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Journal articles on the topic 'Suspension bridges. Cantilever bridges'

Author: Grafiati

Published: 4 June 2021

Last updated: 5 February 2022

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1

Petzek, Edward, Anamaria Butiscă, and Luiza Toma. "Eye Bars - Pins Connections." Advanced Materials Research 814 (September 2013): 222–29. http://dx.doi.org/10.4028/www.scientific.net/amr.814.222.

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This type of connections was used from the beginning of the steel constructions and is very efficient in some typical cases. Connections with eye bars and pins were used initially in suspension bridges, cantilever truss girders and other structures. In modern steel structures this type of connection is often used in cases when simple solutions are necessary like scaffoldings, mobile structures, emergency bridges, etc, or cases in which a certain rotation (pin connection) is desired like structures on cables, chimney, cable stayed bridges and bowstring bridges. At the end of the 19th century and the beginning of the 20th century, when the technology of foundation was not yet developed, engineers preferred the cantilever arrangement (known also as the Gerber system) to the continuous bridge, because it has favourable moments along its length and is not subjected to settlement stresses. It is important to mention that the cantilever truss girder is easier to analyse. However a cantilever arrangement requires special hinge connections and is less rigid than a continuous one. Some famous bridges have been built in this system. One of these structures of the past is the Traians bridge over the Mures in Arad, erected in 1910. The main cantilever truss has the following spans: L = 50,05 + 85,30 + 50,05 = 185,40 m. After two World Wars and other damages the bridge is still in operation for usual traffic - cars and tramways (with restrictions for trucks). The bridge is a historical monument of the engineering science and has a remarkable aesthetic aspect and an emblematical importance for the city of Arad. One of the aspects of the rehabilitation project is the analysis of the Gerber hinge which consists of lug plates and bolts in order to assure the movement of the suspended central part of the structure. These elements have to support the reaction force from all the loads on the bridge and they have a complex stress distribution. Due to the different events, the increasing of the traffic and traffic loads, the existence of cracks in these plates is possible and probable. The paper includes also the evaluation of the technical state of the bridge, stress evaluation based on 3D analysis, assessment of the remaining fatigue life.

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2

Passfield, Robert W. "Philip Louis Pratley (1884-1958): bridge design engineer." Canadian Journal of Civil Engineering 34, no. 5 (May 1, 2007): 637–50. http://dx.doi.org/10.1139/l06-130.

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During his career as a consulting engineer, Philip Louis Pratley of Montréal, Quebec, was responsible for the design and erection of many of Canada's most outstanding long-span highway bridges. Among them are the Jacques Cartier Bridge (1930) at Montréal; the Île d'Orléans Bridge (1935) at Québec City, Quebec; the Lions' Gate Bridge (1938) at Vancouver, British Columbia; the Angus L. Macdonald Bridge (1955) at Halifax, Nova Scotia; and the Burlington Bay Skyway Bridge (1958) at Hamilton, Ontario. For over 40 years Pratley was at the forefront of his profession in Canada in designing and supervising the erection of bridge structures that embodied the latest state-of-the-art advances in design theory, construction technologies, and structural materials; his published technical writings conveyed the latest developments in bridge design and construction practice. Two of his structures; namely, the Jacques Cartier Bridge and the Lions' Gate Bridge, have attained a symbolic importance as national icons. The present article provides an overview of his outstanding career as a bridge design engineer. Key words: Philip Pratley, Monsarrat & Pratley, bridge design, suspension bridges, cantilever bridges.

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3

Spoth, Thomas, Dyab Khazem, and Gregory I. Orsolini. "New Carquinez Bridge, Northeast of San Francisco, California: Technological Design Advancements." Transportation Research Record: Journal of the Transportation Research Board 1740, no. 1 (January 2000): 40–48. http://dx.doi.org/10.3141/1740-06.

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The new Carquinez Strait Bridge, northeast of San Francisco, California, will be the first major suspension bridge to be constructed in the United States since the second Chesapeake Bay Bridge in Maryland in 1973. It will replace an existing steel cantilever truss bridge, built in 1927, that was found to be seismically inadequate. The new bridge consists of an orthotropic closed steel box girder superstructure, two main cables 512 mm (20 1/8 in.) in diameter, reinforced concrete towers, and gravity anchorages. The design has set a new standard in modern suspension bridge design in the United States, particularly with respect to seismic safety. Some of the key elements of the design that are discussed are the global design loading criteria for long-span suspension bridges, the design of allowable stresses in main cable wire, the state-of-the-art design detailing of critical welded connections, the finite-element analysis approach for the box girder to determine the actual plate stresses and stress concentrations, and the design of the reinforced concrete tower leg sections for enhanced ductile seismic performance.

