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Journal articles on the topic 'Tapered steel plate girders'

Author: Grafiati

Published: 4 June 2021

Last updated: 6 February 2022

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1

Zárate, A. V., and E. Mirambell. "Shear strength of tapered steel plate girders." Proceedings of the Institution of Civil Engineers - Structures and Buildings 157, no. 5 (2004): 343–54. http://dx.doi.org/10.1680/stbu.2004.157.5.343.

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2

Shanmugam, N. E., and Hu Min. "Ultimate load behaviour of tapered steel plate girders." Steel and Composite Structures 7, no. 6 (2007): 469–86. http://dx.doi.org/10.12989/scs.2007.7.6.469.

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3

Attaalla, Sayed A. "Inelastic Buckling Strength of Unsymmetrical Tapered Plates." Advances in Structural Engineering 5, no. 3 (2002): 165–71. http://dx.doi.org/10.1260/136943302760228112.

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A comprehensive nonlinear investigation is conducted on tapered plates having unsymmetrical geometry and subjected to five different in-plane compressive loads with the objective of reaching at simple design guidelines. The analyses considered both material and geometrical nonlinear behavior as well as post buckling of thin plates. Simply supported and clamped boundary conditions are considered herein to represent the upper and the lower bounds of most practical situations of tapered web plates in steel girders. The study covers plates with different tapering ratios as compared with the rectan

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4

Dabaon, Mohamed, Ahmed El-Hadidy, and Rashad Manaa. "Shear Behaviour of Continuous Tapered Steel Plate Girders with Corrugated Webs." Journal of Engineering Research 3, no. 6 (2019): 60–65. http://dx.doi.org/10.21608/erjeng.2019.125506.

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5

Bradberry, Timothy E., Jeffery C. Cotham, and Ronald D. Medlock. "Elastomeric Bearings for Steel Trapezoidal Box Girder Bridges." Transportation Research Record: Journal of the Transportation Research Board 1928, no. 1 (2005): 27–38. http://dx.doi.org/10.1177/0361198105192800103.

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Traditionally, bridge bearings supporting steel trapezoidal box girders (tub girders) consist of fabricator-designed mechanical devices, such as pot or disc bearings, that may be guided or unguided and are expensive to fabricate and place. Performance of these bearings has been mixed: some are maintenance-free and others require significant maintenance, repair, or replacement. In Texas, bridge bearings supporting concrete and steel superstructure types are typically steel-laminated elastomeric bearings that are tapered or have a constant thickness. Recently, the Texas Department of Transportat

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6

Wang, Yuan Qing, Li Yuan Liu, Da Yi Ding, Yong Jiu Shi, and Hai Ying Wan. "Finite Element Analyses and Design Proposals on the Truss-to-Box Girder Connection Models of Xinqiao International Airport Terminal." Applied Mechanics and Materials 94-96 (September 2011): 724–30. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.724.

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Hefei Xinqiao International Airport Terminal is a steel structure consisting of long-span rigid frames, with 804m in length and about 161m in width at the widest part. The long-span frame consists of box columns, large curvature beams, tapered box beams and space trusses. The joints between space trusses and box beams named truss-to-box beam connections are the critical parts of the whole structure, because of the discontinuity in geometries and stiffness which result in high stress concentrations and complicated mechanical properties. GJ3-6, GJ3-5 and GJ3-1 of the airport terminal are modeled

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7

Callicutt, Edwin. "Special-Design Precast Concrete Beams for Sidney Lanier Bridge Replacement Project." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (2000): 48–51. http://dx.doi.org/10.3141/1696-07.

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The Sidney Lanier Bridge Replacement Project is a $100 million undertaking in Brunswick, Georgia, that will lead to the replacement of an existing 40-year-old steel lift-span structure. The approach bridges that lead to the project’s main-span unit consist of 16 spans of 54.9-m (180-ft), special-design, precast concrete beams as well as 14 spans of 36.6-m (120-ft) Type V AASHTO girders. The special-design beams are 2.3 m (7.5 ft) deep, are erected as simply supported members and are then made into two-span continuous units by longitudinal posttensioning, and are rigidly connected transversely

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8

Mirambell, E., and A. V. Zárate. "Web buckling of tapered plate girders." Proceedings of the Institution of Civil Engineers - Structures and Buildings 140, no. 1 (2000): 51–60. http://dx.doi.org/10.1680/stbu.2000.140.1.51.

