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Journal articles on the topic 'Slenderness limits'

Author: Grafiati

Published: 4 June 2021

Last updated: 20 February 2023

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1

Bradford, M. A., H. Y. Loh, and B. Uy. "Slenderness limits for filled circular steel tubes." Journal of Constructional Steel Research 58, no. 2 (February 2002): 243–52. http://dx.doi.org/10.1016/s0143-974x(01)00043-8.

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2

Marí, Antonio R., and Jostein Hellesland. "Lower Slenderness Limits for Rectangular Reinforced Concrete Columns." Journal of Structural Engineering 131, no. 1 (January 2005): 85–95. http://dx.doi.org/10.1061/(asce)0733-9445(2005)131:1(85).

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3

Rasmussen, K. J. R., and G. J. Hancock. "Plate slenderness limits for high strength steel sections." Journal of Constructional Steel Research 23, no. 1-3 (January 1992): 73–96. http://dx.doi.org/10.1016/0143-974x(92)90037-f.

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4

Elchalakani, M., X. L. Zhao, and R. H. Grzebieta. "Plastic Slenderness Limits for Cold-Formed Circular Hollow Sections." Australian Journal of Structural Engineering 3, no. 3 (January 1, 2002): 127–41. http://dx.doi.org/10.1080/13287982.2002.11464900.

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5

Sivakumaran, K. S., and Bing Yuan. "Slenderness limits and ductility of high strength steel sections." Journal of Constructional Steel Research 46, no. 1-3 (April 1998): 149–51. http://dx.doi.org/10.1016/s0143-974x(98)00158-8.

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6

King, C. M., and J. B. Davison. "Cross-section slenderness limits for columns with plastic rotations." Journal of Constructional Steel Research 95 (April 2014): 162–71. http://dx.doi.org/10.1016/j.jcsr.2013.11.019.

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7

Kaur, Ravpreet, and Harvinder Singh. "Slenderness in Steel Fibre Reinforced Concrete Long Beams." Civil Engineering Journal 8, no. 6 (June 1, 2022): 1240–56. http://dx.doi.org/10.28991/cej-2022-08-06-011.

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Slenderness influences in steel fibre reinforced concrete (SFRC) long beams are not adequately addressed in current concrete design regulations. The present guidelines are confined to semi-empirical formulations for limiting slenderness ratio, but largely restricted to RC beams. Many scholars have already examined RC long beams and successfully presented the slenderness ratio formula for RC long beams. This article proposes a novel term for limiting the slenderness ratio for SFRC long rectangular beams based on the fundamental principle of mechanics and taking into account the slenderness impact of RC long beams as well as the flexural moment capacity of SFRC beams. The suggested formulation for limiting slenderness ratio agrees closely with experimental data and may reliably forecast the mode of collapse. The proposed limiting slenderness ratio formulation takes into consideration beam end circumstances, loading conditions, concrete strengths, steel, tension and compression reinforcement ratios, and transverse reinforcement ratios, among other factors. It is revealed that a wide variety of slenderness limits may be achieved for varied sets of design parameters. The researchers' predictions and the suggested equation are compared to the test results of 9 SFRC beams. The suggested equation fits well with the results of the tests that have been done so far. Doi: 10.28991/CEJ-2022-08-06-011 Full Text: PDF

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8

Hellesland, Jostein. "Mechanics and Slenderness Limits of Sway-Restricted Reinforced Concrete Columns." Journal of Structural Engineering 134, no. 8 (August 2008): 1300–1309. http://dx.doi.org/10.1061/(asce)0733-9445(2008)134:8(1300).

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9

Kazemzadeh Azad, Sina, Dongxu Li, and Brian Uy. "Axial slenderness limits for austenitic stainless steel-concrete composite columns." Journal of Constructional Steel Research 166 (March 2020): 105856. http://dx.doi.org/10.1016/j.jcsr.2019.105856.

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10

KRAHL, P. A., M. C. V. LIMA, and M. K. EL DEBS. "Recommendations for verifying lateral stability of precast beams in transitory phases." Revista IBRACON de Estruturas e Materiais 8, no. 6 (December 2015): 763–74. http://dx.doi.org/10.1590/s1983-41952015000600003.

