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Journal articles on the topic 'Bridge Joints'
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1
Mao, Dingtao, and Yong Ding. "Measurement and analysis of bridge expansion joint noise." E3S Web of Conferences 293 (2021): 02053. http://dx.doi.org/10.1051/e3sconf/202129302053.
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The structure-borne noise while the vehicle passing across the bridge expansion joint is the main source of urban bridge noise. In order to control this noise pollution, 20 bridges including three types of typical expansion joints in Ningbo City were selected, and the noises were measured while vehicle passed across the bridge expansion joints. The measured results are expressed by the Z-weighted sound pressure level, which kept the effect of the low-frequency noise. Then the influence factors of this noise are discussed. The results show that: (1) The sound pressure while vehicle on the bridge expansion joints is much greater than that on the normal road or mid-span of the bridges, which results in significant environmental noise pollution; (2) The wider the gap of the bridge expansion joints, the greater the noise level; (3) The noises produced by the modular expansion joints and comb-plate expansion joints are greater than that from the single-gap expansion joints.
2
Zhang, Wei, Zong Lin Wang, and Fadhil Naser Ali. "Shear Stiffness of Segmental Joints in Cantilever Casting Concrete Bridges." Advanced Materials Research 250-253 (May 2011): 2460–67. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2460.
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Joints between segments in cantilever casting concrete bridges require special attention in design and construction. These joints introduce discontinuity in the bridge; furthermore weaken the connection stiffness and strength of corresponding section, which may lead to excessive downwarping of bridge. Experiments were conducted to assess the shear stiffness of segmental joints section. The parameters studied included monolithic non-joints, joints roughened, joints roughened with shear-key. It was found that the shear stiffness of jointed section is largely lower than that of non-jointed section; however, the shear-key can effectively enhance the shear strength and especially shear stiffness of the joints section. Measures are proposed for shear-key design, and may provide a rational basis for the design of cantilever casting concrete bridges.
3
Jiang, Jian Ping, Bao Xiang Zhang, Ji Bao Wang, Dong Yan Zhang, Lei Wang, Xiao Feng Cheng, and Cheng Ge Wu. "Design and Optimization of the Bridge Expansion Joints Cleaning Machine." Advanced Materials Research 936 (June 2014): 2094–97. http://dx.doi.org/10.4028/www.scientific.net/amr.936.2094.
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Bridges are hinges of city road and railway, which play an important function in national economy. The changes of temperature affect the length of the highway bridge beams, so the bridge should be equipped with the expansion joint device. When vehicles pass the bridge, dust flies up and clogs the gap of the bridges. The bridge expansion joints should be cleaned in time. The main task of this project is to study a kind of device used to clean the bridge expansion joints, which including two parts: the cleaning system and vacuum dust removal system. First, we use the sweeping wheels to loose dust, then the air-blower to blow away the dust. The optimization of vacuum dust removal system was discussed in this paper. Especially, the Cyclone dust removal device works well. The machine is of higher productivity, wide application, low energy consumption, simple structure compared with similar equipments.
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Van Lund, John A., Mark R. Kaczinski, and Robert J. Dexter. "Modular Bridge Expansion Joints for Lacey V. Murrow Floating Bridge." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (January 1997): 163–71. http://dx.doi.org/10.3141/1594-18.
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The Lacey V. Murrow Bridge (LVM Bridge) is a 2013-m-long floating bridge on Interstate 90 across Lake Washington in Seattle, Washington. Single-support-bar, swivel-joist modular bridge expansion joint systems are located at each end of the bridge between the shore approach spans and the floating pontoons. These joints were designed for 960 mm of longitudinal movement as well as horizontal and vertical rotations caused by wind, wave, temperature, and changes in lake level elevation. A similar joint in an adjacent floating bridge had experienced premature fatigue cracking at welded attachment details because of low fatigue strength. For the LVM Bridge the joint components were fatigue tested and designed by using fatigue limit-states loads, resulting in welded attachment details with improved fatigue strength. In addition, a stiffer center beam and reduced center-beam span lengths produced lower fatigue stress ranges. Joint movements and rotations, fatigue design methodology, results of dynamic analyses, field measurements of the dynamic response, and construction details are described. The total cost of the LVM joints was 1 percent of the final bridge cost. The Washington State Department of Transportation required a 5-year guarantee for the LVM joints. These are the largest modular bridge expansion joints in the United States to be tested and designed for fatigue.
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Husain, Iqbal, and Dino Bagnariol. "Design and Performance of Jointless Bridges in Ontario: New Technical and Material Concepts." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (January 2000): 109–21. http://dx.doi.org/10.3141/1696-14.
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It is well recognized that leaking expansion joints at the ends of bridge decks have led to the premature deterioration of bridge components. The elimination of these maintenance-prone joints not only yields immediate economic benefits but also improves the long-term durability of bridges. In Ontario, Canada, “jointless” bridges have been used for many years. Recently, the use of two main types of these bridges has increased dramatically. The first type is an “integral abutment” bridge that comprises an integral deck and abutment system supported on flexible piles. The approach slabs are also continuous with the deck slab. The flexible foundation allows the anticipated deck movements to take place at the end of the approach slab. Control joint details have been developed to allow movements at this location. The second type is a “semi-integral abutment” bridge that also allows expansion joints to be eliminated from the end of the bridge deck. The approach slabs are continuous with the deck slab, and the abutments are supported on rigid foundations (spread footings). The superstructure is not continuous with the abutments, and conventional bearings are used to allow horizontal movements between the deck and the abutments. A control joint is provided at the end of the approach slab that is detailed to slide in between the wing walls. Some of the design methods and construction details that are used in Ontario for integral and semi-integral abutment bridges are summarized. A review of the actual performance of existing bridges is also presented.
6
Xiong, L. X., H. Y. Yuan, Y. Zhang, K. F. Zhang, and J. B. Li. "Experimental and Numerical Study of the Uniaxial Compressive Stress-Strain Relationship of a Rock Mass with Two Parallel Joints." Archives of Civil Engineering 65, no. 2 (June 1, 2019): 67–80. http://dx.doi.org/10.2478/ace-2019-0019.
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AbstractA “rock bridge”, defined as the closest distance between two joints in a rock mass, is an important feature affecting the jointed rock mass strength. Artificial jointed rock specimens with two parallel joint fractures were tested under uniaxial compression and numerical simulations were carried out to study the effects of the inclination of the rock bridge, the dip angle of the joint, rock bridge length, and the length of joints on the strength of the jointed rock mass. Research results show: (1) When the length of the joint fracture, the length of the rock bridge, and the inclination of the rock bridge stay unchanged, the uniaxial compressive strength of the specimen gradually increases as the inclination of the joint fracture increases from 0°to 90°. (2) When the length of the joint fracture, the length of the rock bridge, and the inclination of the joint fracture stay unchanged, the uniaxial compressive strength of the specimen shows variations in trends with the inclination of the rock bridge increasing from 30° to 150° (3). In the case when the joint is angled from the vertical loading direction, when the dip angle of the joint fracture, the inclination of the rock bridge, and the length of the rock bridge stay unchanged, the uniaxial compressive strength of the specimen gradually decreases with an increasing length of joint fracture. When the dip angle of the joint fracture, the inclination of the rock bridge, and the length of the joint fracture stay unchanged, the uniaxial compressive strength of the specimen does not show a clear trend with an increase of the length of the rock bridge.