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9

Roberts, T. M., and A. C. B. Newark. "Shear strength of tapered aluminium plate girders." Thin-Walled Structures 29, no. 1-4 (1997): 47–58. http://dx.doi.org/10.1016/s0263-8231(97)00014-1.

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10

Yosep, Flosten, and Paulus Karta Wijaya. "Shear strength of linearly tapered plate girders." MEDIA KOMUNIKASI TEKNIK SIPIL 26, no. 2 (2021): 237–46. http://dx.doi.org/10.14710/mkts.v26i2.30260.

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This study analyzes the shear behaviour of I profile linearly tapered plate girder and obtains a proposed method to estimate its shear strength. This study contains 72 models of linearly tapered plate girder with angle of inclination range from 2° up to 30°, web thickness: 5 mm up to 8 mm and ratio of a/h: 1, 1.25 dan 1.5. All models have slender web. This study was performed through analysis by finite element method using ADINA 9.5 software. All models are simply supported and applied two shear load variations, which cause diagonal tension field action at short diagonal direction (Type I) and

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11

Bedynek, A., E. Real, and E. Mirambell. "Tapered plate girders under shear: Tests and numerical research." Engineering Structures 46 (January 2013): 350–58. http://dx.doi.org/10.1016/j.engstruct.2012.07.023.

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12

DAVIES, A. W., D. S. C. GRIFFITH, and T. HOGLUND. "SHEAR STRENGTH OF STEEL PLATE GIRDERS." Proceedings of the Institution of Civil Engineers - Structures and Buildings 134, no. 2 (1999): 147–57. http://dx.doi.org/10.1680/istbu.1999.31381.

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13

Abuyounes, S., and H. Adeli. "Optimization of hybrid steel plate girders." Computers & Structures 27, no. 5 (1987): 575–82. http://dx.doi.org/10.1016/0045-7949(87)90072-1.

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14

TAKEDA, HACHIRO, EIICHI WATANABE, and RYO KUNISHI. "INELASTIC REPETITIVE SHEAR AND FLEXURAL BUCKLING OF PLATE GIRDERS." International Journal of Structural Stability and Dynamics 04, no. 01 (2004): 105–24. http://dx.doi.org/10.1142/s021945540400115x.

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In the Great Hanshin–Awaji earthquake of 1995, the phenomena of repetitive inelastic buckling were observed in many steel girders including horizontal girders of portal steel piers on elevated highways. The authors have been interested in the ability of steel girders to dissipate the hysteretic plastic strain energy due to such repetitive buckling of steel girders for earthquake-resistance design. This paper is focused on the repetitive buckling behavior of eight steel plate girders under inelastic shear or the combined shear and bending due to a concentrated point load adopting two independen

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15

Alinia, M. M., Maryam Shakiba, and H. R. Habashi. "Shear failure characteristics of steel plate girders." Thin-Walled Structures 47, no. 12 (2009): 1498–506. http://dx.doi.org/10.1016/j.tws.2009.06.002.

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16

Aleksić, Srđa, Milivoje Rogač, and Duško Lučić. "Analysis of locally loaded steel plate girders." Journal of Constructional Steel Research 89 (October 2013): 153–64. http://dx.doi.org/10.1016/j.jcsr.2013.07.005.

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17

Real, E., E. Mirambell, and I. Estrada. "Shear response of stainless steel plate girders." Engineering Structures 29, no. 7 (2007): 1626–40. http://dx.doi.org/10.1016/j.engstruct.2006.08.023.

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18

Cakiroglu, Celal, Gebrail Bekdaş, Sanghun Kim, and Zong Geem. "Optimisation of Shear and Lateral–Torsional Buckling of Steel Plate Girders Using Meta-Heuristic Algorithms." Applied Sciences 10, no. 10 (2020): 3639. http://dx.doi.org/10.3390/app10103639.