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4

Wu, Yi Bo, Gui Fu Ding, Cong Chun Zhang, and Hong Wang. "Laminated Photoresist Sacrificial Layer Process for 3-D Movable Suspension Microstructures in LIGA-Based Surface Micromachining." Advanced Materials Research 97-101 (March 2010): 2538–41. http://dx.doi.org/10.4028/www.scientific.net/amr.97-101.2538.

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The fabrication process of three-dimensional (3D) high-aspect-ratio MEMS devices entirely made of electroplated metals with suspending multilayered microstructures is reported. The technology used is a LIGA-liked micromachining process, called the laminated positive photoresist sacrificial layer process (LPSLP). The LPSLP allows in UV-lithography not only for thick resist mould for electroplating of cascaded metal structures but also for the sacrificial layer for supporting mechanically the suspensions. So far the LPSLP procedure has incorporated with more than five sacrificial layers, which allows for the creation of overhanging structures and freely moving parts like out-of-plane cantilever stacks. A description of the underlying fabrication principle and processing details is discussed in this paper. Thus the proposed procedures open a low-cost route for fabricating micro-components such as cantilevers, bridges, movable electrodes, and freestanding parts.

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5

Ochsendorf, John A., and David P. Billington. "Self-Anchored Suspension Bridges." Journal of Bridge Engineering 4, no. 3 (August 1999): 151–56. http://dx.doi.org/10.1061/(asce)1084-0702(1999)4:3(151).

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6

Wollmann, Gregor P., John A. Ochsendorf, and David P. Billington. "Self-Anchored Suspension Bridges." Journal of Bridge Engineering 6, no. 2 (April 2001): 156–58. http://dx.doi.org/10.1061/(asce)1084-0702(2001)6:2(156).

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7

Sobrino, Juan. "Cost -effectiveness of balanced cantilever girder bridges versus cable supported bridges." IABSE Symposium Report 101, no. 5 (September 1, 2013): 1–8. http://dx.doi.org/10.2749/222137813808627695.

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8

Lambropoulos, Sergios, Georgios Konstantinidis, Christos Georganopoulos, Dimitrios Konstantinidis, and Fani Antoniou. "Multispan Balanced Cantilever Bridges: Egnatia Motorway." IABSE Symposium Report 88, no. 6 (January 1, 2004): 96–101. http://dx.doi.org/10.2749/222137804796291593.

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9

Imai, Kiyohiro, and Dan M. Frangopol. "System reliability of suspension bridges." Structural Safety 24, no. 2-4 (April 2002): 219–59. http://dx.doi.org/10.1016/s0167-4730(02)00027-9.

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10

Holubová–Tajčová, Gabriela. "Mathematical modeling of suspension bridges." Mathematics and Computers in Simulation 50, no. 1-4 (November 1999): 183–97. http://dx.doi.org/10.1016/s0378-4754(99)00071-3.

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11

Tajčová, Gabriela. "Mathematical models of suspension bridges." Applications of Mathematics 42, no. 6 (December 1997): 451–80. http://dx.doi.org/10.1023/a:1022255113612.

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12

Castellani, Alberto, and Pierangelo Felotti. "Lateral Vibration of Suspension Bridges." Journal of Structural Engineering 112, no. 9 (September 1986): 2169–73. http://dx.doi.org/10.1061/(asce)0733-9445(1986)112:9(2169).

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13

Narasimhan, Harikrishna, Luisa Giuliani, Grunde Jomaas, and Jakob Laigaard Jensen. "Fire risks in suspension bridges." ce/papers 3, no. 3-4 (September 2019): 659–64. http://dx.doi.org/10.1002/cepa.1117.

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14

Osborne, I. S. "APPLIED PHYSICS: Building Suspension Bridges." Science 292, no. 5523 (June 8, 2001): 1801a—1801. http://dx.doi.org/10.1126/science.292.5523.1801a.

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15

Wollmann, Gregor P. "Preliminary Analysis of Suspension Bridges." Journal of Bridge Engineering 6, no. 4 (August 2001): 227–33. http://dx.doi.org/10.1061/(asce)1084-0702(2001)6:4(227).

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16

Agar, T. J. A. "Dynamic instability of suspension bridges." Computers & Structures 41, no. 6 (January 1991): 1321–28. http://dx.doi.org/10.1016/0045-7949(91)90269-r.

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17

Malík, Josef. "Nonlinear models of suspension bridges." Journal of Mathematical Analysis and Applications 321, no. 2 (September 2006): 828–50. http://dx.doi.org/10.1016/j.jmaa.2005.08.080.

