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Journal articles on the topic 'Truss bridges'
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1
Liu, Bo, Xu Meng, Ji Li, and Zhi Tu. "Defect Inspection Technology for Steel Truss Suspension Bridges." Journal of World Architecture 8, no. 2 (May 21, 2024): 12–16. http://dx.doi.org/10.26689/jwa.v8i2.6947.
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Steel truss suspension bridges are prone to developing defects after prolonged use. These defects may include corrosion of the main cable or the steel truss. To ensure the normal and safe functioning of the suspension bridge, it is necessary to inspect for defects promptly, understand the cause of the defect, and locate it through the use of inspection technology. By promptly addressing defects, the suspension bridge's safety can be ensured. The author has analyzed the common defects and causes of steel truss suspension bridges and proposed specific inspection technologies. This research is intended to aid in the timely discovery of steel truss suspension bridge defects.
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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.
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Tanvi Dilip Dongare, Prof. Jaydeep Chougale, and Dr. Ajay Radke. "Review of the Analysis and Design of Foot Over Bridge by Using Steel Truss and Girder for Seismic and Wind Conditions with Identifications of Software Applications." International Research Journal on Advanced Engineering Hub (IRJAEH) 2, no. 03 (March 20, 2024): 491–99. http://dx.doi.org/10.47392/irjaeh.2024.0071.
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A bridge is a structure that crosses a river, a valley, or a railway to connect one location to another. There are numerous kinds of bridges, including cantilever, cable-stayed, suspension, girder, deck slab, arch, and truss bridges. In any design, starting with a preliminary and detailed survey regarding bridge data, the loads that are primarily taken into account are dead load, live load, wind load, and seismic load. The methodologies that are accepted in software are modelling, material and section properties defined in software, assigning the material properties and section, boundary conditions applied, applied loading, analysis, and design. The software displays displacement, shear force, and moments. Starting with the deck slab, the loading mechanism moves up to the girder or steel truss, pier, and footing. There are various truss types accessible for design, including the K type, Howe, Pratt, and Warren. The review concludes that, while there are numerous materials available for bridge design, using cold-formed steel will lower project costs and FRP material, which will increase stiffness while reducing weight and strain. This review article applies to any study on the design of foot-over bridges, steel truss bridges, girders, and steel-truss bridges, materials suitable for bridges and their properties with experimental studies, software and load knowledge with codes, and additional research on this subject. The conclusion is that the steel truss may be replaced with a girder bridge when the steel truss is made with a tubular section and a Warren-type truss with material changes.
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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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Liu, Jiaming. "Analysis on the Influencing Factors of Fatigue Damage in Truss Bridge." Highlights in Science, Engineering and Technology 75 (December 28, 2023): 312–17. http://dx.doi.org/10.54097/08cm4x92.
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Truss bridges are susceptible to fatigue damage due to long-term exposure to external factors. This article mainly analyzes the influencing factors of fatigue damage in truss bridges, including load factors and joint factors. The analysis results indicate that load factors have a significant impact on the fatigue damage of truss bridges. Vehicle loads can cause deformation and stress concentration in bridge structures, leading to the generation of shear stress, which in turn triggers the expansion of stress concentration areas and accumulation of fatigue damage in bridge materials. Additionally, improper vehicle operation, such as overloading, can increase the dynamic strain on the bridge deck, causing deformation and fatigue damage to the main girders. As for joint factors, joints are one of the critical areas for fatigue damage in truss bridges. Stress concentration and deformation at joints increase the risk of fatigue crack formation and propagation. In this way, the life and safety of the bridge can be assessed, and appropriate maintenance and repair measures can be taken to improve the fatigue resistance of the bridge and ensure its safe operation.
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Yu, Tong-Hua. "Concrete trussed arch bridges in China." Canadian Journal of Civil Engineering 14, no. 6 (December 1, 1987): 820–27. http://dx.doi.org/10.1139/l87-120.
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In this paper, the following points are presented: the valuable advantages of the concrete trussed arch bridge; the design consideration and simplified analysis of the bridge; the level of secondary stresses induced in the ends of truss members; the application of prestress to tensile members and bending sections of trusses; and different ways of construction of the bridge.A five-span prestressed concrete trussed arch bridge named the Zhushanlu Road Bridge at Jingdezhen City, Jiangxi Province, is described as an example of medium span bridges of the type popularly adopted in Chinese highway system and the municipal construction since the late sixties. Key words: prestressed concrete, hinged truss, thrust, secondary stress, anchorage, pretensioning, precast.
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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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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.
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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.
