support for sensible decision makings.
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Zhang, Yong Tao, Song Du, Xin Peng You, and Cheng Ming Peng. "Construction of Qiansimen Birdge - Partial Cable-Stayed Bridge with Steel Truss Girder." Applied Mechanics and Materials 405-408 (September 2013): 3113–18. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.3113.
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Qiansimen Bridge is a partial cable-stayed bridge with steel truss girder under building in Chongqing city, China, which will carry 4 vehicle lanes and 2 urban rails. Several general erection schemes of the steel truss are proposed and compared. Based on this, the erection scheme of steel truss at the non-cable area near the tower, the side span area and of the standard segment are discussed, which could be referred by for similar engineering.
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Et. al., A. Sharma,. "Analysis Of Steel-Rcc Composite Deck Bridge." Turkish Journal of Computer and Mathematics Education (TURCOMAT) 12, no. 4 (April 11, 2021): 212–20. http://dx.doi.org/10.17762/turcomat.v12i4.497.
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: In the literature, provisions for analysis and design of steel-RCC composite deck type truss and cable-stayed bridges do not exist. A composite deck type truss bridge model is analyzed using STAAD Pro V8i software and a model with the same dimensions is tested in the laboratory. The experimental test results are used to validate the STAAD analysis results.
Bottom chord strain and mid-span deflection of the composite bridge model as found from the STAAD analysis and the laboratory experiment closely tally with each other. This validates the standard STAAD analysis results. However, in the top chord member, due to shrinkage cracks in the deck slab concrete, the experimentally recorded strain is higher by about 100% than the STAAD analysis result.
Shear force in studs is considerably large near supports and joints as compared to the midsection. Therefore, the design of shear studs may be carried out based on the shear forces in the studs found from the STAAD analysis.
Thus it is recommended that STAAD or any other standard finite element analysis software can be used for analysis and design of the composite bridges.
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Xu, Kai Ming. "Incremental Launching Construction Method for Steel Truss Suspension Bridge." Advanced Materials Research 204-210 (February 2011): 842–45. http://dx.doi.org/10.4028/www.scientific.net/amr.204-210.842.
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For steel truss suspension bridges, traditional construction methods always have their disadvantages. This paper firstly points out the limitations of the traditional construction methods (such as the erection gantry method and the deck crane method). As the solutions, incremental launching method is proposed. Then, as an example based on a certain suspension bridge in Western China, non-linear analysis is carried out in order to illuminate how to decide the important parameters in practical application. Some further problems are discussed at the end.
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Yarnold, Matthew, Stephen Salaman, and Eric James. "Deconstruction Monitoring of a Steel Truss Bridge." Transportation Research Record: Journal of the Transportation Research Board 2642, no. 1 (January 2017): 139–46. http://dx.doi.org/10.3141/2642-15.
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Kääriäinen, Juha, and Pekka Pulkkinen. "Rehabilitation of Tornionjoki Steel Truss Bridge, Finland." Structural Engineering International 12, no. 4 (November 2002): 273–75. http://dx.doi.org/10.2749/101686602777965207.
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Sun, Zhi Jie. "Study on Dynamic Characteristic of 64m Railway Steel Truss Bridge on the Different Speed of Train Loads." Applied Mechanics and Materials 204-208 (October 2012): 2135–38. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2135.
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Through theoretical calculation, systemic analysis of dynamic performance of the 64m single and double line railway steel truss bridges on the different speed of train loads. Contrast and analysis the main dynamic performance parameters of bridges on the differend speed. In 64m steel truss bridges in Heavy-Haul Coal Line application practice proves that the deflection of the bridge to the speed is insensitive. The vertical acceleration and horizontal acceleration is sensitive to speed. The speed 80km/h is the speed which lead to the maximum vertical acceleration of the single line and double line in light-load condition.
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Li, Huile, and Gang Wu. "Fatigue Evaluation of Steel Bridge Details Integrating Multi-Scale Dynamic Analysis of Coupled Train-Track-Bridge System and Fracture Mechanics." Applied Sciences 10, no. 9 (May 7, 2020): 3261. http://dx.doi.org/10.3390/app10093261.
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Increased running speed and axle weight in the transportation network lead to significant dynamic interactions between the vehicles and bridges. It is essential to capture these interactions in fatigue analysis of steel bridges. This paper presents a framework for fatigue evaluation of critical steel bridge details through multi-scale dynamic analysis of the train-track-bridge system and linear elastic fracture mechanics. The multi-scale coupled dynamic analysis allows accurate and efficient computation of fatigue stresses produced by the moving trains in structural details based on a vehicle-bridge analysis model composed of a 3D vehicle model, multi-scale bridge finite element model including the track system, and a wheel–rail interaction model. Field data from an existing steel-truss railway bridge are used to validate the multi-scale analysis method. Enhanced fatigue evaluation of the bridge detail is performed using the computed fatigue load effects and linear elastic fracture mechanics. The effects of the track irregularity and operating train speed on fatigue crack propagation life are investigated. The presented framework is general and can be applied to other types of steel bridges such as the steel-box girder bridge with orthotropic decks.