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The shear buckling of web plates and lateral–torsional buckling are among the major failure modes of plate girders. The importance of the lateral–torsional buckling capacity of plate girders was further evidenced when several plate girders of a bridge in Edmonton, Alberta, Canada failed in 2015, because insufficient bracing led to the lateral buckling of the plate girders. In this study, we focus on the optimisation of the cross-sections of plate girders using a well-known and extremely efficient meta-heuristic optimisation algorithm called the harmony search algorithm. The objective of this o

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19

Stroscio, Riccardo. "16.16: Medium span steel-concrete composite bridges: plate girders or box girders." ce/papers 1, no. 2-3 (2017): 4173–82. http://dx.doi.org/10.1002/cepa.474.

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20

Wang, R. H., Q. S. Li, Q. Z. Luo, J. Tang, H. B. Xiao, and Y. Q. Huang. "Nonlinear analysis of plate–truss composite steel girders." Engineering Structures 25, no. 11 (2003): 1377–85. http://dx.doi.org/10.1016/s0141-0296(03)00107-x.

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21

Bock, Marina, Rolando Chacón, Enrique Mirambell, and Esther Real. "Hybrid steel plate girders subjected to patch loading." Steel Construction 5, no. 1 (2012): 3–9. http://dx.doi.org/10.1002/stco.201200001.

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22

Nethercot, D. A., and M. P. Byfield. "Calibration of Design Procedures for Steel Plate Girders." Advances in Structural Engineering 1, no. 2 (1997): 111–26. http://dx.doi.org/10.1177/136943329700100203.

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Test data for plate girders failing in shear have been used as the basis for a calibration of the two design procedures given in Eurocode 3 (EC3). The shear buckling resistances predicted by the simple post-critical and tension field methods were used in a modification of the Annex Z method for determining the numerical values of partial safety factors on resistance to achieve the target reliability of the Code. The analyses demonstrated that plate girder design falls well short of the recommended target reliability and an adjustment to the design methods is therefore proposed.

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23

Saliba, N., E. Real, and L. Gardner. "Shear design recommendations for stainless steel plate girders." Engineering Structures 59 (February 2014): 220–28. http://dx.doi.org/10.1016/j.engstruct.2013.10.016.

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24

Gergess, Antoine N., and Rajan Sen. "Refined analysis for cold bending steel plate girders." Journal of Constructional Steel Research 63, no. 5 (2007): 667–76. http://dx.doi.org/10.1016/j.jcsr.2006.06.032.

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25

Hassanein, M. F., and O. F. Kharoob. "Shear buckling behavior of tapered bridge girders with steel corrugated webs." Engineering Structures 74 (September 2014): 157–69. http://dx.doi.org/10.1016/j.engstruct.2014.05.021.

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26

Hamood, Mohammed, Wael AbdulSahib, and Ali Abdullah. "The effectiveness of CFRP strengthening of steel plate girders with web opening subjected to shear." MATEC Web of Conferences 162 (2018): 04012. http://dx.doi.org/10.1051/matecconf/201816204012.

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The present study is experimental by nature; it involves applying shear buckling test on seven steel-plated girders that are subjected to shear loading. Four of these girders represent the strengthened girders whereas the other three are reference girders. One of the latter type of girders has a square web opening; the second has a diamond web opening while the last one has no opening at all. The webs of the strengthened girders were adhesively attached to CFRP sheets of different patterns. This step was carried out to evaluate the most effective strengthening scheme by CFRP composite. The stu

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27

Shawky, Wael, and Ghaidaa Nabil. "Experimental and numerical study for the post buckling behaviour of plate girders subjected to bending and shear." MATEC Web of Conferences 162 (2018): 04027. http://dx.doi.org/10.1051/matecconf/201816204027.