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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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Fitriani, Heni, M. Ade Surya Pratama, Yakni Idris, and Gunawan Tanzil. "Determination of prioritization for maintenance of the upper structure of truss bridge." MATEC Web of Conferences 276 (2019): 01036. http://dx.doi.org/10.1051/matecconf/201927601036.
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Bridge maintenance is one of the major issues of infrastructure problems. Deterioration of a bridge’s structure will continuously increase without proper maintenance. This condition will adversely affect the service life of a bridge. Moreover, the damage will also have a direct impact on structural and functional failure of the bridge. This paper aims at identifying the damages of truss bridges and determining the most significant criteria and sub-criteria used in prioritizing bridge maintenance. Analytical Hierarchy Process (AHP) was used to assess the most important criteria that give significant weight to bridge maintenance analysis. The objects of research were nine truss bridges with a wide range of types and levels of damage. It was found that there were approximately 900 m' of components damaged at the railing of Baruga Bridge and 227 m' truss damages due to poor quality of the galvanized paint. Furthermore, based on the analysis, the most significant criteria were the level of damage (27.6%), the technical aspects (25.7%), the finance (21%), the vehicle load (13.6%) and the resources (12%). The results of this research showed important findings in determining the priority scales for bridge repair and maintenance systems.
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Xie, Renchao, Ming Li, and Chihao Xu. "Study on the Technical Status of Old Concrete Truss-Arch Bridge Based on Vehicle-Bridge Interaction." Advances in Civil Engineering 2022 (October 19, 2022): 1–13. http://dx.doi.org/10.1155/2022/9946957.
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With the rapid development of the country’s economy, a large number of heavy vehicles are being used due to the expansion of transportation demand and increased transportation costs. For the old concrete truss-arch bridges built in the last century, the bridges may hardly meet the modern traffic volume. With respect to old bridges in poor condition, it takes more time and resources to evaluate the technical status by field load tests, and there are some safety risks. A finite element method based on vehicle-bridge coupled vibration theory was proposed for evaluating the technical status of concrete truss-arch bridges in this paper. An old concrete truss-arch bridge in the suburbs of Suzhou, China, was selected as the research object. The field static and dynamic load tests were conducted and the results are consistent with the results of the numerical simulation based on the method proposed in this study. It can be concluded that the proposed numerical method can be widely used to assess the technical state of the old concrete truss-arch bridges in poor condition.
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Sánchez‐Rodríguez, Ana, Santiago López, Nirvan Makoond, Manuel Buitrago, Belén Riveiro, and José M. Adam. "Preventing failure propagation in steel truss bridges." ce/papers 6, no. 3-4 (September 2023): 2206–13. http://dx.doi.org/10.1002/cepa.2377.
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AbstractMetal and steel truss bridges are essential for transportation networks worldwide but are vulnerable to collapse due to deterioration and increasing traffic loads, particularly for ageing structures. Several bridge collapses, such as the Seongsu bridge (South Korea, 1994), I‐35 bridge (USA, 2007), and Chauras bridge (India, 2012), have highlighted the need to develop accurate robustness assessment strategies and efficient mitigation of collapse risks. This paper summarizes results of experimental and computational studies for a steel riveted bridge with a truss‐type structure. The experimental component presented involves unique tests to be performed on a 21 m full‐scale bridge span subjected to the failure of different elements under laboratory conditions. The paper then presents a first approach to explore different damage and failure scenarios for steel truss bridges, which will assist in defining data collection strategies for optimised monitoring and developing data analysis methods for real‐time diagnosis of ageing bridges. With this, the paper contributes to avoiding progressive collapses and presents a framework, developed as part of an ongoing project, to identify vulnerable zones for prioritising monitoring systems that anticipate failure propagation and prevent collapse. The framework is based on a systematic analysis of past bridge failures and simulations of carefully designed generic cases.
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Xiong, Zhihua, Zhenhua Pan, Xulin Mou, and Xuyao Liu. "Live Load Structural Index study on Small and Medium Span Steel‐Concrete Composite Bridges." ce/papers 6, no. 3-4 (September 2023): 1071–79. http://dx.doi.org/10.1002/cepa.2753.
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AbstractSteel plate and truss composite bridges are evaluated by Live Load Structural Index (LLSI) aiming on the balance between structural integrity and cost. In the span range of 20‐60m, four‐girder steel plate scheme and five‐girder steel plate scheme's LLSI are obtained based on probabilistic theory. The stress ratio of service to design status decreases in a power exponential law with the ascendance of LLSI. In terms of the steel truss concrete bridge, an optimized algorithm has been applied to analyze the composite truss bridge's LLSI, which suggests 160‐200 m · KN‐1 as appropriate values for the engineering practice.