7
Avudaiappan, Siva, Kinson Prabu, Deban Selvaraj, Kiran Raja, Paul Oluwaseun Awoyera, and Erick I. Saavedra Flores. "Performance of Pier-to-Pier Cap Connections of Integral Bridges under Thermal and Seismic Loads." Advances in Civil Engineering 2021 (August 11, 2021): 1–16. http://dx.doi.org/10.1155/2021/5580841.
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In general, most highway bridges are constructed using prestressed concrete or steel girders. Mechanical joints are provided at the end of each span, to allow for the expansion of the bridge deck due to shrinkage of concrete, thermal effects, and deflections, among others. Smooth riding ability, low noise, wear resistance, and water tightness should be provided by expansion joints. In recent times, the increased traffic volume, along with heavier vehicle movements, adversely affects the performance of expansion joints in the bridge girder, causing a possible failure in one of the above-mentioned mechanisms. The deterioration of the expansion joint may result in leakage of water, concrete cracking, and potential problems in the underlying substructure. In this paper, we study the pier-pier cap connections in integral bridges subjected to thermal and seismic loads using analytical methods and experimental tests.
8
Tan, Yingliang, Bing Zhu, Tingyi Yan, Biao Huang, Xuewei Wang, Wenwei Yang, and Bo Huang. "Experimental Study of the Mechanical Behavior of the Steel–Concrete Joints in a Composite Truss Bridge." Applied Sciences 9, no. 5 (February 27, 2019): 854. http://dx.doi.org/10.3390/app9050854.
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The mechanical behavior of the steel–concrete joints in a composite bridge was investigated. Pull-out tests on eight specimens were carried out to evaluate the connection performance of Perfobond rib shear connectors (PBL shear connectors). In addition, static load tests were conducted on three composite joint specimens with a scale of 1/2 in a composite truss bridge. The crack load, load–displacement curves, strain distribution, and the joint stiffness were obtained from the composite joint to analyze the mechanical behavior of steel–concrete joints. The experimental results show that the embedded depth plays an important role in the ultimate bearing capacity and the deformation of PBL shear connectors and could even change the failure mode. Based on the test results of composite joints, the displacement increased almost linearly with the horizontal load on the concrete chord. There was no evident failure, and large deformation occurred in composite joints. In addition, the ultimate loads obtained from three composite joint specimens were greater than 2.93 times the design load (2050 kN). These investigated composite joints had excellent bearing capacity (above 6000 kN). This study will provide an experimental reference for the design of steel–concrete joints for composite truss bridges.
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Wen, Qing Jie, and Hui Lu. "Bridge Disaster Prevention and Disposal Methods in Mining Area." Applied Mechanics and Materials 204-208 (October 2012): 3494–98. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3494.
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Surface subsidence caused by mining operation can amount to several meters, which is far above the standard value in design code. Once mining collapse occurs, bridges’ large deformation can result in bridge disasters. In order to prevent bridge disasters in mining area, bridge disaster characteristics in different districts in working face of mining are analyzed on the base of large deformation regularity of ground. A method of avoiding location of piers at inferior fovea and superior fovea in the migrated basins is presented to reduce the deformation of bridges on condition that subsidence area can’t be bypassed. And smooth joints between road and bridge are also advised to be designed to reduce staggering of joint and cracking. Moreover, applicability of several prevention methods for bridge disasters is demonstrated based on different bridge design and foundation treatments in mining area. The results show that geological disasters of bridges can be prevented by choosing reasonable foundation and structure type, which provides reliable basis for bridge construction in mining area.
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Farhangdoust, Saman, and Armin Mehrabi. "Non-Destructive Evaluation of Closure Joints in Accelerated Bridge Construction using a Damage Etiology Approach." Applied Sciences 10, no. 4 (February 21, 2020): 1457. http://dx.doi.org/10.3390/app10041457.
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In accelerated bridge construction (ABC), prefabricated bridge deck elements are merged using “closure joints.” Because of the cast-in-place nature of closure joints that are expected to go into service rapidly and problems observed for some types of closure joints, there have been some concerns about their long-term durability. This has necessitated the need for monitoring the condition of ABC closure joints using non-destructive testing (NDT) methods. Closure joints contain unique features and details that sets them apart from conventional deck panels. This requires a special treatment of closure joints when it comes to selecting the appropriate NDT technique for their health monitoring. A clear guideline for selecting an applicable NDT method for various types of closure joints has not been developed yet. For this purpose, an investigation was carried out in the Accelerated Bridge Construction University Transportation Center (ABC-UTC) at Florida International University. This paper summarizes the result of this investigation. It includes reviews of all relevant NDT methods for applicability to ABC closure joints and efforts for categorizing closure joints according to joint features that affect the use of NDT. Since the applicability of NDT methods heavily depend on the type of expected anomaly to be detected and its root causes, all potential defects and types of damage were identified and investigated using a damage sequence tree (DST). Consequently, damage etiology for ABC closure joints were established using fault tree analysis (FTA). Finally, a quantitative statistical survey was used to substantiate the selection of the NDT methods that were most applicable to the health monitoring of ABC bridges containing closure joints. The results presented in this paper can be used by bridge owners and consultants as an effective and practical guide for the selection of NDT methods for monitoring the health of ABC closure joints.
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Sigdel, Lila Dhar, Ahmed Al-Qarawi, Chin Jian Leo, Samanthika Liyanapathirana, and Pan Hu. "Geotechnical Design Practices and Soil–Structure Interaction Effects of an Integral Bridge System: A Review." Applied Sciences 11, no. 15 (August 2, 2021): 7131. http://dx.doi.org/10.3390/app11157131.
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Integral bridges are a class of bridges with integral or semi-integral abutments, designed without expansion joints in the bridge deck of the superstructure. The significance of an integral bridge design is that it avoids durability and recurring maintenance issues with bridge joints, and maybe bearings, which are prevalent in traditional bridges. Integral bridges are less costly to construct. They require less maintenance and therefore cause less traffic disruptions that incur socio-economic costs. As a consequence, integral bridges are becoming the first choice of bridge design for short-to-medium length bridges in many countries, including the UK, USA, Europe, Australia, New Zealand and many other Asian countries. However, integral bridge designs are not without challenges: issues that concern concrete creep, shrinkage, temperature effects, bridge skew, structural constraints, as well as soil–structure interactions are amplified in integral bridges. The increased cyclic soil–structure interactions between the bridge structure and soil will lead to adverse soil ratcheting and settlement bump at the bridge approach. If movements from bridge superstructures were also transferred to pile-supported substructures, there is a risk that the pile–soil interactions may lead to pile fatigue failure. These issues complicate the geotechnical aspects of integral bridges. The aim of this paper is to present a comprehensive review of current geotechnical design practices and the amelioration of soil–structure interactions of integral bridges.
12
Vítek, Jan L., David Čítek, Jiří Kolísko, Robert Coufal, and Pavel Jursík. "Application of UHPC Joints in Precast Structures." Solid State Phenomena 249 (April 2016): 267–72. http://dx.doi.org/10.4028/www.scientific.net/ssp.249.267.
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Acceleration of bridge construction requires the development of new construction methods. In composite steel concrete bridges the cast in situ bridge deck may be replaced by a precast deck. For fast assembly the joints have to be solved adequately. UHPC joints represent an alternative which can satisfy the requirements on mechanical properties of joints, on construction and economy. The function of the joints was experimentally verified using three different experiments. The performance of beams with precast and cast in situ slab was compared.