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Abstract This paper presents recommendations for security check of precast beams in transitory phases, compare results of parametric analyzes with national and international code recommendations and confront the formulations used for the calculation of critical load of lateral instability. In transport and lifting phases, precast beams are susceptible to loss lateral stability because the established supports provides little restriction to the element rotate on its principal axis and move laterally. To recommend limits of slenderness, parametric analysis are performed using formulations based on bifurcacional instability, including eigenvalue problems with the finite element method. The results show that the safety limits for I beams and rectangular beams are different. For the analyzed cases and with reference to beam slenderness equation used by fib Model Code [13], the limit determined for rectangular beams would be 85 and for I beams 53, which could be taken as 50, as recommended by the code. Within the analyzed cases of I beams, only the fib Model Code [13] recommendation attend the slenderness limit for transitory phases.

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11

Park, Yong Myung, Kun-Joon Lee, Byung Ho Choi, and Kwang Il Cho. "Modified slenderness limits for bending resistance of longitudinally stiffened plate girders." Journal of Constructional Steel Research 122 (July 2016): 354–66. http://dx.doi.org/10.1016/j.jcsr.2016.04.003.

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12

Heidarpour, A., and M. A. Bradford. "Local buckling and slenderness limits for flange outstands at elevated temperatures." Journal of Constructional Steel Research 63, no. 5 (May 2007): 591–98. http://dx.doi.org/10.1016/j.jcsr.2006.07.007.

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13

Scholz, H. "Simple slenderness limits to control instability in plasticity-designed sway frames." Journal of Constructional Steel Research 16, no. 2 (January 1990): 135–51. http://dx.doi.org/10.1016/0143-974x(90)90017-b.

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14

Shaker, Fattouh M. F., Kyrolos Zarzor, Sameh Gaawan, Ahmed Deifalla, and Mohamed Salem. "Evaluation of Axial Compression Slenderness Limits of High and Ultra-High-Strength Steel Circular Hollow Sections." Buildings 12, no. 8 (July 26, 2022): 1093. http://dx.doi.org/10.3390/buildings12081093.

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Despite significant advances in metallurgy and the potential to create high and ultra-high-strength steel, all international specifications for steel design provide little information about the limits of slenderness for high-strength steel sections (HSSs) and don’t provide anything about the design of ultra-high-strength steel sections (UHSSs). The current international steel codes such as AISC 360-16 and EC3 can be applied only to steel grades up to S690 and S460, respectively, according to their limitations. These approaches for normal-strength steel are used for HSSs and UHSSs without extensive studies to determine their accuracy in these cases. Therefore, it is one of the main objectives of this study. The behavior of high and ultra-high-strength steel circular hollow sections under axial compression load is studied in this research. Sixteen nonlinear finite element (FE) models were generated to replicate stub column tests that were experimentally tested by others in previous research. Hence, a parametric study was conducted using forty FE models developed to investigate the local buckling behavior under various slenderness ratios comprehensively. The developed models covered slenderness ratios ranging from 20 to 1226 and steel grades S460 and S1100 with yield stress equal to 460 MPa and 1152 MPa, respectively. The FE results were combined with 105 previously collected experimental results to assess the applicability of existing codified design methodologies in the Euro code and the North American codes of cold-formed circular hollow sections (CHSs). Based on the results of this study, new cross-section slenderness limits and new design equations for more efficient simple designs were presented for circular hollow sections of HSSs and UHSSs and compared with the results of experimental tests and FE models.

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15

Maiorana, Emanuele, Maël Sonna Donko, and Guillaume Hervé Poh’sié. "Imperfection Tolerances During the Erection of Steel Plate Girders and Geometrical Nonlinearities." International Journal of Architectural Engineering Technology 8 (October 8, 2021): 22–36. http://dx.doi.org/10.15377/2409-9821.2021.08.3.