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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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Schumacher, Ann, Alain Nussbaumer, and Manfred A. Hirt. "Modern Tubular Truss Bridges." IABSE Symposium Report 86, no. 4 (January 1, 2002): 1–8. http://dx.doi.org/10.2749/222137802796337332.
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Zhang, Xuesong, Ningyi Liang, Xiaohong Lu, Anbang Gu, and Jidong Shan. "Optimization Method for Solving the Reasonable Arch Axis of Long-Span CFST Arch Bridges." Advances in Civil Engineering 2019 (August 21, 2019): 1–13. http://dx.doi.org/10.1155/2019/7235656.
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With the continuous construction of 500 m concrete-filled steel-tube (CFST) arch bridges such as the Bosideng Yangtze River Bridge and the Hejiang Changjiang Highway Bridge, the deviation between the dead pressure line and the arch axis produced by extant arch axis optimization methods increases. Therefore, an arch axis optimization method for long-span CFST arch bridges with a truss section must be designed. Following the optimization of the truss arch axis, this study develops the minimum section eccentricity method that aims to optimize the arch axis of long-span CFST arch bridges. To minimize the main tube eccentricity of the truss arch, the bending moment of the main tubes is reduced by applying the main tube eccentricity method iteratively in a finite element model. Afterward, a smooth and reasonable arch axis is fitted by applying a cubic spline interpolation function in MATLAB. The entire optimization procedure is performed using the Bosideng Yangtze River Bridge as an example. Compared with that of optimal arch axis line types (e.g., parabola and catenary) and other traditional arch axes, the bending moment of main tubes optimized by the proposed method is substantially lower and more uniformly distributed along the arch axis span. The mechanical properties of the finished bridge, including its strength, stiffness, and stability, are all improved, thereby verifying the feasibility of using the proposed method to optimize the arch axis of CFST arch bridges with a truss section.
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Azim, Md Riasat, and Mustafa Gül. "Development of a Novel Damage Detection Framework for Truss Railway Bridges Using Operational Acceleration and Strain Response." Vibration 4, no. 2 (May 14, 2021): 422–43. http://dx.doi.org/10.3390/vibration4020028.
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Railway bridges are an integral part of any railway communication network. As more and more railway bridges are showing signs of deterioration due to various natural and artificial causes, it is becoming increasingly imperative to develop effective health monitoring strategies specifically tailored to railway bridges. This paper presents a new damage detection framework for element level damage identification, for railway truss bridges, that combines the analysis of acceleration and strain responses. For this research, operational acceleration and strain time-history responses are obtained in response to the passage of trains. The acceleration response is analyzed through a sensor-clustering-based time-series analysis method and damage features are investigated in terms of structural nodes from the truss bridge. The strain data is analyzed through principal component analysis and provides information on damage from instrumented truss elements. A new damage index is developed by formulating a strategy to combine the damage features obtained individually from both acceleration and strain analysis. The proposed method is validated through a numerical study by utilizing a finite element model of a railway truss bridge. It is shown that while both methods individually can provide information on damage location, and severity, the new framework helps to provide substantially improved damage localization and can overcome the limitations of individual analysis.
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Yang, Shi Ruo. "Vibration Analysis of the Continuous Truss Girder Bridge by the Finite Truss Elements." Advanced Materials Research 268-270 (July 2011): 557–60. http://dx.doi.org/10.4028/www.scientific.net/amr.268-270.557.
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The train and the continuous truss girder bridge are coupled together as one composite system. Truss girder bridge is idealized as an assemblage of finite truss element. 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 the train and bridge are calculated when the the passenger trains pass through a continuous truss girder bridge at speeds of 90km/h and 120km/h The results show that the passenger train can pass it safely and comfortably
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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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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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López, Santiago, Nirvan Makoond, Ana Sánchez‐Rodríguez, José M. Adam, and Belén Riveiro. "Initiation and propagation of failures in steel truss bridges." ce/papers 6, no. 5 (September 2023): 377–80. http://dx.doi.org/10.1002/cepa.2062.