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Tan, Guojin, Qingwen Kong, Longlin Wang, Xirui Wang, and Hanbing Liu. "Reliability Evaluation of Hinged Slab Bridge Considering Hinge Joints Damage and Member Failure Credibility." Applied Sciences 10, no. 14 (July 14, 2020): 4824. http://dx.doi.org/10.3390/app10144824.
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The hinged slab bridge is widely used in medium- and small-span bridges because of its simple structure and convenient construction. However, hinge joints damage is the main defect of this kind of bridge, and it is difficult to express the deterministic damage degree of hinge joints in the detection process. A system reliability evaluation method considering fuzzy detection information of hinge joints damage and member failure credibility is proposed in this paper. Firstly, the membership function is used to quantitatively express the fuzzy detection information of hinge joints, and the fuzzy variable is transformed to an equivalent random variable. Secondly, the functional relationship between the transverse distribution coefficient and hinge joints damage is constructed by the modified hinge-jointed plate method and response surface method, and the reliability of the member considering the fuzzy detection information of hinge joints damage is calculated by the first-order second-moment method (FOSM). Then, the failure credibility is introduced to represent the different possibilities of system failure caused by member failure, and a system reliability assessment method of different failure criteria considering member failure credibility is established based on copula theory. Finally, the applicability of the proposed method is verified by taking the reinforced concrete hinged slab bridge as a numerical example.
14
Jaeger, Leslie G., and Baidar Bakht. "Effect of butt joints on the flexural stiffness of laminated timber bridges." Canadian Journal of Civil Engineering 17, no. 5 (October 1, 1990): 859–64. http://dx.doi.org/10.1139/l90-096.
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Prestressed and nailed laminated timber bridge decks are made from laminates which, because of their being usually shorter in length than the deck span, are butt-jointed at regular intervals. In calculating deflections of such decks, it is usual to ignore the reduction in flexural rigidity of the deck caused by the presence of the butt joint. The effect of butt joints on the flexural rigidity of the laminated deck is studied analytically, and it is shown that the deflections of a deck having such joints may be significantly larger than those of a deck without them. A simple method is presented to account conservatively for the presence of butt joints in the calculation of the deflections of a prestressed laminated timber deck. Key words: timber bridge, laminated deck, butt joint, prestressed wood deck.
15
Van Lund, John A., and Barry B. Brecto. "Jointless Bridges and Bridge Deck Joints in Washington State." Transportation Research Record: Journal of the Transportation Research Board 1688, no. 1 (January 1999): 116–23. http://dx.doi.org/10.3141/1688-13.
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Niemierko, Andrzej. "Modern Bridge Bearings and Expansion Joints for Road Bridges." Transportation Research Procedia 14 (2016): 4040–49. http://dx.doi.org/10.1016/j.trpro.2016.05.501.
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Kim, Haena, Byungkyu Moon, Xinyu Hu, Hosin (David) Lee, Gum-Sung Ryu, Kyung-Taek Koh, Changbin Joh, Byung-Suk Kim, and Brian Keierleber. "Construction and Performance Monitoring of Innovative Ultra-High-Performance Concrete Bridge." Infrastructures 6, no. 9 (August 30, 2021): 121. http://dx.doi.org/10.3390/infrastructures6090121.
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The application of Ultra-High-Performance Concrete (UHPC) materials in rehabilitating bridges and constructing primary bridge components is increasing rapidly across the world because of their superior strength and durability characteristics when compared to regular concretes. However, there have been few new bridges constructed using UHPC materials with regular formworks, ready-mix trucks, and construction equipment. This paper presents a comprehensive report encompassing the design, construction, and performance monitoring of a new bridge constructed in Iowa using a unique UHPC technology that includes steel fibers of two different lengths embedded in the concrete. By using optimized lengths of steel fibers, both the tensile strength and the toughness were increased. The UHPC material was produced with local cement and aggregates in the US using typical ready-mix concrete equipment. This paper discusses the experience gained from the design and construction process including mix design, batching, delivery of steel fibers to the ready-mix concrete batch unit, and post-tensioning of precast slabs at the jobsite. For four years after construction, the joints of the bridge decks were monitored using strain sensors mounted on both sides of the deck joints. The strain values were quite similar between the two sides of each joint, indicating a good load transfer between precast bridge girders. A bridge was successfully constructed using a unique UHPC technology incorporating two different lengths of steel fibers and utilizing local cement and aggregates and a ready-mix truck, and has been performing satisfactorily with a good load transfer across post-tensioned precast girder joints.
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Alqarawi, Ahmed S., Chin J. Leo, D. S. Liyanapathirana, and Sanka Ekanayake. "Parametric Study on the Approach Problem of an Integral Abutment Bridge Subjected to Cyclic Loading due to Temperature Changes." Applied Mechanics and Materials 846 (July 2016): 421–27. http://dx.doi.org/10.4028/www.scientific.net/amm.846.421.
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Integral Abutment Bridges are widely utilized around the world because they offer a design alternative minimizing the potential construction and maintenance difficulties associated with expansion joints in other types of bridges. However, integral bridge systems also have certain issues that result from the absence of expansion joints. This is because temperature changes induce cycles of elongations and shortenings in the bridge deck which lead to rotational movements in bridge abutments against and away from the retained soil. This phenomenon may develop long term problems in terms of settlement of the backfill at the bridge approach and escalation in the lateral earth pressure acting on the bridge abutments. This paper aims to investigate the approach settlement and lateral earth pressure development in integral bridges abutments using finite element modelling of a concrete bridge abutment and the adjoining soil using the ABAQUS software. The paper presents a parametric study of the effects imposed by abutment movements on the retained soil. This study also investigates the effectiveness of using expanded polystyrene (EPS) geofoam inclusions as a remedial measure to minimize the approach settlement and lateral stress ratcheting effects in Integral Abutment Bridges.
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Pei, Shiling, Yongle Li, Yulong Bao, Xin Li, and Shizhong Qiang. "Impact of train-induced vibration on railway cable-stayed bridges fatigue evaluation." Baltic Journal of Road and Bridge Engineering 11, no. 2 (June 27, 2016): 102–10. http://dx.doi.org/10.3846/bjrbe.2016.12.
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Under repetitive heavy train traffic, railway steel truss bridges tend to have many fatigue related performance issues, especially at welded joints. Accurate estimation of the stress history at critical locations of welded joints under vehicle loading is important for joint fatigue design. Traditionally, vehicle loads were treated as moving static loads without considering their dynamic effects. In this study, a numerical procedure was introduced to incorporate the effect of dynamic response of the train–bridge coupled system on nodal fatigue damage. The proposed approach employs a twolevel modelling scheme which combines dynamic analysis for the full train-bridge system and detailed stress analysis at the joint. Miner rule was used to determine the cumulative fatigue damage at critical locations on the welded joint. A sensitivity analysis was conducted for different train loading configurations. It was determined that dynamic vibration negatively influences fatigue life. The calculated cumulative damage at investigated locations can more than the damage estimated using only static moving load method.
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Kawakami, Makoto, Fujio Omata, and Atsushi Toyoda. "Current Status of Expansion Joints Used for Road Bridges in Japan and an Advanced Buried Joint." Advanced Materials Research 1129 (November 2015): 323–30. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.323.