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This work aims to prove that the strict initial imperfection tolerance limits proposed by the American AWS D1.1/D1.1M and the European EN 1090-2 codes could be relaxed for the webs of the most encountered steel I-plate girders subjected to local bend-buckling during their erection phase. To achieve this scope, a parametric study was done involving 36 perfect and 612 imperfect web models with varying aspect ratio, slenderness ratio, initial imperfection amplitude, and stress ratio using Abaqus/CAE by Finite Element (FE) linear buckling analyses then FE geometrically and materially nonlinear analyses with imperfections included (GMNIA). After investigating the results, two main research novelties were found. An easily applicable equation to determine the ultimate strength of webs subjected to direct stresses, which is a function of not only the slenderness ratio and stress ratio (as in other research) but also a function of the initial imperfection amplitude, was derived. Secondly, a tolerance limit equation that is a function of not only the slenderness ratio but also the stress ratio, thus considering the symmetry of the section of plate girders, has been derived. The derived tolerance limit equation provides acceptable and inclusive parameter-wise imperfection tolerances for webs of plate girders so as to relax strict and costly tolerance limits. The results obtained show that for monosymmetric I-plate girders during erection, EN 1090-2 and AWS D1.1/D1.1M tolerance limits can be relaxed to around 40% and 80% in less slender webs and close to 60% and 200% in more slender webs, respectively.

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16

Kišiček, Tomislav, Tvrtko Renić, Ivan Hafner, and Mislav Stepinac. "Simplified Rules for Serviceability Control of FRPRC Elements." Polymers 14, no. 12 (June 20, 2022): 2513. http://dx.doi.org/10.3390/polym14122513.

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Serviceability limit states are very important in the design of reinforced concrete elements but they are complex to calculate. Simplified serviceability calculations are provided in EN 1992-1-1 (2013) for steel reinforced elements. The crack widths are assumed to be acceptable if the bar diameters or bar spacings are not too large, while deflections are acceptable if the slenderness is not too large. In recent decades, FRP bars have become an adequate replacement for steel bars, especially in aggressive environments. The calculation procedures for FRP-reinforced concrete elements (FRPRC) were developed from calculation methods for steel reinforced elements. The first part of this paper demonstrates the procedures and parametric investigation for calculating the maximum bar diameter and bar spacing for the purpose of controlling the crack width, focusing on calculations for the maximum bar diameter for which cracks widths are acceptable. The second part of the paper demonstrates the procedures and parametric calculations for the slenderness limits for concrete elements reinforced with FRP bars in order to satisfy the usual deflection limits. Due to the different modulus of elasticity values of FRP and steel, the tables used for steel cannot be used for concrete beams reinforced with FRP bars. Therefore, new tables and diagrams are proposed in the paper. The new tables and diagrams for the maximum allowable bar diameters for the different modulus of elasticity values of FRP can be useful for the rapid control of the crack width in FRPRC elements. They are conservative compared to the exact calculations because some assumptions taken in the calculations are different to those taken in the exact calculation procedure for the crack width. The results of parametric calculations for the slenderness limits for FRPRC elements are provided in the form of a diagram for different concrete classes. Satisfying the slenderness from these curves will result in a smaller deflection than that allowed for each parameter related to that class of concrete.

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17

Elchalakani, M., X. L. Zhao, and R. Grzebieta. "Bending tests to determine slenderness limits for cold-formed circular hollow sections." Journal of Constructional Steel Research 58, no. 11 (November 2002): 1407–30. http://dx.doi.org/10.1016/s0143-974x(01)00106-7.

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18

Jiao, H., and X. L. Zhao. "Section slenderness limits of very high strength circular steel tubes in bending." Thin-Walled Structures 42, no. 9 (September 2004): 1257–71. http://dx.doi.org/10.1016/j.tws.2004.03.020.

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19

Li, Dongxu, Zhichao Huang, Brian Uy, Huu-Tai Thai, and Chao Hou. "Slenderness limits for fabricated S960 ultra-high-strength steel and composite columns." Journal of Constructional Steel Research 159 (August 2019): 109–21. http://dx.doi.org/10.1016/j.jcsr.2019.04.025.

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20

Maduliat, S., M. R. Bambach, and X. L. Zhao. "Slenderness limits for cold-formed channel sections in bending by experimental methods." Journal of Constructional Steel Research 76 (September 2012): 75–82. http://dx.doi.org/10.1016/j.jcsr.2012.03.009.

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21

Kuhlmann, U. "Definition of flange slenderness limits on the basis of rotation capacity values." Journal of Constructional Steel Research 14, no. 1 (January 1989): 21–40. http://dx.doi.org/10.1016/0143-974x(89)90068-0.

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22

Zhou, Zheng, Mark D. Denavit, and Xuhong Zhou. "New cross-sectional slenderness limits for stiffened rectangular concrete-filled steel tubes." Engineering Structures 280 (April 2023): 115689. http://dx.doi.org/10.1016/j.engstruct.2023.115689.