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AbstractBridge collapses are catastrophic events with countless consequences. However, bridge engineering has progressed thanks to the knowledge acquired analyzing collapsed structures. In this direction, modern forensic techniques allow detecting weaknesses and vulnerable zones in the structural systems. It has been demonstrated that the data related to bridge failures has been fundamental for engineers to propose and update theories, concepts, and designs in bridge engineering. This paper presents a methodology to analyze the initial damage and its propagation on steel truss bridges. The first part of the paper presents a comprehensive review of state‐of‐the‐art and scientific challenges. The methodology is described in detail in the second part of the paper; it comprises two main tasks that are further divided into several activities. This methodology was developed as part of the “Pont3” project and has proven to be of great value in gaining a better understanding of how progressive collapse occurs in steel truss bridges. By using this methodology, it is possible to detect initial damage and evaluate the structural behavior of steel truss bridges, which will ultimately lead to safer and more reliable structures.
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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.
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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.
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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.
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Răcănel, Ionuţ-Radu. "Theoretical Study Regarding the General Stability of Upper Chords of Truss Bridges as Beams on Continuous or Discrete Elastic Supports." Infrastructures 9, no. 3 (March 10, 2024): 56. http://dx.doi.org/10.3390/infrastructures9030056.
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New or in-service truss bridges, with or without upper bracing systems, may display instability phenomena such as general lateral torsional buckling of the upper chord. The buckling of structural elements, particularly in the case of steel bridges, can be associated with the risk of collapse or temporary/permanent withdrawal from service. Such incidents have occurred in the case of several bridges in different countries: the collapse of the Dee bridge with truss girders in 1847 in Cheshire, England; the collapse of the semi-parabolic truss girder bridge near Ljubičevo over the Morava River in Serbia in 1892; the collapse of the Dysart bridge in Cambria County, Pennsylvania in 2007; the collapse of the Chauras bridge in Uttarakhand, India in 2012; and the collapse of a bridge in Nova Scotia, Canada (2020), and such examples may continue. Buckling poses a significant danger as it often occurs at lower load values compared to those considered during the design phase. Additionally, this phenomenon can manifest suddenly, without prior warning, rendering intervention for its prevention impossible or futile. In contemporary times, most research and design calculation software offer the capability to establish preliminary values for buckling loads, even for highly intricate structures. This is typically achieved through linear eigenvalue buckling analyses, often followed by significantly more complex large displacement nonlinear analyses. However, interpreting the results for complex bridge structures can be challenging, and their accuracy is difficult to ascertain. Consequently, this paper aims to introduce an original method for a more straightforward estimation of the buckling load of the upper chord in steel truss bridges. This method utilizes the theory of beams on discrete elastic supports. The buckling load of the upper chord was determined using both the finite element method and the proposed methodology, yielding highly consistent results.
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Reymarvelos M. Oros, Jonrick G. Escol, Ritz Crizelle M. Mabilen, Cyril Grace U. Rapista, Nin Christian G. Hufana, and Irish S. Tambis. "Progressive collapse and soil stress analyses of Manupali steel truss bridge in Lantapan, Bukidnon under hydraulic and traffic threats." World Journal of Advanced Research and Reviews 18, no. 1 (April 30, 2023): 738–57. http://dx.doi.org/10.30574/wjarr.2023.18.1.0634.
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Bridges designed to comply with current design codes may not provide enough strength to arrest a possible local failure following an abnormal event, thus leading to a progressive collapse. One may employ different approaches that vary according to linearity and dynamicity to analyze the potential of a structure to progressive collapse. Together with a prior risk assessment, this study analyzed the susceptibility of the Manupali steel truss bridge to progressive collapse using an adapted nonlinear static approach and assessed the bridge’s pile foundation capacity concerning changes in the imposed stresses caused by the dynamic effects of progressive collapse. Using P-Delta analysis in STAAD.Pro CONNECT Edition V22, this study determined that under its self-weight, the Manupali steel truss bridge is susceptible to progressive collapse, i.e., it is fracture critical. Nonetheless, being such does not mean the bridge is inherently unsafe, only that it lacks redundancy in the design. Furthermore, this study found that a collapse does not significantly detrimentally affect the foundation system except when the dynamic effect is so tremendous. With the results, this study recommends that the design of bridges should consider abnormal load cases to mitigate progressive collapse.
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Li, Yiqiang, Xianlong Luo, and Yeming Li. "Experimental Analysis of Static and Dynamic Performance for Continuous Warren Truss Steel Railway Bridge in Heavy Haul Railway." Modelling and Simulation in Engineering 2024 (February 9, 2024): 1–15. http://dx.doi.org/10.1155/2024/3767759.