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This research offers experimental and numerical study for the ultimate strength analysis and post buckling behaviour of plate girders subjected to shear and bending stresses. Two Plate girders of length 2.5m are designed consisting from three separate structural steel plates welded together to form I - section. The dimensions of the first girder section is 512 mm × 120 mm while the second girder section is 412mm × 120 mm. Mechanical properties for plate girders components were found by testing three samples of each plate. The ultimate shear strength was found by examining two plate girders in

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28

Höglund, Torsten. "Shear buckling resistance of steel and aluminium plate girders." Thin-Walled Structures 29, no. 1-4 (1997): 13–30. http://dx.doi.org/10.1016/s0263-8231(97)00012-8.

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29

Shanmugam, N. E., and K. Baskar. "Steel–Concrete Composite Plate Girders Subject to Shear Loading." Journal of Structural Engineering 129, no. 9 (2003): 1230–42. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:9(1230).

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30

Abuyounes, Simon, and Hojjat Adeli. "Optimization of Steel Plate Girders via General Geometric Programming*." Journal of Structural Mechanics 14, no. 4 (1986): 501–24. http://dx.doi.org/10.1080/03601218608907531.

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31

Armoosh, Salam R., A. R. Khalim, and Akram Sh Mahmood. "Shear response of lean duplex stainless steel plate girders." Structural Engineering and Mechanics 54, no. 6 (2015): 1267–81. http://dx.doi.org/10.12989/sem.2015.54.6.1267.

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32

Xiao, Yong, Xuan Yi Xue, Fei Fei Sun, and Guo Qiang Li. "Postbuckling shear capacity of high-strength steel plate girders." Journal of Constructional Steel Research 150 (November 2018): 475–90. http://dx.doi.org/10.1016/j.jcsr.2018.08.032.

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33

Lavrinenko, L. І., and D. Y. Oleynik. "OPTIMAL HEIGHT OF STEEL PLATE GIRDERS WITH CORRUGATED WEBS." Bulletin of Odessa State Academy of Civil Engineering and Architecture, no. 81 (December 7, 2020): 76–86. http://dx.doi.org/10.31650/2415-377x-2020-81-76-86.

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Abstract. This work is carried out in order to study the classical problem of determining the optimal height of a plate girder with given moment of resistance in relation to the features of the real operation of a beam with a corrugated web. A bi-symmetric plate girder with a wavy web is considered. The structural model parameters of the girder correspond to the Zenam technology, which determines the structural limitations of the task. The physical model is the 1st class double-tee girder according to the stress-strain state (in accordance with the current design standards of Ukraine SCS (Stat

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34

Kim, Dong-Won, and Chia-Ming Uang. "Shear Strength of End Panels in Steel Plate Girders." Journal of Structural Engineering 147, no. 6 (2021): 04021063. http://dx.doi.org/10.1061/(asce)st.1943-541x.0003012.

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35

Górecki, Marcin, and Krzysztof Śledziewski. "Experimental Investigation of Impact Concrete Slab on the Bending Behavior of Composite Bridge Girders with Sinusoidal Steel Web." Materials 13, no. 2 (2020): 273. http://dx.doi.org/10.3390/ma13020273.

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Until recently, steel plate girders with corrugated steel members were used primarily as poles and girders in the construction of industrial buildings. Currently, they are also being used in the construction of bridges. Compared to traditional steel and rolled girders, steel plate girders weigh less and are more stiff, while also having a neater appearance. In this paper, the results of an experimental study are present. The aim of the study was to determine the behavior of a bridge girder with sinusoidal web geometry when subjected to a bending moment. The study was focused on a composite ste

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36

Sahnehsaraei, Mohammadali Jafari, and Saeed Erfani. "Analysis of elastic buckling behavior of steel delta girders." International Journal of Engineering & Technology 3, no. 3 (2014): 372. http://dx.doi.org/10.14419/ijet.v3i3.3059.