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23

Saleh, Eman, Abdullah Alghossoon, and Ahmad Tarawneh. "Optimal allocation of material and slenderness limits for the rectangular concrete-filled columns." Journal of Constructional Steel Research 193 (June 2022): 107283. http://dx.doi.org/10.1016/j.jcsr.2022.107283.

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24

Saleh, Eman, Abdullah Alghossoon, and Ahmad Tarawneh. "Optimal allocation of material and slenderness limits for the rectangular concrete-filled columns." Journal of Constructional Steel Research 193 (June 2022): 107283. http://dx.doi.org/10.1016/j.jcsr.2022.107283.

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25

Kazemzadeh Azad, Sina, Dongxu Li, and Brian Uy. "Axial slenderness limits for duplex and lean duplex stainless steel-concrete composite columns." Journal of Constructional Steel Research 172 (September 2020): 106175. http://dx.doi.org/10.1016/j.jcsr.2020.106175.

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26

Caldentey, Alejandro Pérez, Javier Mendoza Cembranos, and Hugo Corres Peiretti. "Slenderness limits for deflection control: A new formulation for flexural reinforced concrete elements." Structural Concrete 18, no. 1 (February 2017): 118–27. http://dx.doi.org/10.1002/suco.201600062.

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27

Mansour, Alaa, and Tarek Elsayed. "Reliability-Based Allowable Unfairness Tolerances for Unstiffened Plates." Journal of Ship Research 43, no. 04 (December 1, 1999): 255–65. http://dx.doi.org/10.5957/jsr.1999.43.4.255.

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A procedure and a simple formula have been developed for determining the maximum allowable plating unfairness tolerance in ship panels. The formula is based on reliability assessment of strength of unstiffened plates having initial imperfections. Plate ultimate strength is determined by taking into account the effects of initial deflections and residual stresses. A series of plate reliability analyses relative to the ultimate strength failure, for varying plate unfairness, and aspect and slenderness ratios, is carried out. Based on the computed results, a simple expression for predicting the maximum allowable unfairness tolerance of the plate is derived. The developed expression, described in terms of the plate slenderness ratio, can be useful for the assessment of unfairness limits of plating between frames in ship structures.

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28

GUPTA, Vivek Kumar, Yoshiaki OKUI, and Masatsugu NAGAI. "DEVELOPMENT OF WEB SLENDERNESS LIMITS FOR COMPOSITE I-GIRDERS ACCOUNTING FOR INITIAL BENDING MOMENT." STRUCTURAL ENGINEERING / EARTHQUAKE ENGINEERING 23, no. 2 (2006): 229s—239s. http://dx.doi.org/10.2208/jsceseee.23.229s.

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29

GUPTA, Vivek Kumar, Yoshiaki OKUI, and Masatsugu NAGAI. "DEVELOPMENT OF WEB SLENDERNESS LIMITS FOR COMPOSITE I-GIRDERS ACCOUNTING FOR INITIAL BENDING MOMENT." Doboku Gakkai Ronbunshuu A 62, no. 4 (2006): 854–64. http://dx.doi.org/10.2208/jsceja.62.854.

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30

Marí, Antonio, Lluís Torres, Eva Oller, and Cristina Barris. "Performance-based slenderness limits for deformations and crack control of reinforced concrete flexural members." Engineering Structures 187 (May 2019): 267–79. http://dx.doi.org/10.1016/j.engstruct.2019.02.045.

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31

Hellesland, Jostein. "Closure to “Mechanics and Slenderness Limits of Sway-Restricted Reinforced Concrete Columns” by Jostein Hellesland." Journal of Structural Engineering 135, no. 11 (November 2009): 1431–33. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000083.

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32

Aristizabal-Ochoa, J. Dario. "Discussion of “Mechanics and Slenderness Limits of Sway-Restricted Reinforced Concrete Columns” by Jostein Hellesland." Journal of Structural Engineering 135, no. 11 (November 2009): 1430–31. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000090.

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33

Elchalakani, M., A. Karrech, M. F. Hassanein, and Bo Yang. "Plastic and yield slenderness limits for circular concrete filled tubes subjected to static pure bending." Thin-Walled Structures 109 (December 2016): 50–64. http://dx.doi.org/10.1016/j.tws.2016.09.012.