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Continuous Warren truss steel railway bridges are one of the main forms of railway bridges. Due to the deterioration of materials and the long-term effect of loads, the bridges will inevitably experience performance degradation, which may lead to the failure of the bridge structure to continue to operate. In order to study the mechanical properties of steel structure bridges after material deterioration and long-term loads, a continuous Warren truss steel railway bridge that has been in operation for nearly 30 years (built in 1996) is used as the research object, and a combination of field tests and finite element (FE) simulations are used to carry out research on its mechanical properties under different loads. The research results show that after nearly 30 years of operation, the steel structure bridge has local damage, but the bearing capacity still meets the requirements of heavy-duty traffic. At this stage, the corrosion of the steel structure and the damage of the bearing should be repaired in time to prevent the damage from expanding.
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Byun, Namju, Jeonghwa Lee, Joo-Young Won, and Young-Jong Kang. "Structural Responses Estimation of Cable-Stayed Bridge from Limited Number of Multi-Response Data." Sensors 22, no. 10 (May 14, 2022): 3745. http://dx.doi.org/10.3390/s22103745.
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A cable-stayed bridge is widely adopted to construct long-span bridges. The deformation of cable-stayed bridges is relatively larger than that of conventional bridges, such as beam and truss types. Therefore, studies regarding the monitoring systems for cable-stayed bridges have been conducted to evaluate the performance of bridges based on measurement data. However, most studies required sufficient measurement data for evaluation and just focused on the local response estimation. To overcome these limitations, Structural Responses Analysis using a Limited amount of Multi-Response data (SRALMR) was recently proposed and validated with the beam and truss model that has a simple structural behavior. In this research, the structural responses of a cable-stayed bridge were analyzed using SRALMR. The deformed shape and member internal forces were estimated using a limited amount of displacement, slope, and strain data. Target structural responses were determined by applying four load cases to the numerical model. In addition, pre-analysis for initial shape analysis was conducted to determine the initial equilibrium state, minimizing the deformation under dead loads. Finally, the performance of SRALMR for cable-stayed bridges was analyzed according to the combination and number of response data.
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Chu, Xianglong. "Research on Economic Optimization Scheme of Pratt Truss Bridge." Highlights in Science, Engineering and Technology 86 (March 27, 2024): 188–94. http://dx.doi.org/10.54097/rdck9c73.
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Economy is an important factor in bridge construction. The economic optimization of truss bridge is of great significance to improving the economic benefit of bridge construction. However, the safety and stability in bridge construction are often valued in traditional truss Bridges, and its economy is often ignored. The purpose of this paper is to study the economic optimization of Pratt truss bridge with 120 m span, 8m and node length of 6m, 10m and 12m respectively. The study of establishing two-dimensional model using structural mechanics solver shows that when the total length of the Pratt truss node is 12m, the total volume of the truss is the smallest, that is, the least materials are used, and the linear relationship between the bridge span and the node length is established to a certain extent. The results of this study provide an effective reference for the economic optimization of similar truss bridge structures.
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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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Trong Ha, NGUYEN, and TRAN Anh Nghia. "SAFETY PROBABILITY ASSESSMENT OF COMPRESSIVE TOP CHORD OF STEEL PONY TRUSS BRIDGES USING HYPERCUBE LATIN SAMPLING AND MONTE CARLO SIMULATION." Vinh University Journal of Science 53, no. 1A (March 20, 2023): 17–25. http://dx.doi.org/10.56824/vujs.2023a155.
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The steel pony-truss bridge is a structure commonly used in road and rail traffic. It has a simple structure, a large bearing capacity, and high economic efficiency. The safety of steel pony-truss bridges is highly dependent on the stability conditions of the top chord. This paper presents the reliability assessment of the compressive top chord of steel pony truss bridges according to stability conditions. For this purpose, a deterministic model was built from the stability conditions of the compressive top chord; then, a stochastic model was established based on the deterministic model, in which the structural geometries and material properties are random parameters. Finally, the reliability of the structure is evaluated using Hypercube Latin sampling and Monte-Carlo simulation.
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Li, Mao Qi. "Study on Dynamic Test of a Large Span Steel Truss Pedestrian Bridge." Advanced Materials Research 255-260 (May 2011): 769–75. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.769.
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To prevent a long-span steel truss pedestrian bridge vibration problem, finite element model was established by analysis software ANSYS, studies on this pedestrian bridge’s vibration question were carried on by frequent spectrum analysis based on recorded data and modal analysis. It has determined the vibrating level. In addition, the reason for this pedestrian bridge’s vibration has been thoroughly analyzed from the pedestrian and traffic, and had dynamic response analysis of pedestrian bridges under the crowd of pedestrians walking load. Then the main reason which causes the actual vibration characteristic has been found. Thus these both gave the reasonable explanation to the vertical vibration and provided the reference for the similar structure’s dynamic performance research.