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18

Navrátil, Jaroslav, and Miloš Zich. "Long-term deflections of cantilever segmental bridges." Baltic Journal of Road and Bridge Engineering 8, no. 3 (September 13, 2013): 190–95. http://dx.doi.org/10.3846/bjrbe.2013.24.

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19

Petroski, Henry. "The Rise and Fall of Cantilever Bridges." American Scientist 106, no. 6 (2018): 336. http://dx.doi.org/10.1511/2018.106.6.336.

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20

Onsa, Eltayeb Hassan, Elsafi Mohamed Adam, Abdalla Khogali Ahmed, and Mohamed Elmontasir Elbagir. "Long-term Deflections in Balanced Cantilever Prestressed Concrete Bridges." FES Journal of Engineering Sciences 4, no. 1 (December 6, 2009): 22. http://dx.doi.org/10.52981/fjes.v4i1.41.

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Long-term deflections in balanced cantilever prestressed concrete bridges are reviewed. Burri and Shambat Bridges are taken as cases study to calculate long-term deflection. The two bridges were constructed at Khartoum State in the years 1972 and 1962, respectively. Due to the shortage of the basic data regarding the two bridges the AASHTO-LRFD is used to estimate and calculate the missing data in the two bridges. The Moment Area method is used to calculate the long-term deflections due to the dead load, live load and prestressing force. The calculated long-term deflections are compared with measured live load deflections obtained from load tests made by a Chinese contractor requested to evaluate the two bridges. Remarkable differences between theoretical and measured deflection at the end of cantilevers are encountered. The differences are probably due to the basic assumptions made in the formulations of deflection calculations. Some adjustments in the long-term deflection formulae are suggested to bring the calculated deflections in compatibility with measured ones.

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21

Juozapaitis, Algirdas, Tomas Merkevičius, Alfonsas Daniūnas, Romas Kliukas, Giedrė Sandovič, and Ona Lukoševičienė. "Analysis of innovative two-span suspension bridges." Baltic Journal of Road and Bridge Engineering 10, no. 3 (September 28, 2015): 269–75. http://dx.doi.org/10.3846/bjrbe.2015.34.

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Recently, two-span, or the so-called single pylon suspension bridges, due to their constructing structure, have been widely applied. A reduction in deformation seems to be the main problem of the behaviour and design of such bridges. The deformation of suspension bridges is mainly determined by cable kinematic displacements caused by temporary loadings rather than by elastic deformations. Not all known methods for the stabilization of the initial form of suspension bridges are suitable for single pylon bridges. The employment of the so-called rigid cables that increase the general stiffness of the suspension bridge appears to be one of the innovative methods for stabilizing the initial form of single pylon suspension bridges. Rigid cables are designed from standard steel profiles and, compared to the common ones made of spiral and parallel wires, are more resistant to corrosion. Moreover, the construction joints, in terms of fabrication and installation, have a simpler form. However, calculation methods for such single pylon suspension bridges with rigid cables are not sufficiently prepared. Only single publications on the analysis of the behaviour of one or three-span suspension bridges with rigid cables have been available so far. The paper presents analytical expressions to calculate the displacements and internal forces of suspension bridges with rigid cables thus assessing the sequence of cable installation. Also, the paper describes the sequence of iterative calculation.

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22

BROWNJOHN, J. M. W. "ESTIMATION OF DAMPING IN SUSPENSION BRIDGES." Proceedings of the Institution of Civil Engineers - Structures and Buildings 104, no. 4 (November 1994): 401–15. http://dx.doi.org/10.1680/istbu.1994.27199.

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23

Low, A. McC. "The design of small suspension bridges." Proceedings of the Institution of Civil Engineers - Bridge Engineering 163, no. 4 (December 2010): 197–202. http://dx.doi.org/10.1680/bren.2010.4.197.

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24

Thorbek, L. T., and S. O. Hansen. "Coupled buffeting response of suspension bridges." Journal of Wind Engineering and Industrial Aerodynamics 74-76 (April 1998): 839–47. http://dx.doi.org/10.1016/s0167-6105(98)00076-2.

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25

Materazzi, Annibale Luigi, and Filippo Ubertini. "Eigenproperties of suspension bridges with damage." Journal of Sound and Vibration 330, no. 26 (December 2011): 6420–34. http://dx.doi.org/10.1016/j.jsv.2011.08.007.