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Given the widespread use of beam and plate in structures, it is essential to have a thorough understanding of girder behavior. According to buckling failure mode in plates, it is necessary to take measures in this regard. Delta stiffener is using this approach. Due to the lack of technical knowledge about these kinds of plate beam, it is necessary to find good geometric properties of the delta girder plates for both technically and economically optimization. Therefore, in this paper, by modeling and finite element analysis for simple girder (without Stiffener), beam hardening by longitudinal p

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37

Domalik, Daniel E., Jason F. Shura, and Daniel G. Linzell. "Design and Field Monitoring of Horizontally Curved Steel Plate Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1928, no. 1 (2005): 83–91. http://dx.doi.org/10.1177/0361198105192800109.

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Bridge 207 is a two-span horizontally curved steel plate girder bridge near Port Matilda, Pennsylvania. Although the curvature is not severe, the curvature combined with the unequal span balance caused an unusual distribution of force effects in the girders. A global twisting of the superstructure was caused by the unequal vertical deflections in the two spans. The computer program BSDI-3D was used to analyze the curved superstructure. To account for the out-of-plumb condition of the girders in their final condition, additional lateral flange bending moments were calculated. The magnitude of t

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38

Thimmhardy, Eugene G., and Robert M. Korol. "Geometric imperfections and tolerances for steel box girder bridges." Canadian Journal of Civil Engineering 15, no. 3 (1988): 437–42. http://dx.doi.org/10.1139/l88-059.

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An investigation to determine the magnitude of geometric imperfections induced during the fabrication of welded steel box girders is reported for nine highway bridges constructed in Canada. Measurement data were collected to compare the significance of dead load on initial imperfections obtained following fabrication. Existing bridges were found to have out-of-plane deviations of plate panels about 10% higher than unloaded bridge values. A statistical interpretation of measurements of initial plate imperfections and out-of-straightness of stiffeners culminates in tolerance levels, deemed to be

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39

Pasternak, Hartmut, and Gabriel Kubieniec. "PLATE GIRDERS WITH CORRUGATED WEBS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 16, no. 2 (2010): 166–71. http://dx.doi.org/10.3846/jcem.2010.17.

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Especially for the main frames of single‐storey steel buildings the use of corrugated web beams, mainly with sinusoidal corrugation, has been increased very much during the last years. Due to the thin web of 1,5 mm to 3 mm corrugated web beams afford a significant weight reduction compared with hot rolled profiles or welded I‐sections. Buckling failure of the web is prevented by the corrugation. The buckling resistance of presently used sinusoidal corrugated webs is comparable with plane webs of 12 mm thickness or more. Due to improvements of the automatic fabrication process corrugated webs u

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40

Loov, Robert, and Narayana Parthasarathi. "Study of shear provisions for stiffened plate girders." Canadian Journal of Civil Engineering 31, no. 1 (2004): 160–67. http://dx.doi.org/10.1139/l03-096.

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Steel design in Canada generally follows the provisions of CSA-S16-01 "Limit states design of steel structures" (CSA 2001). The provisions in this standard governing the shear design of stiffened plate girders set limits to the choice of web thickness, girder depth, and the spacing of intermediate stiffeners. This paper reviews the influence of each of the equations that govern the shear design of stiffened plate girders. The study reveals that many of the equations are unlikely to have any effect. Of the 13 equations that could restrict the design, only 3 are likely to have any influence on a

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41

Aziz, Esam M. "Enhancing Fire Resistance of Steel Bridge Girders Using External Fire Insulation." Kurdistan Journal of Applied Research 2, no. 3 (2017): 315–19. http://dx.doi.org/10.24017/science.2017.3.25.

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Fire in steel bridges can be a significant hazard; however, no provisions are specified for fire resistance of bridge structural members in current codes and standards. This paper presents results from numerical analysis on the response of steel bridge girders under fire conditions. A finite element model is developed to evaluate the fire resistance of typical steel girders in bridges using fire insulation with different configurations and thicknesses. The first configuration comprised of applying fire insulation on the web plate of the steel girder, while in the second configuration, the stee

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42

Albert, C., and J. L. Dawe. "Buckling of continuous steel girders with flange restraint." Canadian Journal of Civil Engineering 17, no. 2 (1990): 121–28. http://dx.doi.org/10.1139/l90-016.