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Expansion joints are indispensable for bridges to allow movement due to temperature, creep and other elements. Leakage of water from expansion joints causes damages to girder ends, shoes and abutments which poses serious durability issues. To overcome this problem, a buried expansion joint composed of epoxy resin mortar and ultra high strength fiber reinforced concrete used as flat panel was newly developed and investigated. Mechanical performance such as the bending strength and fatigue characteristic of this expansion joint in addition to the basic properties of epoxy resin mortar was clarified. Furthermore the durability of this expansion joint was confirmed by field tests on an existing bridge.
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Hearn, George. "Use of Bridge Element Condition Reports to Measure Performance of Bridge Preservation." Transportation Research Record: Journal of the Transportation Research Board 2612, no. 1 (January 2017): 141–51. http://dx.doi.org/10.3141/2612-16.
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A method to measure the performance of bridge preservation through the use of bridge–level element condition reports is demonstrated. The performance measure makes bridge-by-bridge evaluations of the relative conditions of elements that are major assemblies of bridges and elements that affect the exposure of major assemblies to deterioration. In an evaluation of performance, a bridge can be in a state of good preservation, at risk of deteriorating to poor condition, or already in poor condition. Bridge condition reports from 50 U.S. states are used in this evaluation of the performance of bridge preservation. The bridge element reports conform to the FHWA specification for bridge element reports and employ AASHTO national bridge elements and bridge management elements. Bridge preservation is good for 53% of National Highway System bridges by deck area. The performance of preservation is evaluated for major assemblies of bridges and for bridge construction materials in relation to coatings, wearing surfaces, and joints.
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Hodyakov, V. A., A. V. Kulan, E. N. Savina, I. L. Boiko, and V. A. Grechuhin. "Diagnostics of Bridge Bed Sections and Approaches in Zones of Expansion Joints on Road Bridges." Science & Technique 20, no. 1 (February 5, 2021): 10–15. http://dx.doi.org/10.21122/2227-1031-2021-20-1-10-15.
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The object of the study is durability of expansion joints in bridge structures; the subject of the research is the vibration response of a structure obtained under conditions of natural operation. Diagnostics of the road bridge expansion joints has been carried out in order to identify characteristic dependences between the value of structure vibration response and types of expansion joint designs during the period of their operation while taking into account the features of the bridge structure. For this purpose, we have tested the methodology for collecting and processing data on the vibration response of the structure under natural conditions of its operation. The paper presents results of data collection on the coverage topology which have been obtained while using three-dimensional scanning method. Data collection on the vibration response of the structure has been carried out by measuring the vibration velocity and deformation of the structure. The data obtained are analyzed. As a result of testing and analysis of the obtained data, the main characteristics have been revealed: the value of base unevenness, the amplitude of vibration velocity and vibration displacement of the structure elements. Two main parameters of the dynamic impact have been assigned, adjusted for the mass of a moving vehicle, which can be used as main parameter for assessing the magnitude of the dynamic impact. A comprehensive method for assessing the dynamic impact on bridge structures has been developed and proposed in the paper, and its use will make it possible to differentiate various designs of expansion joints according to the magnitude of the dynamic impact of vehicles. This, in its turn, will contribute to formulate new recommendations on the use of specific types of expansion joints for various categories of highway, which will increase operational durability of expansion joints and the structure as a whole.
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Fan, Ye Hua, and Xiong Fei Chen. "Specialty Appraisal of the Movement of the Expansion Joint of Jiangyin Bridge Based on the Health Monitoring Technology." Applied Mechanics and Materials 71-78 (July 2011): 1388–91. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.1388.
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Aiming at the upgrading project of the structural health monitoring system of Jiangyin Bridge, the moving specialty parameters such as the vertical displacement, corner joints, and the synchronization of the two sides of the bridge expansion joint are monitored and acquired by the means of the long real-time health monitoring technology. Based on a large number of measured data, the temperature-dependent regression equation between the movements and the structure temperatures of the bridge expansion joint is established, which could provide much quantitative support and scientific guidance for the daily management and maintenance of the expansion joints.
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Delonca, Adeline, Yann Gunzburger, and Thierry Verdel. "Cascade effect of rock bridge failure in planar rock slides: numerical test with a distinct element code." Natural Hazards and Earth System Sciences 21, no. 4 (April 21, 2021): 1263–78. http://dx.doi.org/10.5194/nhess-21-1263-2021.
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Abstract. Plane failure along inclined joints is a classical mechanism involved in rock slope movements. It is known that the number, size and position of rock bridges along the potential failure plane are of prime importance when assessing slope stability. However, the rock bridge failure phenomenology itself has not been comprehensively understood up to now. In this study, the propagation cascade effect of rock bridge failure leading to catastrophic block sliding is studied and the influence of rock bridge position in regard to the rockfall failure mode (shear or tension) is highlighted. Numerical modelling using the distinct element method (UDEC, Itasca) is undertaken in order to assess the stability of a 10 m3 rock block lying on an inclined joint with a dip angle of 40 or 80∘. The progressive failure of rock bridges is simulated assuming a Mohr–Coulomb failure criterion and considering stress transfers from a failed bridge to the surrounding ones. Two phases of the failure process are described: (1) a stable propagation of the rock bridge failures along the joint and (2) an unstable propagation (cascade effect) of rock bridge failures until the block slides down. Additionally, the most critical position of rock bridges has been identified. It corresponds to the top of the rock block for a dip angle of 40∘ and to its bottom for an angle of 80∘.
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Tan, Yingliang, Bing Zhu, Le Qi, Tingyi Yan, Tong Wan, and Wenwei Yang. "Mechanical Behavior and Failure Mode of Steel–Concrete Connection Joints in a Hybrid Truss Bridge: Experimental Investigation." Materials 13, no. 11 (June 3, 2020): 2549. http://dx.doi.org/10.3390/ma13112549.
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The core part of a hybrid truss bridge is the connection joint which combines the concrete chord and steel truss-web members. To study the mechanical behavior and failure mode of steel–concrete connection joints in a hybrid truss bridge, static model tests were carried out on two connection joints with the scale of 1:3 under the horizontal load which was provided by a loading jack mounted on the vertical reaction wall. The specimen design, experimental setup and testing procedure were introduced. In the experiment, the displacement, strain level, concrete crack and experimental phenomena were factually recorded. Compared with the previous study results, the experimental results in this study demonstrated that the connection joints had the excellent bearing capacity and deformability. The minimum ultimate load and displacement of the two connection joints were 5200 kN and 59.01 mm, respectively. Moreover, the connection joints exhibited multiple failure modes, including the fracture of gusset plates, the slippage of high-strength bolts, the local buckling of compressive splice plates, the fracture of tensile splice plates and concrete cracking. Additionally, the strain distribution of the steel–concrete connection joints followed certain rules. It is expected that the findings from this paper may provide a reference for the design and construction of steel–concrete connection joints in hybrid truss bridges.
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Tu, Jun, Xiao Wei Yi, Qi Ming Wu, and Rui Juan Jiang. "Analysis on the Lateral Creeping of a Curved Concrete Girder Bridge." Applied Mechanics and Materials 744-746 (March 2015): 845–49. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.845.
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In recent years, the lateral creeping happened from time to time to the curved concrete girder bridges when they are in service. This attracts much attention in the fields of the design, construction, maintenance of this kind of bridges since severe damage or collapse may happen to the whole structure when the lateral creeping displacement is large enough. In this paper, a comprehensive analysis is carried out on the lateral creeping of a curved two-span continuous concrete girder bridge which has been in service for 20 years to find out the possible reasons. A finite element model is appropriately developed for this example bridge using the commercial software Midas/Civil. Taking into account the dead loads, vehicle loads, thermal loads, etc., the safety and reliability of the original design of this bridge is proved first. And then the analysis is carried out for two possible reasons, bearing failure and expansion joints failure, respectively. The results show that the real reason of the bridge lateral creeping is that the expansion joints are stuck by the concrete blocks left when the expansion joints are replaced.