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Sosorburam, Purevdorj, and Eiki Yamaguchi. "Seismic Retrofit of Steel Truss Bridge Using Buckling Restrained Damper." Applied Sciences 9, no. 14 (July 11, 2019): 2791. http://dx.doi.org/10.3390/app9142791.
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Buckling Restrained Bracings (BRBs) are widely used to improve the seismic behavior of buildings. They are employed for bridges as well, but their application in this respect is limited. BRBs can also be used as a function of the individual damper rather than the structural component or the bracing, in which case the device may be called a Buckling Restrained Damper (BRD). Yet, such application has not been explored much. There are quite a few bridges designed according to the old design codes in Japan. Their seismic resistance may not be satisfactory for the current seismic design codes. Against this background, the behavior of a steel truss bridge under a large seismic load was investigated by nonlinear dynamic finite element analysis. Some members were indeed found to be damaged in the earthquake. Retrofitting is needed. To this end, the application of BRD was tried in the present study: a parametric study on the seismic behavior of the truss bridge with BRD was conducted by changing the length, the cross-sectional area, the location and the inclination of BRD. The effectiveness of BRD was then discussed based on the numerical results thus obtained. In all the analyses, ABAQUS was used.
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Xue, Dong Yan, Yu Qing Liu, Qian Wang, and Biao Ma. "Model Test on Joint Segment of Steel Truss and Composite Truss." Advanced Materials Research 163-167 (December 2010): 2027–32. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2027.
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The main span is the steel truss and the side spans are the composite truss in Minpu Bridge. A 1:2.5 model is made to study the mechanical behavior of the joint segment of steel truss and composite truss. Both a model test and a numerical finite element analysis(FEA) method have been conducted. The results show that the joint segment remains in a linear elastic state under the condition. The maximum stress in the structure is less than the material allowable strength. The FEA results are in very good agreement with those of model test. This study shows that the force transformation of the joint segment is reliable and the composition details are rational. It is also expected that the results presented in this paper would be useful as references for the further research and the design of composite truss bridge and joint segment.
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Pipinato, Alessio. "Extending the Fatigue Life of Steel Truss Bridges with Tuned Mass Damper Systems." Advances in Civil Engineering 2019 (April 14, 2019): 1–16. http://dx.doi.org/10.1155/2019/5409013.
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The increasing traffic demand is continuously growing worldwide. Therefore, the life of a large stock of bridges that still exist throughout the world must be extended, ensuring at the same time that safety is not compromised for economic reason. This paper introduces the possibility to control the fatigue life of existing bridges by using a vibration control system. Based on a dynamic optimization analysis, the stresses from traffic on the bridge are obtained. Subsequently, a plate finite element (FE) model of the whole bridge is developed. The equation of motion is presented for a case study bridge, equipped with different tuned mass damper system, and the combination of external loads and train/track interaction with or without the TMD system is developed through own-developed routines and FEM software. The procedure is showcased for a case study bridge. After gaining the stress states at the critical hotspot, the fatigue crack life is evaluated by using the linear cumulative damage theory. The different TMD solution presented is demonstrated to be able to diminish the stress level in critical hotspots, improving the overall fatigue life of the bridge over an established lifetime.
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Wang, Zheng Jun, Lei Gao, Xiao Hui He, and Hong Bing Liu. "A Simple Calculation Method of Assembled Type Steel Truss Bridge's Deflection." Applied Mechanics and Materials 340 (July 2013): 31–36. http://dx.doi.org/10.4028/www.scientific.net/amm.340.31.
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In this paper, it is proposed that the simplified calculating method of equivalent beam of assembled type steel truss bridge's deflection. The use of finite element analysis software, the common span bridge's deflection is calculated. It is provided that the maximum deflection of assembled type steel truss bridge is approximately proportional to the span's cube through numerical analysis, and it has a linear relationship with the maximum deflection of equivalent beam. The space equivalent coefficient is introduced; the space problem is converted into a plane problem. The relational expression between assembled type steel truss bridge and equivalent beam has a fitting while to be strengthened or not strengthened. Therefore, it is provided a simple and feasible method for similar assembled type steel truss bridge's deflection calculation.
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Youliang, Ding, and Wang Gaoxin. "Evaluation of Dynamic Load Factors for a High-Speed Railway Truss Arch Bridge." Shock and Vibration 2016 (2016): 1–15. http://dx.doi.org/10.1155/2016/5310769.
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Studies on dynamic impact of high-speed trains on long-span bridges are important for the design and evaluation of high-speed railway bridges. The use of the dynamic load factor (DLF) to account for the impact effect has been widely accepted in bridge engineering. Although the field monitoring studies are the most dependable way to study the actual DLF of the bridge, according to previous studies there are few field monitoring data on high-speed railway truss arch bridges. This paper presents an evaluation of DLF based on field monitoring and finite element simulation of Nanjing DaShengGuan Bridge, which is a high-speed railway truss arch bridge with the longest span throughout the world. The DLFs in different members of steel truss arch are measured using monitoring data and simulated using finite element model, respectively. The effects of lane position, number of train carriages, and speed of trains on DLF are further investigated. By using the accumulative probability function of the Generalized Extreme Value Distribution, the probability distribution model of DLF is proposed, based on which the standard value of DLF within 50-year return period is evaluated and compared with different bridge design codes.