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34

Lahlou, K., and M. Lachemi. "Prédiction de la charge ultime de colonnes mixtes constituées de tubes remplis de béton à haute résistance : étude comparative des codes de calcul." Canadian Journal of Civil Engineering 26, no. 4 (August 1, 1999): 476–88. http://dx.doi.org/10.1139/l99-010.

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Columns are the preferred structural application of high and very high strength concrete. The confinement of this type of concrete in steel tubes presents definite advantages from both a technical and an economical perspective. However, the present design code provisions do not allow this type of material to be considered. In certain codes, the validity limits have recently been widened, but these limits remain below the present performance of high-strength concrete. The results of a large experimental program aiming at studying the behavior of concrete columns confined in steel tubes were used in order to compare predictions by different design methods, and thus verify their applicability beyond their conventional validity limits. Based on these experimental results, a new equation is proposed to predict the ultimate load of concrete columns confined in a steel tube.Key words: high-strength concrete, ultimate load, design codes, mixed columns, confinement, slenderness.[Journal translation]

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35

Elchalakani, Mohamed, Xiao-Ling Zhao, and Raphael Grzebieta. "Cyclic Bending Tests to Determine Fully Ductile Section Slenderness Limits for Cold-Formed Circular Hollow Sections." Journal of Structural Engineering 130, no. 7 (July 2004): 1001–10. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:7(1001).

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36

Elsayed, Tarek, and Alaa Mansour. "Reliability-Based Specification of Welding Distortion Tolerances for Stiffened Steel Panels." Journal of Ship Research 47, no. 01 (March 1, 2003): 39–47. http://dx.doi.org/10.5957/jsr.2003.47.1.39.

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The purpose of this study is to analytically derive a simple and reasonably accurate expression for the maximum allowable unfairness tolerance of longitudinally stiffened panels in ship structures. The stiffened panels under consideration are typical of those found in the deck, bottom, or side shell of longitudinally stiffened ships. They are assumed to be under still water and wave-induced loads, resulting in predominantly compressive loads. A plate-stiffener combination model is used as representative of the stiffened panel. Ultimate strength is determined based on a strut approach taking into account the effects of initial stiffener deflection and welding residual stresses in the stiffener. A series of stiffener reliability analyses relative to the ultimate failure strength of the stiffener for varying proportions of column slenderness ratios is carried out. Based on the computed results, a simple expression for predicting the maximum allowable unfairness tolerance of the stiffener is derived. The developed expression, expressed in terms of the stiffener slenderness ratio, can be useful for the assessment of fairness limits of plating with frames, or as a design guideline in ship structures during construction.

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37

Kopala, Dominika, Anna Ostaszewska-Liżewska, and Roman Szewczyk. "Sensitivity Limits and Functional Characteristics of Fluxgate Sensors with Rod-Shaped Magnetic Cores." Pomiary Automatyka Robotyka 26, no. 2 (June 30, 2022): 29–33. http://dx.doi.org/10.14313/par_244/29.

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Highly sensitive fluxgate magnetic field sensors with rod-shaped cores are widely used for non-destructive testing as well as for industrial applications. However, in case of both Foerster and Vacquier (two-core sensors configurations), fluxgate sensors sensitivity is directly connected with the relative magnetic permeability of the sensor’s core. It should be highlighted that the magnetic permeability of rod-shaped magnetic cores is driven mainly by the demagnetization factor determined by its slenderness (aspect ratio). The paper presents the analyses of sensitivity limits of fluxgate sensors with rod-shaped cores. On the base of estimations of demagnetization factor specific for fluxgate sensors, it is shown that in case of rod-shaped cores, the sensor’s sensitivity is connected with the shape of the core rather than its relative magnetic permeability. This conclusion is essential during the development and optimization of functional characteristics of fluxgate sensors.

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38

Heidarpour, A., and M. A. Bradford. "Local buckling and slenderness limits for steel webs under combined bending, compression and shear at elevated temperatures." Thin-Walled Structures 46, no. 2 (February 2008): 128–46. http://dx.doi.org/10.1016/j.tws.2007.08.014.

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39

Elchalakani, Mohamed, Xiao-Ling Zhao, and Raphael Grzebieta. "Variable amplitude cyclic pure bending tests to determine fully ductile section slenderness limits for cold-formed CHS." Engineering Structures 28, no. 9 (July 2006): 1223–35. http://dx.doi.org/10.1016/j.engstruct.2005.10.022.