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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.
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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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Qureshi, Jawed. "A Review of Fibre Reinforced Polymer Bridges." Fibers 11, no. 5 (May 4, 2023): 40. http://dx.doi.org/10.3390/fib11050040.
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Fibre-reinforced polymer composites (FRPs) offer various benefits for bridge construction. Lightweight, durability, design flexibility and fast erection in inaccessible areas are their unique selling points for bridge engineering. FRPs are used in four bridge applications: (1) FRP rebars/tendons in concrete; (2) repair and strengthening of existing bridges; (3) new hybrid–FRP bridges with conventional materials and (4) all–FRP composite new bridges made entirely of FRP materials. This paper reviews FRP bridges, including all–FRP and hybrid–FRP bridges. FRP bridges’ history, materials, processes and bridge components—deck, girder, truss, moulded parts and cables/rebars are considered. This paper does not discuss the use of FRP as an architectural element and a strengthening system. While lack of design codes, material specifications and recycling are the major challenges, the high cost of FRPs still remains the most critical barrier to the progress of FRPs in bridges.
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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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Aktan, A., K. A. Grimmelsman, R. A. Barrish, F. N. Catbas, and C. J. Tsikos. "Structural Identification of a Long-Span Truss Bridge." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 210–18. http://dx.doi.org/10.3141/1696-25.
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An ongoing research project involving structural identification of the Commodore Barry Bridge, a major long-span truss bridge over the Delaware River, is described. Structural identification is an approach in which a constructed facility and its loading environment are objectively characterized by field observations, measurements, and controlled experiments in conjunction with an analytical model. This process is a necessary precursor to performing health monitoring of the bridge. Long-span bridges have attributes that make utilization of experimental and analytical techniques on them quite different than for short-span bridges. The concept of structural identification and the methods used in applying it to a long-span bridge are presented and discussed. The structural characteristics of the bridge are described and conceptualized. Development of the three-dimensional analytical model and the model characteristics are summarized. Static and dynamic analyses are conducted to help locate anomalies and errors in the model. The experimental techniques necessary for structural identification of a long-span bridge are defined. A limited-scale health-monitoring system, which integrates operational data with structural performance and loading environment data, was designed and installed on the bridge. Mechanical and electrical characteristics of the monitor system and issues related to management of the data from this system are discussed. The monitoring system currently has over 80 channels of different sensor types collecting various data from the bridge. In addition, data from the system can be viewed from a remote location in real time.
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Zhang, Yiyi. "Application And Improvement of Composite Materials in Truss Bridge Structure." Highlights in Science, Engineering and Technology 51 (May 16, 2023): 155–60. http://dx.doi.org/10.54097/hset.v51i.8258.
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Composite materials are new materials with the features of light weight, high strength, high specific modulus, strong corrosion resistance, and aging resistance. The truss structure is subject to unidirectional force, which gives full play to the advantages of high strength of composite materials along the fiber direction. Therefore, composite truss structure is gradually attracted attention in engineering fields, i.e., aerospace, bridges, and construction. By analyzing the application status of composite truss bridge at home and abroad, it can be concluded that compared with traditional steel truss, composite truss bridge has advantages in flexural performance, tensile performance, stability and other mechanical properties. However, due to the stiffness control design, the strength of composite material is not fully utilized, and the structural reliability of composite truss bridge is low due to the low efficiency of structural joints. The improvement methods of these two problems are reducing the allowable deflection-span ratio of composite truss bridge design and using composite materials with greater stiffness and changing the laying Angle and laying proportion of composite materials, respectively.
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Xia, Donghong, and Leilei Shi. "Finite Element Analysis of Steel Truss Bridge Structure Based on ANSYS." Journal of Engineering Research and Reports 25, no. 9 (October 5, 2023): 155–65. http://dx.doi.org/10.9734/jerr/2023/v25i9989.
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With the rapid development of bridge engineering in China, steel truss bridge is widely used with many advantages such as clear force of the structure itself, easy to analyze, and low requirement for foundation. In this paper, the finite element analysis method is adopted to analyze the stress and deformation distribution of steel truss bridge on the platform of ANSYS, a large-scale finite element analysis software. In the static analysis, by applying the vehicle load, the operation mode of the structure is simulated, and the cloud diagrams of its displacement and stress are derived. The dangerous areas of the bridge are identified to provide a reference basis for the design of steel truss bridges.