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Arsoy, Sami, J. M. Duncan, and R. M. Barker. "Approach to Evaluating Damage from Thermal Bridge Displacements." Transportation Research Record: Journal of the Transportation Research Board 1936, no. 1 (January 2005): 124–29. http://dx.doi.org/10.1177/0361198105193600115.
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Bridges are subject to daily and seasonal thermal displacement cycles. In conventional bridges, expansion joints are used to accommodate these displacements. However, in integral bridges, the expansion joints are eliminated, and the superstructure, along with the bridge abutments, undergoes displacements during each temperature cycle. A practical approach to model both daily and seasonal temperature cycles was proposed. The effectiveness of the proposed approach was verified by conducting large-scale laboratory tests on segments of a bridge abutment supported by two different pile types: an H-pile and a prestressed reinforced concrete pile. The results of the tests have shown that the proposed method is practical and capable of detecting damage mechanisms induced by daily thermal displacement cycles. Test results also have shown that damage from daily thermal displacements is more pronounced in materials with nonlinear stress–strain properties.
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Aliabadian, Zeinab, and Mansour Sharafisafa. "Distinct Element Modeling of the Effect of Joint Persistence on Dynamic Fracturing of Jointed Rock Masses." Applied Mechanics and Materials 553 (May 2014): 445–51. http://dx.doi.org/10.4028/www.scientific.net/amm.553.445.
Full textAbstract:
Rock masses consist of intact rock and discontinuities such as faults, joints and bedding planes. The presence of such discontinuities in rock masses dominates the response of jointed rock masses to static and dynamic loading. These structural weak planes seriously hinder and affect the propagation of stress waves in rock mass. The joints parameters such as persistence, orientation, distribution patterns, spacing and filling material have a significant effect on the response of rock masses against wave propagation. In most studies of blast induced wave propagation in jointed rock mass, it is assumed that joints are continuous. In many situations the rock mass consists of non-continuous joints and rock bridges. Rock bridges and discontinuous joints have a different effect on wave and fracture propagation in a blasting operation. With regard to complexities associated with rock blasting in particular in jointed media, numerical tools are viable alternatives for rock blasting analysis. In this study the DEM methods was employed to investigate the effects of rock bridges on the wave propagation process. A plain strain 2D scenario was assumed and a single blasthole explosion was simulated. Three models with different jointing orientation patterns including jointing pattern parallel to free face, perpendicular to free face and orientated at 45 degree with respect to free face were analyzed numerically to investigate rock mass fracturing while blast wave propagation. The discontinuous joints were considered to be filled with weak materials (open joints) and rock bridges are composed of intact rock. In order to allow material plastic failure, a Mohr-Coulomb material model was used. The analysis results show that the stress concentration at the rock bridge location leads to excessive fracturing. This effect is more visible at the free face where the stress wave reflection occurs. Moreover, the obtained results show that the pattern and orientation of non-continuous joint system has a pronounced effect on rock fragmentation.
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Gligorijevic, Milan, Slavko Zdravkovic, and Marija Spasojevic-Surdilovic. "Designing of support zones of concrete bridges to withstand action of static and dynamic load." Facta universitatis - series: Architecture and Civil Engineering 8, no. 2 (2010): 235–46. http://dx.doi.org/10.2298/fuace1002235g.
Full textAbstract:
In the paper are presented some of the acquired experiences in designing and construction of bridge structures in several countries, with a special attention to the analysis of support zones and expansion joints behavior of a number of road bridges. During destruction or damage of bridges, there is a small probability, but still there, that the human lives might be endangered (Kobe, Japan 17th January 1995); what is likely, however, is that it will be very difficult to help the injured in the region. Considering that the characteristics of removal of supports has a great influence on the behavior of the entire bridge structure, the design of support joints and connections must be paid due attention. In the recent decades, efforts are made to enhance research of all engineering structure, and thus the bridge structures and their weak points.
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Ge, Ji Ping. "Seismic Performance Analysis of a Continuous Girder Bridge with Precast Segmental Pier." Advanced Materials Research 250-253 (May 2011): 1966–70. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1966.
Full textAbstract:
Based on available research results of precast segmental bridge pier, seismic performance of a continuous girder bridge with precast segmental bridge columns using match-cast dry joints was analyzed with the lumped plastic hinge method verified by experiment, the similarities and differences of seismic performance between the continuous girder bridge with precast segmental bridge columns and that of cast-in-placement reinforced concrete bridge columns were gained. Results show that the maximum displacement response of the continuous girder bridge with precast segmental bridge columns is bigger than that of the continuous girder bridge with cast-in-place reinforced concrete bridge columns. While for the residual displacement, the opposite is true. The reason is that the restoring force exists in the precast segmental bridge pier by the prestress strands. The concentrated plastic hinge method for cast-in-place reinforced concrete bridges could be used to bridges with precast segmental bridge columns.
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Liu, Gao, Wen Ming Wu, Liang Tang, and Tian Liang Wang. "Fatigue Test on Integral Joint of the Main Truss of the Baling River Bridge." Key Engineering Materials 417-418 (October 2009): 481–84. http://dx.doi.org/10.4028/www.scientific.net/kem.417-418.481.
Full textAbstract:
The Baling River Bridge is a single-span simply-supported suspension bridge with a main span of 1088 m. The steel stiffening truss is employed as its main girder and comprises the integral joints connecting the chord members. The integral joint is a key structure and determines the safety of the bridge, but it is very complex in detail and has an undefined fatigue resistance. In order to investigate its mechanical behavior and fatigue reliability, a fatigue test was performed on a 1:1.4 scale model of the integral joint of the main truss of the Bridge. With an assumption of the load spectra represented by the standard fatigue vehicle in BS 5400, the test fatigue load was derived accounting for the multiple vehicle effect and the model scale. The test result shows that no cracks were detected in the model when subjected to two million stress range cycles, and the structure has an reliable fatigue resistance satisfying the design requirement. This type of integral joint is an alternative for long-span truss 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.
Full textAbstract:
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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Fereshtenejad, Sayedalireza, Jineon Kim, and Jae-Joon Song. "Experimental Study on Shear Mechanism of Rock-Like Material Containing a Single Non-Persistent Rough Joint." Energies 14, no. 4 (February 13, 2021): 987. http://dx.doi.org/10.3390/en14040987.
Full textAbstract:
The geometrical and mechanical properties of non-persistent joints as well as the mechanical behavior of intact rock (rock bridges) are significantly effective in the shear strength of weakness planes containing non-persistent joints. Therefore, comprehensive knowledge of the shear mechanism of both joints and rock bridges is required to assess the shear strength of the planes. In this study, the shear behavior of specimens containing a single non-persistent rough joint is investigated. A novel procedure was used to prepare cast specimens embedding a non-persistent (disc-shaped) rough joint using 3D printing and casting technology, and the shear strength of the specimens was examined through an extensive direct shear testing program under constant normal load (CNL) condition. Three levels for three different variables of the joint roughness, rock bridge ratio, and normal stress were considered, and the effects of these factors on the shear behavior of prepared samples were tested. The experimental results show a clear influence of the three variables on the shear strength of the specimens. The results show that the normal stress applied to the jointed zone of weakness planes is considerable, and thus joint friction contribution should be taken into account during shear strength evaluation. Furthermore, the dilation mechanism of the specimens before and after failure was investigated through a digital image correlation analysis. Finally, a camcorder was used to analyze the location and sequence of the initiated cracks.