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Luo, Xu, and Lu Rong Cai. "Reasonable Elevation Calculation of Temporary Pier of Long-Span Steel Trussed Arch Bridges with Semi-Cantilever." Applied Mechanics and Materials 501-504 (January 2014): 1318–22. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.1318.
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When the scaffold construction method is applied on long-span steel trussed arch bridges, reasonable setting of the temporary pier elevation has significant influence on assembly linearis and safety assembly of long-span steel trussed arch bridges with semi-cantilever. In this paper, in accordance with the manufacturing linearis steel trussed beam bridge and steel truss beam linearis changing during building process, the calculation of temporary pier elevation was studied systematically, and practical function was deduced. Then, the method was applied to a long-span steel trussed arch bridge. The obtained result by in-situ assembly and dismantling presents that: 50 mm preserved method is considered in this paper, which can provide convenience for removing the temporary pier. At the same time, the rationality and reliability of the presented approach are verified. It also can provide reference for similar bridge construction.
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Sala, Damian, P. Pawłowski, Przemysław Kołakowski, Andrzej Świercz, and Krzysztof Sekuła. "Monimost - Integrated SHM System for Railway Truss Bridges." Key Engineering Materials 518 (July 2012): 211–16. http://dx.doi.org/10.4028/www.scientific.net/kem.518.211.
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A railway bridge has been the object of investigation since mid 2007 as a response to increasing interest in structural health monitoring (SHM) from Polish Railways. It is a typical 40 m long, steel truss structure spanning a channel in Nieporet near Warsaw. There is over 1500 similar bridges in the railway network in Poland. The integrated system consists of two components weigh in motion (WIM) part for identification of train load and SHM part for assessing the state of the bridge. Two aspects of wireless transmission are considered short range (in the vicinity of the bridge, 2.4GHz) and far range (from the bridge to the data analysis center, GSM). The system is designed to be energetically self-sufficient, batteries are recharged by solar panels. Both the subsystems use piezoelectric strain sensors. Numerical model of the bridge corresponds well to the experimental data and provides a good starting point for considering different scenarios of simulated damage in the structure.
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Burroughs, Dan, James Lockwood, and Kenneth Price. "Innovative Prestressed Steel Composite Short-to Medium-Span Bridges." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (January 1997): 21–33. http://dx.doi.org/10.3141/1594-02.
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Methods for combining both prestressing, high-performance steel and composite concrete decks to improve bridge performance, construe-tibility, aesthetics, and economy are reviewed. The designs are part of a study sponsored by the American Iron and Steel Institute. Five bridge concepts have been developed to the preliminary design phase, including plan details and cost comparisons. Single- and two-span bridges with span lengths of between 24.4 and 54.9 m (80 and 180 ft) have been studied. The alternates developed use prestressing both longitudinally in the main structural components and transversely in the deck. Alternates include a modular space truss, a twin warren truss, a composite steel box, and steel girders. All alternates have either a cast-in-place or a precast concrete deck. Advantages include improved durability and reduced maintenance with the use of prestressing in the deck, which eliminates deck cracking. The use of corrosion-resistant steel eliminates painting requirements. Elimination of deck joints and use of integral piers and abutments also improve durability. Economy can be improved with the combined efficient use of steel, prestressing, and concrete; with the use of jointless bridges and integral abutments and piers; and by increasing shipping lengths, reducing the number of splices, and optimizing construction methods, which are integrated into the design. Construction issues are reviewed to reduce fabrication costs and to simplify bridge erection.
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Svendsen, Bjørn T., Gunnstein T. Frøseth, and Anders Rönnquist. "Damage Detection Applied to a Full-Scale Steel Bridge Using Temporal Moments." Shock and Vibration 2020 (February 27, 2020): 1–16. http://dx.doi.org/10.1155/2020/3083752.
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The most common damages in existing highway and railway steel bridges are related to fatigue and are, as reported in the literature, found in the structural system of the bridge deck. This paper proposes a methodology for detecting damaged joint connections in existing steel bridges to improve the quality of bridge inspections. The methodology combines the use of temporal moments from response measurements with an appropriate instrumentation setup. Damaged joint connections are identified by comparing statistical parameters based on temporal moments to a baseline, where the baseline data are established from statistical parameters evaluated for all considered joint connections. Localization of damaged joint connections is performed by utilizing the instrumentation setup. The feasibility of the proposed methodology is demonstrated through an experimental study on a full-scale steel riveted truss bridge with two known damages below the bridge deck, where both damages are identified and localized. The proposed methodology can improve the identification of critical structural damage during bridge inspections and is applicable to open-deck steel bridges.