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An, Weiguang, Lei Shi, Hailei Wang, and Taike Zhang. "Study on the Effect of Bridge Deck Spacing on Characteristics of Smoke Temperature Field in a Bridge Fire." Fire 5, no. 4 (August 12, 2022): 114. http://dx.doi.org/10.3390/fire5040114.
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The numerical simulation method is used to simulate the distribution characteristics of the smoke temperature field of a double-deck bridge smoke temperature field during tanker fire under natural ventilation. The influence of the distance between double decks on the truss and ceiling temperature field change in the double-deck bridge is investigated. The results show that the range of high-temperature area gradually decreases with the increase in bridge deck spacing. The maximum excess temperature function of the tunnel ceiling is also applicable to the bridge, but the coefficient is smaller than that of the tunnel experimental formula. An equation is proposed to predict the maximum excess temperature of the truss under different bridge deck spacings. As the bridge deck spacing increases, the maximum excess temperature decreases. The excess temperature of the truss increases along the truss, and the maximum excess temperature appears at the top of the truss. Based on the energy equation, an equation for the excess temperature of the truss is established. As the vertical height increases, the excess temperature of the truss above the fire source exponentially increases. The research results will contribute to the fire hazard evaluation and safety design of bridges.
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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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Maryono and Eka Juliar. "METODE PLAKSANAAN PEKERJAAN SLAB PADA JEMBATAN CILUTUNG DI KEC. TOMO KAB. SUMEDANG." SEMINAR TEKNOLOGI MAJALENGKA (STIMA) 7 (September 27, 2023): 54–64. http://dx.doi.org/10.31949/stima.v7i0.882.
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Cilutung Bridge is one of the bridges located on Jalan Raya Tolengas, Tolengas, Tomo District, Sumedang Regency. Bridges have various types of bridges, namely girder bridges, arch bridges, truss bridges, suspension bridges. The bridge component is divided into two, namely the superstructure and the substructure. The structure of the bridge generally includes: sidewalks, vehicle floor slabs, girders, diaphragm beams, and platforms. The structure under the bridge generally includes: the base of the bridge (abutments), bridge pillars (piers) and foundations. The bridge slab is a horizontal structural element that functions to distribute dead and live loads to the vertical support frame of a structural system. The stages of implementing the bridge slab work are 1. Preparatory work, 2. Steel bridge deck installation, 3. Steel bridge deck grouting work, 4. Cantilever slab formwork assembly, 5. Slab and parapet reinforcement assembly, 6. Cantilever slab formwork installation, 7. Check completeness and measurement, 8. Bridge slab reinforcement installation, 9. Bridge parapet reinforcement installation, 10. Bridge slab formwork installation 11. Measurement, 12. Block out deck drain installation, 13. Bridge slab floor cleaning, 14. Inspection, 15. Bridge slab casting, 16. Slump and quality check, 17. Formwork demolition work, 18. Maintenance and tidiness.
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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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Dharwe, Mohini, and Mohit Kumar Prajapati. "A Review on design and analysis of steel bridge with identification of load bearing capacity." International Journal of Advanced Engineering Research and Science 10, no. 1 (2023): 122–27. http://dx.doi.org/10.22161/ijaers.101.17.
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Strengthening old bridges is an increasingly relevant strategy for risk prevention and operation continuity in management of infrastructures. Transportation networks are subjected to progressively stricter environmental and load conditions, leading to a growing number of deficient structures, also due to aging and deterioration. However, employable resources are finite, from both economic and environmental points of view. For these reasons, strengthening opportunities should be considered as a viable option, improving bridges with low economic and environmental impact. With this perspective, a selection of some of the most interesting strengthening techniques for old truss steel bridges is presented. To address effective solutions, the most frequent problems in old truss railway bridges are first presented. Literature analysis and experts’ interviews were conducted and compared to results obtained from a representative bridge cluster. Different solutions addressing highlighted problems are then collected and qualitatively evaluated, in terms of efficacy on structural and typical construction requirements. Finally, general remarks and recommendations based on collected evidence are presented.
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You, Qi Yong. "Finite Element Analysis of Continuous Curved Box-Girder Bridge." Applied Mechanics and Materials 454 (October 2013): 183–86. http://dx.doi.org/10.4028/www.scientific.net/amm.454.183.
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The calculations of plan truss and beam-girder method on straight bridge were analyzed, which determined right beam-girder method calculation model of the box-girder bridge. Based on this model, the different radius continuous curved box-girder bridges were simulated by finite element, and then the internal forces of the bridge were obtained. The calculations of inner beam and outer beam show the change rule of internal force and bridge radius. The reasonable calculation methods of continuous curved box girder bridges are obtained, which can offer help to the bridge designers.