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A theoretical investigation of the buckling strength of continuous steel girders with top flange restraint is presented. Girders consisting of two equal spans are analyzed using a finite element technique to determine the effects of partial and full restraint conditions commonly found in bridge design. The effects of loading conditions, span length, and web stiffeners are also considered. A refinement is introduced for the purpose of modelling inelastic behavior due to combined bending and residual stresses. The theoretical method shows excellent agreement with experimental results obtained by

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43

Sayed-Ahmed, Ezzeldin Yazeed. "Behaviour of steel and (or) composite girders with corrugated steel webs." Canadian Journal of Civil Engineering 28, no. 4 (2001): 656–72. http://dx.doi.org/10.1139/l01-027.

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Composite beams with corrugated steel webs represent a new innovative system which has emerged in the past decade for short and medium span bridges. The new system usually combines the usage of corrugated steel plates as webs and reinforced/prestressed concrete slabs as flanges for plate or box girders. Bridges that have been recently built with this hybrid system are outlined in this paper, which focuses on the advantages of using corrugated steel webs as opposed to traditional flat webs. The flexural behaviour and bearing resistance of girders with corrugated steel webs is briefly discussed.

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44

Hayatdavoodi, Aliakbar, and Nandivaram Elumalai Shanmugam. "Web Buckling and Ultimate Strength of Composite Plate Girders Subjected to Shear and Bending." International Journal of Structural Stability and Dynamics 15, no. 02 (2015): 1450047. http://dx.doi.org/10.1142/s0219455414500473.

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The paper is concerned with ultimate load behavior of steel–concrete composite plate girders subjected to combined action of shear and bending. An analytical method is presented to predict the interactive response of the girder. The method considers the tension field action in the plate girder web panel and shear failure of concrete slab. The method is approximate and can be applied to composite plate girders at the preliminary stages of design. Strength of composite plate girders is investigated by varying the moment/shear ratio. It is shown that ultimate load capacity of composite plate gird

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45

Sharp, Stephen R., Jason Provines, Audrey K. Moruza, William F. Via, and Keith N. Harrop. "Design, Fabrication, Construction, and Cost Assessment of Virginia’s First Corrosion Resistant ASTM A1010 Plate Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 26 (2018): 68–76. http://dx.doi.org/10.1177/0361198118773888.

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This study documents the construction of the Waynesboro Route 340 Bridge with low-maintenance corrosion resistant steel girders, cross-frames, and stainless steel bolts. This includes documenting the fabrication of the ASTM A1010 steel plate, girder and secondary members, erecting the girders, and completion of the construction process. The types of stainless steel materials used to fabricate the girders are reported with a comparison to traditional materials. Information on the material properties was documented. Cost analysis was performed and guidance was provided to the Virginia Department

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46

Abdelfattah, Fathy Abdelmoniem. "Fatigue Strength of Steel Plate Girders with Notched Dapped End." International Review of Civil Engineering (IRECE) 10, no. 1 (2019): 15. http://dx.doi.org/10.15866/irece.v10i1.16079.

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47

Alinia, M. M., A. Gheitasi, and Maryam Shakiba. "Postbuckling and ultimate state of stresses in steel plate girders." Thin-Walled Structures 49, no. 4 (2011): 455–64. http://dx.doi.org/10.1016/j.tws.2010.12.008.

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48

Lalthazuala, Ricky, and Konjengbam Darunkumar Singh. "Structural performance of hybrid stainless steel plate girders under shear." Thin-Walled Structures 143 (October 2019): 106214. http://dx.doi.org/10.1016/j.tws.2019.106214.

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49

Nascimento, Sérgio, and José Oliveira Pedro. "SHEAR STRENGTH OF STEEL‐CONCRETE COMPOSITE PLATE GIRDERS – A REVIEW." ce/papers 3, no. 5-6 (2019): 181–92. http://dx.doi.org/10.1002/cepa.1193.

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50

Perera, Nilakshi, and Mahen Mahendran. "Section moment capacity tests of hollow flange steel plate girders." Journal of Constructional Steel Research 148 (September 2018): 97–111. http://dx.doi.org/10.1016/j.jcsr.2018.04.034.

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