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40

Beamish, M. J. "Cyclic loading tests on steel portal frame knee joints." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 1 (March 31, 1987): 42–52. http://dx.doi.org/10.5459/bnzsee.20.1.42-52.

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The results of cyclic loading tests on three full-size portal frame knee joints are presented. All members complied with the flange and web slenderness limits for plastic design (AS 1250-1981) but were the lightest sections for their respective depths. Large decreases in load capacity were observed when either lateral-torsional or combined local flange and web buckling occurred. Lateral restraint forces were measured and were found to exceed the minimum ultimate strength values specified by the design code rules. One fully welded connection and two bolted connections were used and suffered only minor damage during the tests.

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41

Santamarina, J. C., K. A. Klein, Y. H. Wang, and E. Prencke. "Specific surface: determination and relevance." Canadian Geotechnical Journal 39, no. 1 (February 1, 2002): 233–41. http://dx.doi.org/10.1139/t01-077.

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Specific surface captures the combined effects of particle size and slenderness in a measurement that is independent and complementary to grain-size distribution. There are various methods to measure specific surface, including gas adsorption in dry conditions and selective molecular absorption in aqueous suspensions. The measurement procedure can have an important effect on measured values, yet such sensitivity is informative in itself. The amount of surface in a soil mass determines the balance between surface-related forces and gravimetricskeletal forces acting on a soil particle, affects fabric formation, supports rich energy coupling mechanisms, governs conduction, and controls sorption and retardation during chemical diffusion.Key words: specific surface, surface area, methylene blue, gas adsorption, fabric, Atterberg limits, grain-size distribution.

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42

Jiao-Wang, Liu, Sergio Puerta-Hueso, David Pedroche, and Carlos Santiuste. "Prediction of Critical Buckling Load on Open Cross-Section Columns of Flax/PLA Green Composites." Polymers 14, no. 23 (November 23, 2022): 5095. http://dx.doi.org/10.3390/polym14235095.

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The present work aims to analyze the buckling behavior of nonlinear elastic columns with different open cross-sections and slenderness ratios to verify the limits of the modified Ludwick law to predict the critical buckling load. The results of the analytical formulation based on the modified Ludwick law are compared with a FEM numerical model using the Marlow hyperelastic behavior and experimental results conducted on flax/PLA specimens with three different open cross-sections. The comparative results show that the numerical predictions agree with the experimental results in all the cases. The FEM model can exactly reproduce the buckling behavior of the C-section columns. However, the prediction errors for the C90 and C180 columns are higher than for the C60 columns. Moreover, the theoretical estimations indicate that the C90 cross-section column is the limit of application of the modified Ludwick law to predict the critical buckling load of nonlinear elastic columns with open cross-sections, and the C180 column is out of the prediction limits. Generally, the numerical and theoretical models underestimated the scattering effects of the predictions because more experimental variables were not considered by the models.

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43

Jawalkar, Prof G. C. "Comparative Analysis and Design of Bridge Pier for Various Geometries Along Height Comparing the Parameters Deflection and Bending Stresses." International Journal for Research in Applied Science and Engineering Technology 9, no. 12 (December 31, 2021): 571–80. http://dx.doi.org/10.22214/ijraset.2021.39315.

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Abstract: Slender member is subjected to axial load and biaxial bending moment and fails due to buckling. This buckling is caused due to slenderness effect also known as ‘P∆’ effect. This buckling gives rise to excessive bending moment occurring at a point of maximum deflection. This additional bending moment is considered in second order analysis. The objective of the research reported in this paper is to formulate bending moment equation by using beam column theory and to study the behaviour of solid circular section and hollow circular section of bridge pier. The optimization in area of cross section is done by providing a combination of solid and hollow circular section in place of a solid circular section of pier within permissible limits. A comparative study on behaviour for all three conditions is been carried out. Keywords: slender column, buckling, ‘P∆’ effect, beam-column, second order analysis, bridge pier.

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44

Jawalkar, Prof G. C. "Comparative Analysis and Design of Bridge Pier for various Geometries along height." International Journal for Research in Applied Science and Engineering Technology 9, no. 12 (December 31, 2021): 431–40. http://dx.doi.org/10.22214/ijraset.2021.39314.