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Panjaitan, Arief. "STRUCTURAL EVALUATION ON PEDESTRIAN BRIDGE CONSTRUCTED OF TRUSS STRUCTURE AND CASTELLATED BEAM." Jurnal Arsip Rekayasa Sipil dan Perencanaan 5, no. 2 (July 31, 2022): 327–36. http://dx.doi.org/10.24815/jarsp.v5i2.25766.
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A pedestrian bridge is a structure linking a pedestrian or bike path over or around a major roadway, railway, or waterway. The truss bridge (TRB) and the bridge with a castellated beam (CBB) are the common models of the pedestrian bridge. Past studies have revealed the structural behavior of TRB and CBB, but the performances of both bridges have not yet been comparatively confirmed. This study examined the TRB and CBB structural performances to obtain the better bridge model due to applied loading. The research was started by establishing the bridge models and employing the load combinations. The analysis resulted in the internal forces and they were used to design the bridges. The design is referred to as the SNI-1729-2020. This research revealed that the TRB exhibited structural performances, i.e., deflection and internal force, better than those of the CBB. Nevertheless, due to the many steel members, the TRB presented a heavier bridge than the CBB.
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Goroumaru, H., K. Shiraishi, H. Hara, and T. Komori. "Prediction of Low Frequency Noise Radiated from Vibrating Highway Bridges." Journal of Low Frequency Noise, Vibration and Active Control 6, no. 4 (December 1987): 155–66. http://dx.doi.org/10.1177/026309238700600403.
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Low frequency noise radiated from highway bridges due to fast moving heavy vehicles, is giving rise to a new traffic problem. In order to solve this problem, it is necessary to consider the reduction of noise and control of bridge vibrations. In this research, measurements of low frequency noise radiated from highway bridges and measurements of bridge vibration were carried out. From these results, the radiation efficiency of the slabs of the highway bridges was determined. Four types of bridge were measured, steel composite girder bridges, steel plate girder bridges, steel truss bridges and PC-girder (T) bridges. From experimental formulae for the radiation efficiency, and from vibration acceleration levels, the sound pressure levels and 1/3 octave band spectra of the low frequency noise radiated from the slabs were predicted. As a result, the sound pressure level at an arbitrary point can be predicted by measuring the vibration acceleration level of the bridge. Predictive calculation results agreed relatively well with measured values, particularly at locations close to the bridges.
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Guo, Shijie, Yuhang Jiang, Wenli Zhang, and Yong Zeng. "Study on Dynamic Characteristics of Long-Span Highway-Rail Double-Tower Cable-Stayed Bridge." Buildings 14, no. 6 (June 9, 2024): 1733. http://dx.doi.org/10.3390/buildings14061733.
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The long-span dual-purpose highway-rail double-tower cable-stayed bridge has the characteristics of a large span and large load-bearing capacity. Compared with the traditional cable-stayed bridge, its wind resistance and seismic resistance are weaker, and the dynamic characteristics of the bridge are closely related to the wind resistance and seismic bearing capacity of the bridge. This study investigated the influence of the variations of bridge member parameters on the dynamic characteristics of the bridge and then improved the dynamic characteristics of the bridge. To provide the necessary experimental theory for the research work of the long-span dual-purpose highway-rail double-tower cable-stayed bridges, this paper takes the world’s longest span of the dual-purpose highway-rail double-tower cable-stayed bridge as the background, using the finite element analysis software Midas Civil 2022 v1.2 to establish a three-dimensional model of the whole bridge by changing the steel truss beam stiffness, cable stiffness, pylon stiffness, and auxiliary pier position, as well as study the influence of parameter changes on the dynamic characteristics of the bridge. The results show that the dynamic characteristics of the bridge can be enhanced by increasing the stiffness of the steel truss beam, the cable, and the tower. The stiffness of the steel truss beam mainly affects the transverse bending stiffness and flexural coupling stiffness of the bridge. The influence of cable stiffness is weak. The tower stiffness can comprehensively affect the flexural stiffness and torsional stiffness of the bridge. The position of auxiliary piers should be determined comprehensively according to the site conditions. In practical engineering, the stiffness of components can be enhanced according to the weak links of bridges to improve the dynamic characteristics of bridges and save costs.
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Fujii, Ikuo. "Long Span Truss Bridges in Japan." HISTORICAL STUDIES IN CIVIL ENGINEERING 17 (1997): 155–61. http://dx.doi.org/10.2208/journalhs1990.17.155.
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