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Mitchell, Denis, Robert Sexsmith, and René Tinawi. "Seismic retrofitting techniques for bridges — a state-of-the-art report." Canadian Journal of Civil Engineering 21, no. 5 (October 1, 1994): 823–35. http://dx.doi.org/10.1139/l94-088.
Full textAbstract:
This paper presents a review of the various seismic retrofitting techniques currently being carried out for bridge structures. After evaluating the performance of existing bridges in past earthquakes and their most common modes of failure, a systematic review of bridge retrofit is discussed. It includes the retrofit of foundations, concrete columns, bent cap beams and beam-column joints, as well as steel bracing. The use of restrainers is discussed as well as the possible improvements to bearing supports. Examples of bridge retrofit practice in California and British Columbia are presented. Key words: bridges, retrofitting, earthquakes.
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Yang, Wendong, Guizhi Li, PG Ranjith, and Lindong Fang. "An experimental study of mechanical behavior of brittle rock-like specimens with multi-non-persistent joints under uniaxial compression and damage analysis." International Journal of Damage Mechanics 28, no. 10 (February 19, 2019): 1490–522. http://dx.doi.org/10.1177/1056789519832651.
Full textAbstract:
The mechanical behavior of jointed rock masses significantly affects the stability of rock engineering applications. In this paper, the peak strength, Young's modulus and failure patterns of brittle rock-like specimens with multi-non-persistent joints under uniaxial compression are investigated. The joint geometry is defined by four factors: joint angle, spacing, joint length, and rock bridge length. The experiment results show that the joint angle has the greatest influence on the peak strength and Young's modulus of specimens, followed by joint length. A damage mechanical theory is adopted which deals with some sets of joints distributed in rock masses. Based on the geometrical distribution of joints, a macro damage model which considers the influence of the normal vector and area density of joints is used to describe the joints. The peak strength and Young's modulus of jointed specimens predicted by the damage mechanics method reflect the trend of the experimental results, which proves the influence of initial geometric damage of joints on the peak strength and Young's modulus of jointed specimens. The initial geometric damage of joints is mainly induced by the joint area density. Finally, from the micro damage aspect, to analyze the damage evolution and strain softening process of jointed rock masses, a modified numerical model (damage strainsofting model) on the basis of secondary development in fast Lagrangian analysis of Continua is proposed to simulate the fracture development of jointed rock masses. The peak strengths, Young's modulus and failure modes of rock specimens with non-persistent joints under uniaxial compressions are simulated and compared with the results obtained from the lab experiments indicating that the model is capable to replicate the physical processes.
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McNeely, D. K., G. C. Archer, and K. N. Smith. "Structural analysis of old stone arch bridges." Canadian Journal of Civil Engineering 16, no. 6 (December 1, 1989): 789–97. http://dx.doi.org/10.1139/l89-122.
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The use of stone arches for bridge construction has generally ceased, but since these structures still exist in modern road systems, their structural integrity is of current concern. This paper presents an analysis technique suited for the thick jointed heritage stone arch bridges found in Canada. The effect of increased mortar joint size on structural response is investigated. The response of a section to eccentric thrust is postulated and the effective section properties are derived. Structural behaviour proceeds from a fixed arch to a two-hinge, a three-hinge, and finally a five-hinge failure mode for a symmetrical arch with midspan loading. A typical load–deflection curve is developed, suitably adjusted for secondary effects due to changes in geometry and material nonlinearity. Stone arch bridges in Canada were constructed with thick mortar joints, which exhibit significant deterioration of stiffness with load eccentricity and, therefore, significant secondary effects; as thickness increases, ultimate strength decreases. A suitable limit states prediction for the load capacity of old stone arches is proposed. Key words: arch, bridge, heritage, limit states, stone, structural analysis.
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Ibrahim AInuwa, Abubakar Musa Yola, Hassan Abba Musa, Victor Mlanga, and Umar Shuaibu. "Bridge assessment: A case study of Ajaokuta-Itobe Bridge, Kogi State." World Journal of Advanced Engineering Technology and Sciences 2, no. 2 (June 30, 2021): 066–78. http://dx.doi.org/10.30574/wjaets.2021.2.2.0040.
Full textAbstract:
This report summarizes the assessment carried out as a result of the public uproar on the degree of safety of the Ajaokuta/Itobe Bridge in Kogi state. The public outcry was as a result of a severe damaged expansion joints of the bridge. Visual inspection and concrete strength test were carried out to ascertain the safety condition of Itobe Bridge. Seven out of the total number of eight expansion joint covers were damaged and out of place while all the elastomeric bearings were in good working condition. The scouring of the river bed was not visually pronounced except little at the abutment side of the Abuja-Ayingba approach which is attributed to change of water course. Farming activities within the vicinity of the bridge embankment has no effects on the bridge foundation. The compressive strength test result of some bridge elements selected shows that the values are within the satisfactory range. The assessment recommended the lengthening and desilting of the drainage pipes to prevent further corrosion of the concrete and steel members. The use of sand blasting and repainting of the steel beams was also recommended to protect them from further corrosion. Maintenance of cracks on the reinforced concrete abutment and piers should be carried out. The use of sheet piles filled with compacted sand or gabions around the exposed piles caps to protect the foundation was recommended. Shoreline protection measures should be used in protecting the bridge eroded embankment. Seven out of eight expansion joint devices were damaged therefore exposing the elements of the structure that are otherwise protected by the joint devices. The openings about 47cm-53cm becomes a conduit by which moisture, abrasives, chemicals, and other debris are deposited on the superstructure and substructure below the opening, thereby causing extensive damage. The expansion joints devices should be fixed with proper elastomeric strip seal to protect the bridge from further deterioration.
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Xiang, Chang-Sheng, Ling-Yun Li, Yu Zhou, and Cong Dang. "An Efficient Damage Identification Method for Simply Supported Beams Based on Strain Energy Information Entropy." Advances in Materials Science and Engineering 2020 (September 7, 2020): 1–11. http://dx.doi.org/10.1155/2020/9283949.
Full textAbstract:
Concrete simply supported beams are widely used in small- and medium-sized bridges. Hinged slabs and joints are damaged in service easily, as they are the main load-carrying members of bridge. In this paper, using the high sensitivity and strong antinoise characteristics of strain energy to damage, a strain energy information entropy index is proposed for identifying local damage in hinge joints and hinged slabs. Moreover, a new damage index of the local strain energy entropy function is constructed according to the strain energy of a hinge joint element and its surrounding elements. A simply supported beam model is established to verify the effectiveness of the proposed index. The numerical simulation results show that the proposed damage index of hinge joints can accurately locate and quantify the degree of damage of single-hinge joints and multihinge joints. The improved modal strain energy information entropy index is sensitive to single-hinge slab damage and can accurately identify damage with noise levels of 5% and 10%.
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Li, Xue Lian, and Li Min Sun. "Condition Assessment of Expansion Joint of a Cable-Stayed Bridge Based on Long-Term Monitoring." Applied Mechanics and Materials 204-208 (October 2012): 2127–34. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2127.