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26

Cheng, Jin, C. S. Cai, Ru-cheng Xiao, and S. R. Chen. "Flutter reliability analysis of suspension bridges." Journal of Wind Engineering and Industrial Aerodynamics 93, no. 10 (October 2005): 757–75. http://dx.doi.org/10.1016/j.jweia.2005.08.003.

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27

Dusseau, Ralph Alan, Ramzi El‐Achkar, and Michel Haddad. "Dynamic Responses of Pipeline Suspension Bridges." Journal of Transportation Engineering 117, no. 1 (January 1991): 3–22. http://dx.doi.org/10.1061/(asce)0733-947x(1991)117:1(3).

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28

Cobo del Arco, D., and Á. C. Aparicio. "Preliminary static analysis of suspension bridges." Engineering Structures 23, no. 9 (September 2001): 1096–103. http://dx.doi.org/10.1016/s0141-0296(01)00009-8.

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29

Ma, Xiaowei, Jianguo Nie, and Jiansheng Fan. "Longitudinal Stiffness of Multispan Suspension Bridges." Journal of Bridge Engineering 21, no. 5 (May 2016): 06015010. http://dx.doi.org/10.1061/(asce)be.1943-5592.0000878.

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30

Xu, Fuyou, Mingjie Zhang, Lei Wang, and Zhe Zhang. "Self-Anchored Suspension Bridges in China." Practice Periodical on Structural Design and Construction 22, no. 1 (February 2017): 04016018. http://dx.doi.org/10.1061/(asce)sc.1943-5576.0000304.

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31

Tinh, Nguyen Van. "Damping flutter oscillation of suspension bridges." Vietnam Journal of Mechanics 8, no. 3 (September 30, 1986): 19–25. http://dx.doi.org/10.15625/0866-7136/10368.

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The paper deals with flutter problem of suspension bridges in regard to damping. The formulated expression makes possible to obtain the dependence of critical wind velocity and other structural parameters. Numerical calculation, is given of the Tacoma Narrows Bridge and for some values of parameters.

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32

CHESTNUTT, BJ, A. JENNINGS, and WC BROWN. "STIFFNESS CHARACTERISTICS OF MULTICABLE SUSPENSION BRIDGES." Proceedings of the Institution of Civil Engineers 85, no. 1 (March 1988): 31–48. http://dx.doi.org/10.1680/iicep.1988.107.

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33

HERZOG, M. A. M. "AERODYNAMIC STABILITY OF SUSPENSION BRIDGES SIMPLIFIER." Proceedings of the Institution of Civil Engineers 89, no. 3 (September 1990): 341–53. http://dx.doi.org/10.1680/iicep.1990.9395.

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34

Murphy, Thomas P., and Kevin R. Collins. "Retrofitting Suspension Bridges Using Distributed Dampers." Journal of Structural Engineering 130, no. 10 (October 2004): 1466–74. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:10(1466).

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35

Liţcanu, Gabriela. "A Mathematical Model of Suspension Bridges." Applications of Mathematics 49, no. 1 (February 2004): 39–55. http://dx.doi.org/10.1023/b:apom.0000024519.46627.4f.

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36

Preumont, Andre, Matteo Voltan, Andrea Sangiovanni, Bilal Mokrani, and David Alaluf. "Active tendon control of suspension bridges." Smart Structures and Systems 18, no. 1 (July 25, 2016): 31–52. http://dx.doi.org/10.12989/sss.2016.18.1.031.

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37

Dusseau, Ralph Alan. "Wind analysis of pipeline suspension bridges." Journal of Wind Engineering and Industrial Aerodynamics 36 (January 1990): 927–36. http://dx.doi.org/10.1016/0167-6105(90)90089-u.

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38

Arzoumanidis, S. G., and M. P. Bieniek. "Finite element analysis of suspension bridges." Computers & Structures 21, no. 6 (January 1985): 1237–53. http://dx.doi.org/10.1016/0045-7949(85)90178-6.

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39

Malík, Josef. "Generalized nonlinear models of suspension bridges." Journal of Mathematical Analysis and Applications 324, no. 2 (December 2006): 1288–96. http://dx.doi.org/10.1016/j.jmaa.2006.01.003.

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40

Massetti, F. "New welding techniques for suspension bridges." Welding International 18, no. 10 (October 2004): 785–97. http://dx.doi.org/10.1533/wint.2004.3323.

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41

Wang, Haijun, Yukitake Shioi, Akira Hasegawa, and Endo Takanori. "Displacement Characteristics of Compound Bridge of Suspension Bridges and Cable-stayed Bridges." IABSE Symposium Report 84, no. 12 (January 1, 2001): 9–16. http://dx.doi.org/10.2749/222137801796349709.