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Abstract: Slender member is subjected to axial load and biaxial bending moment and fails due to buckling. This buckling is caused due to slenderness effect also known as ‘P∆’ effect. This buckling gives rise to excessive bending moment occurring at a point of maximum deflection. This additional bending moment is considered in second order analysis. The objective of the research reported in this paper is to formulate bending moment equation by using beam column theory and to study the behaviour of solid circular section and hollow circular section of bridge pier. The optimization in area of cross section is done by providing a combination of solid and hollow circular section in place of a solid circular section of pier within permissible limits. A comparative study on behaviour for all three conditions is been carried out. Keywords: slender column, buckling, ‘P∆’ effect, beam-column, second order analysis, bridge pier.

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45

Barris, Cristina, Lluís Torres, Cristina Miàs, and Irene Vilanova. "DESIGN OF FRP REINFORCED CONCRETE BEAMS FOR SERVICEABILITY REQUIREMENTS." Journal of Civil Engineering and Management 18, no. 6 (November 20, 2012): 843–57. http://dx.doi.org/10.3846/13923730.2012.720934.

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Serviceability Limit States (SLS) may govern the design of concrete elements internally reinforced with Fibre Reinforced Polymer (FRP) bars because of the mechanical properties of FRP materials. This paper investigates the design of Fibre Reinforced Polymer reinforced concrete (FRP RC) beams under the SLS of cracking, stresses in materials, and deflections. A formulation to calculate the bending condition at which crack width and stresses in materials requirements are fulfilled is presented based on principles of equilibrium, strain compatibility and linear elastic behaviour of materials. The slenderness limits to comply with the deflection limitation are redefined and a methodology to calculate the optimal height of an FRP RC beam to satisfy all of these serviceability requirements is proposed. This procedure allows optimising the dimensions of an FRP RC beam taking into account the specific characteristics of the element, such as the mechanical properties of materials and the geometric and loading conditions.

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ARNE, WALTER, NICOLE MARHEINEKE, and RAIMUND WEGENER. "ASYMPTOTIC TRANSITION FROM COSSERAT ROD TO STRING MODELS FOR CURVED VISCOUS INERTIAL JETS." Mathematical Models and Methods in Applied Sciences 21, no. 10 (October 2011): 1987–2018. http://dx.doi.org/10.1142/s0218202511005635.

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This work deals with the modeling and simulation of slender viscous jets exposed to gravity and rotation, as they occur in rotational spinning processes. In terms of slender-body theory, we show the asymptotic reduction of a viscous Cosserat rod to a string system for vanishing slenderness parameter. We propose two string models, i.e. inertial and viscous-inertial string models, that differ in the closure conditions and hence yield a boundary value problem and an interface problem, respectively. We investigate the existence regimes of the string models in the four-parametric space of Froude, Rossby, Reynolds numbers and jet length. The convergence regimes where the respective string solution is the asymptotic limit to the rod turn out to be disjoint and to cover nearly the whole parameter space. We explore the transition hyperplane and derive analytically low and high Reynolds number limits. Numerical studies of the stationary jet behavior for different parameter ranges complete the work.

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Smith, David J., Meurig T. Gallagher, Rudi Schuech, and Thomas D. Montenegro-Johnson. "The Role of the Double-Layer Potential in Regularised Stokeslet Models of Self-Propulsion." Fluids 6, no. 11 (November 13, 2021): 411. http://dx.doi.org/10.3390/fluids6110411.

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The method of regularised stokeslets is widely used to model microscale biological propulsion. The method is usually implemented with only the single-layer potential, the double-layer potential being neglected, despite this formulation often not being justified a priori due to nonrigid surface deformation. We describe a meshless approach enabling the inclusion of the double layer which is applied to several Stokes flow problems in which neglect of the double layer is not strictly valid: the drag on a spherical droplet with partial-slip boundary condition, swimming velocity and rate of working of a force-free spherical squirmer, and trajectory, swimmer-generated flow and rate of working of undulatory swimmers of varying slenderness. The resistance problem is solved accurately with modest discretisation on a notebook computer with the inclusion of the double layer ranging from no-slip to free-slip limits; the neglect of the double-layer potential results in up to 24% error, confirming the importance of the double layer in applications such as nanofluidics, in which partial slip may occur. The squirming swimmer problem is also solved for both velocity and rate of working to within a small percent error when the double-layer potential is included, but the error in the rate of working is above 250% when the double layer is neglected. The undulating swimmer problem by contrast produces a very similar value of the velocity and rate of working for both slender and nonslender swimmers, whether or not the double layer is included, which may be due to the deformation’s ‘locally rigid body’ nature, providing empirical evidence that its neglect may be reasonable in many problems of interest. The inclusion of the double layer enables us to confirm robustly that slenderness provides major advantages in efficient motility despite minimal qualitative changes to the flow field and force distribution.