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Based on the long-term monitoring data of Donghai Bridge, span length changes of the main channel of the bridge was analyzed from the expansion joint displacement data monitored，and the correlation between the span changes and the environmental factors, which are temperature and wind load, was analyzed. Results show that temperature is the main factor influencing the span change, while the correlation between span changes and wind load is weak so can be ignored. The linear regression model established between span changes and the structure effective temperature can be used to estimate the interval of bridge span changes and examine the correctness of the expansion joint data monitored. Moreover, the regressive model of accumulated expansion joints displacement and time history can provide valuable information for design, maintenance and replacement of the expansion joints.
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Bondarev, B. A., T. M. Zaytseva, A. G. Saakyan, and T. R. Lezgiev. "WEAR APPRAISAL OF MOVEMENT JOINTS’ STRUCTURES AND WAYS TO IMPROVE THEIR DURABILITY." Construction and Geotechnics 10, no. 2 (December 15, 2019): 126–32. http://dx.doi.org/10.15593/2224-9826/2019.4.12.
Full textAbstract:
Movement joints are one of the most important structural elements of bridge structure and represent gaps between end face of span structure and cabinet wall of support or head part of support. The durability of the structure as a whole depends largely on the correct choice and, then, the installation of the movement joints. The results of numerous technical surveys of bridges and overpasses show that the main defects and damages of movement joints structural elements are: weld structure disorder due to incorrect selection and installation; Formation of cracks in the zone of seams on the coating of different length and with different opening width. In addition to the above-mentioned defects, the formation of gauge due to differences in the marks of the bridge web at the joint of the road clothes and the movement joints plays a major role in the process of breaking the coating in the zone of movement joints. Destruction of coating in zones of movement joints in many cases is due to intensive gauge formation, at the same time, formation of wheels is due to difference of marks of road clothes and movement joints. To prevent colour formation in the zone of movement joints the following technical solutions are used: arrangement of pedestrian zones; Application of concrete tides (boundaries). In these zones it is recommended to arrange tides on the basis of polymer composite materials (PCM), having high damping properties and cyclic durability. Endurance tests and the study of damping properties were carried out according to conventional methods for polymer betons FAM and FAZIS-30. The values of the vibration decree for the above-mentioned materials and their cyclic durability are obtained.
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Bohatkiewicz, Janusz, Michał Jukowski, Maciej Hałucha, and Marcin Dębiński. "Influence of the Acoustic Cover of the Modular Expansion Joint on the Acoustic Climate in the Bridge Structure Surroundings." Materials 13, no. 12 (June 25, 2020): 2842. http://dx.doi.org/10.3390/ma13122842.
Full textAbstract:
The noise generated at the interface between the wheels of vehicles and the road surface is well recognized in the literature worldwide. Many publications describe the phenomenon of reducing this kind of impact by silent road surfaces. A specific type of this noise is the sound generated by vehicles passing over the expansion joints of bridge structures. Due to the impulsive nature of this sound, it is very onerous for people living in the close vicinity of bridge structures. The passage of vehicles over expansion joints causes the formation of vibrations that are transmitted to the structural elements of bridge structures, which may cause the formation of the material sounds (especially arduous in the case of bridges with steel elements). An attempt to reduce this impact was made by making a prototype acoustic cover of the expansion joint on the selected bridge. The paper presents the results of research on the “in situ” acoustic effectiveness of this cover. Additionally, the noise was modelled in the object surroundings before and after the cover’s application. The acoustic efficiency of the cover in the whole measured frequency range was 5.3 dBA. In the narrower frequency bands (1/3 octave bands), larger sound level reductions were observed. The maximum sound levels measured under the tested dilatation were less than 10.0 dBA lower than the maximum sound levels measured under the reference dilatation.
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Mantawy, Islam, Rahulreddy Chennareddy, Moneeb Genedy, and Mahmoud Reda Taha. "Polymer Concrete for Bridge Deck Closure Joints in Accelerated Bridge Construction." Infrastructures 4, no. 2 (June 1, 2019): 31. http://dx.doi.org/10.3390/infrastructures4020031.
Full textAbstract:
Prefabricated concrete bridge deck panels are utilized in Accelerated Bridge Construction (ABC) to simplify bridge deck construction. Concrete with good bond and shear strength as well as excellent flowability is required to fill bridge deck closure joints. This paper discusses the use of polymer concrete (PC) for bridge deck closure joints in ABC. PC produced using poly methyl methacrylate and standard aggregate was tested. Test results of PC are compared to Ultra-High Performance Concrete (UHPC). Development length, lap splice length and shear strength of unreinforced PC were tested. It is shown that PC has a development length of 3.6 to 4.1 times the reinforcing bar diameter that is close to one-half the development length of 6 to 8 times the bar diameter required with UHPC. PC also showed a shorter splice length compared with that reported for UHPC. Finally, unreinforced PC showed shear strength that is twice that of UHPC. It is evident that using PC in bridge deck closure joints in ABC can improve constructability and provide cost-savings and eliminate reinforcing bar congestion.
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Mukhametrakhimov, Rustem, and Indira Aliullova. "Construction technology and quality control of expansion joints with rubber compensators." E3S Web of Conferences 264 (2021): 02066. http://dx.doi.org/10.1051/e3sconf/202126402066.
Full textAbstract:
Expansion joints play an important role in the operation of bridge construction. The reliability and durability of most of the other structural elements of the bridge depend on its quality and have a significant impact on road safety. One of the most effective types of expansion joints is rubber compensators, the service life of which directly depends on the quality of its installation. In this work, the types and classifications of expansion joints of bridge construction are studied, their defects and causes of their appearance are analyzed, a visual inspection of the state of expansion joints of the bridge is performed. The technology and quality control system of technological processes for constructing s single-profile expansion joints with rubber compensators during the repair of bridge construction is proposed.
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Paultre, Patrick, Omar Chaallal, and Jean Proulx. "Bridge dynamics and dynamic amplification factors — a review of analytical and experimental findings." Canadian Journal of Civil Engineering 19, no. 2 (April 1, 1992): 260–78. http://dx.doi.org/10.1139/l92-032.
Full textAbstract:
The dynamic amplification factor (DAF) is an important parameter in the design of highway bridges and yet no worldwide consensus has been reached so far as to its value. Some disagreement exists between provisions of various national bridge codes. This is because the DAF depends, in addition to the maximum span or the natural frequency, on many other parameters that are difficult to take into account with reasonable accuracy. Vehicle speed, weight, and dynamic characteristics, the state of the structure, roadway roughness, expansion joints, the type of bridge supports, soil–structure interaction, and influence of secondary elements are some aspects influencing the DAF. This study reviews the analytical and experimental findings on bridge dynamics and the evaluation of the DAF. Key words: bridges, vibrations, bridge testing, bridge design codes, dynamic amplification factor.
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Siekierski, Wojciech. "Analysis of gusset plate of contemporary bridge truss girder." Baltic Journal of Road and Bridge Engineering 11, no. 3 (September 30, 2016): 188–96. http://dx.doi.org/10.3846/bjrbe.2016.22.