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42

Liu, Chun Lei, and Su Juan Dai. "The Best Position to Determine the Hinge in the Cantilever Bridge." Applied Mechanics and Materials 578-579 (July 2014): 814–17. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.814.

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The simple-supported beam bridge is a common structure form widely used in small and medium span bridges. When the span is longer, the maximum bending moment is accordingly bigger. The maximum positive and negative bending moment numerical of beam decreases obviously because of cantilever bridge with cantilever beams to reduce the amount of materials. This article analyzes the current commonly used cantilever bridge with large span. The two-span cantilever bridge is analyzed under various loads about the internal force according to the condition of the absolute value of the maximum positive and negative bending moment being equal. It carries on the contrast and analysis about simple-supported beam bridges and obtains the best location of the hinge in the cantilever bridge. Moreover, it provides some reference for the optimum design of similar bridges and projects.

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43

Grigorjeva, Tatjana, and Ainars Paeglitis. "THE SIMPLIFIED ANALYSIS OF THE ASYMMETRIC SINGLE-PYLON SUSPENSION BRIDGE WITH RIGID CABLES." Engineering Structures and Technologies 12, no. 2 (June 15, 2021): 61–66. http://dx.doi.org/10.3846/est.2020.13737.

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Suspension bridges are characterized by exceptional architectural expressions and excellent technical and economic properties. However, despite all advantages, suspension bridges have a few negative features. Suspension bridges with flexible cables share excessive deformation caused by the displacement of kinematic origin. In order to increase the stiffness of suspension bridges, an innovative structural solution refers to rigid cables used instead of the flexible ones. The paper describes a methodology for calculating an asymmetric single-pylon suspension bridge with rigid cables considering installation features. Also, the article presents the numerical simulation of the bridge and determines the accuracy of the proposed methodology.

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44

Han, Soo-Boo, and Woo-Sung Kim. "A clinical survey of distally extending cantilever bridges." Journal of the Korean Academy of Periodontology 28, no. 2 (1998): 273. http://dx.doi.org/10.5051/jkape.1998.28.2.273.

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45

Fargier Gabaldón, Luis Bernardo, Jahzeeth F. Rosales Pérez, and Jorge Kingland Paredes. "Moment Redistribution in Segmental Cantilever Bridges: Simplified Approach." Practice Periodical on Structural Design and Construction 25, no. 3 (August 2020): 06020005. http://dx.doi.org/10.1061/(asce)sc.1943-5576.0000486.

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46

Davidson, J. L., R. Ramesham, and C. Ellis. "Synthetic Diamond Micromechanical Membranes, Cantilever Beams, and Bridges." Journal of The Electrochemical Society 137, no. 10 (October 1, 1990): 3206–10. http://dx.doi.org/10.1149/1.2086187.

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47

TakÁcs, Peter F. "Deformation Problem of Record Span Concrete Cantilever Bridges." IABSE Symposium Report 86, no. 11 (January 1, 2002): 57–64. http://dx.doi.org/10.2749/222137802796336397.

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48

Iglesias, Celso. "Long-Term Behavior of Precast Segmental Cantilever Bridges." Journal of Bridge Engineering 11, no. 3 (May 2006): 340–49. http://dx.doi.org/10.1061/(asce)1084-0702(2006)11:3(340).

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49

Marzouk, Mohamed, Hisham Said, and Moheeb El-Said. "Special-Purpose Simulation Model for Balanced Cantilever Bridges." Journal of Bridge Engineering 13, no. 2 (March 2008): 122–31. http://dx.doi.org/10.1061/(asce)1084-0702(2008)13:2(122).

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50

Li, Jie, and Na Li. "Study on Free Vibrations of Self-Anchored Suspension Bridges." Advanced Materials Research 243-249 (May 2011): 2014–20. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2014.

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Study on characters of suspension bridges free vibration is basic to analyze wind resistance, shock resistance, and other dynamic behaviors. Current studies are usually focused on earth-anchored suspension bridges. Compared with earth-anchored suspension bridges, self-anchored suspension bridges are anchored on the girder end which makes girder under the compression condition, cable longitudinal displacement can not be neglected, in addition, large ratio of rise to span leads to cable large tilt angle. Based on functional analysis method, it uses variation calculus to derive differential equation of two-tower and three-span continuous self-anchored suspension bridges free vibrations, taking into account cable tilt angle and cable longitudinal displacement. According to the simplified differential equation, it draws to a formula that can calculate self-anchored longitudinal and vertical vibration frequencies. Finally, two examples are carried out to check the formula’s reasonableness.

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