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Lister, J. R., and H. A. Stone. "Time-dependent viscous deformation of a drop in a rapidly rotating denser fluid." Journal of Fluid Mechanics 317 (June 25, 1996): 275–99. http://dx.doi.org/10.1017/s0022112096000754.

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Viscous stretching of a cigar-shaped drop due to the centrifugal pressure field in a surrounding rapidly rotating denser fluid is analysed. Scaling arguments are used to examine the various contributions to the viscous stresses resisting deformation, and a number of asymptotic regimes are identified which are delineated by the relative magnitudes of the aspect ratio, the viscosity ratio and unity. These asymptotic regimes may usefully be described as the bubble, pipe, sliding-rod and toffee-strand limits. Detailed analysis based upon a slenderness assumption combined with an integral representation of Stokes equations is used to derive evolution equations for the shape of the drop as a function of time in the different regimes. In the limit that interfacial-tension effects are negligible, similarity solutions are developed in which the length of the drop is found to increase as t2/5, t1/4, (t ln t)1/4 and t. The analytical results are in good agreement with numerical simulations based upon a boundary-integral solution to the full viscous flow equations.

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Fernandes, William Luiz, Daniel Boy Vasconcellos, and Marcelo Greco. "Dynamic Instability in Shallow Arches under Transversal Forces and Plane Frames with Semirigid Connections." Mathematical Problems in Engineering 2018 (June 28, 2018): 1–14. http://dx.doi.org/10.1155/2018/1985907.

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Structural engineering demands increasingly lighter systems, which can cause instability problems and compromise performance. A high slenderness index of a structural element makes it susceptible to instability. It is important to understand the problem, the limits of stability, and its postcritical behavior. An example that can occur in collapsed arches under a cross load is the dynamic snap-through behavior, where the structure in a given equilibrium condition jumps to a new remote equilibrium setting, causing usually sudden curvature. The semirigid connections are a source of physical nonlinearity and can influence the overall stability of the structural system, in addition to the distribution of stresses in the same system. Conventional approaches make use of static considerations. However, instability problems are inherently evolutionary processes, so a transient analysis is necessary for a complete description of structural behavior. The present work evaluates the geometrically nonlinear dynamic behavior of collapsed arches subjected to transverse force and plane frames with semirigid connections. The time domain responses, via Newmark's Method and positional formulation of the Finite Element Method, were obtained in terms of displacements, velocities, acceleration, and phase diagrams.

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GE, HANBIN, LAN KANG, and KEI HAYAMI. "RECENT RESEARCH DEVELOPMENTS IN DUCTILE FRACTURE OF STEEL BRIDGE STRUCTURES." Journal of Earthquake and Tsunami 07, no. 03 (September 2013): 1350021. http://dx.doi.org/10.1142/s1793431113500218.

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Results from 23 cyclic tests, including 18 cantilever-typed steel bridge piers and five beam-to-column connections, are presented to investigate their ductile fracture behavior as related to the seismic design of steel bridge structures, and based on shell and fiber models, two evaluation methods of ductile crack initiation are proposed. The effect of various parameters, including plate width-thickness and column slenderness ratios, cross-section shape, loading history, repeated earthquakes and initial weld defect is investigated experimentally. Among these parameters, width-thickness ratio, loading history and initial weld defect are shown to have significant influence on ductile fracture behavior. The test data suggest that for unstiffened box specimens, current seismic design provision limits on ultimate strain may not provide sufficient ductility for seismic design. On the other hand, based on the experimental results, two damage index-based evaluation methods respectively using shell model and fiber model are successfully employed to predict ductile fracture of steel bridge structures. Comparisons between experimental and analytical results show that they can predict ductile fracture behavior with good accuracy across the specimen geometries, steel types, loading histories and initial weld defects.

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