Full textAbstract:
Trussed structures in modern bridge building usually have “W” bracing. Structural joints are often based on application of gusset plates. Experimental tests of stress distribution in such gusset plates are rather sparse. Lab testing of scaled bridge truss girder was carried out in Poznań University of Technology in Poznań. Investigation into stress distribution in gusseted joint was carried out. Test results were put against results obtained from analyses of two finite element models: beam-element model and shell-element model. Normal stress and Huber-Mises equivalent stress distributions within gusseted joint were analysed. General conclusions are: a) normal stress distribution in gusseted joint cross-section, perpendicular to truss flange axis, is nonlinear and extreme stresses occur near cross-section edges, b) Huber-Mises equivalent stress distribution in the cross-section of gusset plate near its connection to truss flange is nonlinear and extreme stresses occur near centre of the cross-section, c) assessment of normal stresses in gusseted joints should not be carried out with an aid of beam-element modelling, d) it is possible to assess Huber-Mises equivalent stresses in gusset plate near its welded connection to rigid flange with an aid of beam-element modelling if non-uniform distribution of shear stress is taken into account, e) shell-element modelling of gusseted joint provides satisfactory accuracy of normal and equivalent stress assessment, f) beam-element modelling of friction grip bolts is sufficiently accurate for shell-element models of steel joints analysed within elastic range of behaviour.
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Harrison, John A., Thomas R. Cooper, Lina Lawrence, Bryan Williams, Charity Duran Ketchum, and John Sleavin. "Integration of Light Rail on the I-90 Floating Bridge across Lake Washington." Transportation Research Record: Journal of the Transportation Research Board 2607, no. 1 (January 2017): 74–81. http://dx.doi.org/10.3141/2607-10.
Full textAbstract:
Installing light rail transit across a floating roadway bridge presents many unique challenges, foremost of which is how to design the multidimensional moving joints at both ends of transition spans between the fixed and floating structures. A technical solution to this technical challenge has been proposed, analyzed, modeled, designed, and prototype tested in the context of the East Link Extension, a light rail transit project being carried out by Central Puget Sound Regional Transit Authority (Sound Transit). Described are the planning, execution, and results of a full-scale prototype testing program of the proposed Curved Element Supported Rail (CESuRa) Track Bridge System, based on the relationship of curved rail supports in two independent planes that adjust in response to the movements of the Interstate 90 (I-90) Bridge. The prototype CESuRa track bridges performed as expected; the information gathered and lessons learned will greatly benefit the final design, the production track-bridge fabrication, and the installation process. Also discussed is the anticipated performance of these track bridges on the I-90 structure in conjunction with the proposed direct fixation track system, fixed rail anchors, and sliding rail expansion joints to be strategically located across the 1.1-mi I-90 Bridge. Built in 1989, the I-90 Bridge is the fifth-longest floating bridge in the world and carries three westbound and two reversible lanes of traffic between Seattle and Mercer Island, Washington. The bridge will be reconfigured to carry four westbound lanes, and the reversible lanes will be converted to light rail transit.
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Zhang, Yan Ling, Yun Sheng Li, and De Ying Zhang. "Fatigue Life Estimation of Rib-to-Deck Joints in Orthotropic Steel Decks." Advanced Materials Research 163-167 (December 2010): 410–16. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.410.
Full textAbstract:
A typical rib-to-deck joint in orthotropic steel bridge deck in a suspension bridge is analyzed in this paper. A local finite element model of bridge deck is established by ANSYS, the vehicle load defined in current code is selected as live load, the stress distribution of the deck bottom in the rib-to-deck joint is analyzed. Let the wheel load move along the longitudinal direction of the deck, the maximum stress range at rib-to-deck joint is obtained under three loading conditions in transverse direction, which are riding-rib wall loading, over-rib loading, and in-between-ribs loading respectively. Using the principles of linear elastic fracture mechanics, the fatigue life of rib-to-deck joint in orthotropic steel decks is evaluated. The analysis results indicate that, the higher stress range under overweight wheel load is the basic reason which will induce fatigue crack at rib-to-deck joint. The Paris formula which is based on the linear elastic fracture mechanics can be used to estimate the residual life of weld joints in orthotropic steel bridge deck.
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Liu, Ke, and Li Hui Wang. "Earthquake Damage of Curved Highway Bridges in 2008 Wenchuan Earthquake." Advanced Materials Research 838-841 (November 2013): 1571–76. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.1571.
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The curved bridges suffered severe damages or even collapsed during 2008 Wenchuan Earthquake. A field survey of seismic performance of RC curved bridges was examined. Damage patterns and the probable causes of RC curved bridges including Baihua bridge and ramp bridge of Huilan interchange are presented and analyzed in this paper. The main failure was pure shear failure or shear-flexural failure of the pier columns. Bearings and expansion joints damage were another common failure pattern. Lesson learned from the damage of RC curved bridges in this earthquake, the recommendations on the seismic design of RC curved bridges are presented involving ductility of bridge columns, design of curved bridges, design of bearings and devices preventing girders falling down. Suggestions for the future seismic design and retrofitting of RC curved bridges are also presented in moderate to severe earthquake area.
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Yang, Haibo, Hongliang Qian, Ping Wang, and Pingsha Dong. "Analysis of fatigue behavior of welded joints in orthotropic bridge deck using traction structural stress." Advances in Mechanical Engineering 11, no. 11 (November 2019): 168781401989021. http://dx.doi.org/10.1177/1687814019890217.
Full textAbstract:
In this study, the fatigue behavior of welded joints in an orthotropic steel bridge is simulated and analyzed. The traction structural stress method is proven to be more accurate and effective, and the predicted results agree well with the test results compared to traditional assessment methods, including the nominal stress, hot-spot stress, and effective notch stress methods. The traction structural stress concentration factor curves of welded joints under cyclic tensile and bending moment loading are obtained. The accuracy and validity of finite-element simulation methods for welded joints in orthotropic steel bridge are verified by comparing simulation results with full-scale tests results. Equivalent nominal stresses predicted by the master S–N curve method based on traction structural stress results agree well with the fatigue test results with small standard deviation. The fatigue behavior of orthotropic steel bridge analysis specifications Eurocode3 and GB50017 is combined with the traction structural stress method using unified traction structural stress concentration factor curves. This approach provides practical guidance for the fatigue behavior design of orthotropic steel bridges.
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Klõšeiko, Paul, Reimo Piir, Marti Jeltsov, and Targo Kalamees. "Thermal bridge effect of vertical diagonal tie connectors in precast concrete sandwich panels: an experimental and computational study." E3S Web of Conferences 172 (2020): 08001. http://dx.doi.org/10.1051/e3sconf/202017208001.
Full textAbstract:
The purpose of this work was to quantify the thermal bridge effect of vertical diagonal tie connectors in precast concrete sandwich panels (PCSPs). Special interest was in cases where the use of rigid insulation (e.g. PIR) would leave air gaps between insulation boards and diagonal ties, thus intensifying the thermal bridge. A climate chamber experiment using 5 different joint types was performed to gather reference data for CFD model validation. In the experiment, natural convection was observed in joints where no additional insulation was used, i.e. in air cavities. Significantly larger heat fluxes were measured in these cavities compared to insulated joints. The thermal bridging effect was evaluated for a typical PCSP (thermal transmittance without thermal bridges U = 0.11 W/(m²·K)) using CFD software taking into account 3D heat conduction and convection. Simulation results indicate that diagonal ties without adjacent air cavities increased the average thermal transmittance (U-value) of the envelope by 8%, diagonal ties with a 6 mm air cavity – 19...33% and diagonal ties with a 10 mm air cavity – 45...56%. In conclusion, it was found that the joints in insulation caused by diagonal ties affect the overall thermal performance of the building envelope significantly when efforts are not made to fill the air cavities around the connectors.