Статті в журналах: "Finite sections"

1

Li, Hai Feng, Yue Li, and Bo Yang. "Calculation of Internal Force on Arbitrary Cross Section Based on Direct Force Method with Finite Element." Advanced Materials Research 1065-1069 (December 2014): 2053–57. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.2053.

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Direct force method based on finite element for the calculation of the internal force of cross section has the advantages of high accuracy and stability. However, the method can only be applied to the sections with element boundary surface, which limits the application scope of the method. Given the advantages of direct force method based on finite element in calculating the internal force of cross section, a new approach for calculating internal force of cross sections in any location is proposed in this study. In this approach, the inverse isoparametric mapping and the direct force method based on finite element are combined together to solve the internal force of cross section at any location in a finite element model.

2

Xu, Mingyao. "The power structure of finite p-groups." Bulletin of the Australian Mathematical Society 36, no. 1 (August 1987): 1–10. http://dx.doi.org/10.1017/s0004972700026241.

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In this survey article we give an exposition of some work on the power structure of p-groups; especially work of the author's. The titles of the three sections are: Section 1. p-groups which have regular power structure; Section 2. Some weaker power structure properties; Section 3. p-central series of p-groups.

3

Lee, M. M. K., T. Pine, and T. B. Jones. "Automotive box section design under torsion: Part 1: Finite element modelling strategy." Proceedings of the Institution of Mechanical Engineers, Part D: Journal of Automobile Engineering 214, no. 4 (April 1, 2000): 347–59. http://dx.doi.org/10.1243/0954407001527673.

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Behaviour under torsion is an important performance-related property of automotive box sections. A previous experimental study has identified joining technique, section thickness and section area as the major influencing factors on the torsional behaviour of box hat sections. Using these test results as the basis, a finite element modelling strategy that can simulate the behaviour of adhesively bonded and spot-welded automotive box sections subjected to torsion is presented. The numerical study investigated the effects of material representation, mesh density and layout, and joining technique representation on the stiffness, elastic limit and ultimate strength of the box sections. The final model, calibrated and validated against test results obtained from previous work, was used in an extensive study, presented in the companion paper (Part 2), to further the understanding of the behaviour of torsionally loaded box sections and its implications on weight reduction of automotive structures.

4

Boudjelal, M. T., D. Beaulieu, and M. Fafard. "Analyse non linéaire par éléments finis des pièces comprimées et fléchies à parois minces." Canadian Journal of Civil Engineering 21, no. 6 (December 1, 1994): 966–79. http://dx.doi.org/10.1139/l94-102.

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A finite element analysis of the ultimate strength of steel thin-walled beam–columns is discussed in this paper. The numerical model used was developed by Akoussah, Beaulieu, and Dhatt and is based on a Lagrangian formula of thin-walled bars. In this model, the law of multiaxial elastic–plastic behaviour was adopted and incorporated on the section's surface by Radau or Gauss type points. Case studies were performed in which different parameters likely to influence the behaviour of beam–columns were used. Corresponding interaction curves were plotted. The results obtained were compared with those of other authors for H sections under biaxial bending, for square or rectangular tubular sections under biaxial bending, and for H sections bended in relation to each of the principal axes. The results emphasize the key role played by shear stress on the bearing capacity of open section compressed members under bending. Key words: shear, compression, finite elements, bending, interaction, elasticity, plasticity.

5

Gourvenec, Susan M., and William Powrie. "Three-dimensional finite element analyses of embedded retaining walls supported by discontinuous earth berms." Canadian Geotechnical Journal 37, no. 5 (October 1, 2000): 1062–77. http://dx.doi.org/10.1139/t00-033.

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A series of three-dimensional finite element analyses has been carried out to investigate the effect of the removal of sections of an earth berm supporting an embedded retaining wall. For the particular wall-berm geometry and ground conditions considered in these analyses, relationships between the wall movement, the length of berm section removed, the spacing between successive unsupported sections, and the time elapsed following excavation are presented and discussed. The analyses show that, for a given elapsed time, wall movements are proportional to the length of the excavated berm section provided that the unsupported sections are sufficiently widely spaced. If the spacing between unsupported sections is reduced below some critical value, wall movements then depend on both the length of and distance between the excavated berm sections.Key words: finite element analyses, diaphragm walls, earth berms, construction sequence, three-dimensional effects.

6

Weinzierl, S. "Infrared finite cross sections at NNLO." Nuclear Physics B - Proceedings Supplements 135 (October 2004): 46–50. http://dx.doi.org/10.1016/j.nuclphysbps.2004.09.009.

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7

Lindner, Marko, and Steffen Roch. "Finite Sections of Random Jacobi Operators." SIAM Journal on Numerical Analysis 50, no. 1 (January 2012): 287–306. http://dx.doi.org/10.1137/100813877.

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8

Robert, Leonel, and Luis Santiago. "Finite sections method for Hessenberg matrices." Journal of Approximation Theory 123, no. 1 (July 2003): 68–88. http://dx.doi.org/10.1016/s0021-9045(03)00067-4.

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9

Roch, Steffen. "Finite sections of band-dominated operators." Memoirs of the American Mathematical Society 191, no. 895 (2008): 0. http://dx.doi.org/10.1090/memo/0895.

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10

Percus, J. K. "Finite sections of toeplitz-like matrices." Communications on Pure and Applied Mathematics 38, no. 6 (November 1985): 835–44. http://dx.doi.org/10.1002/cpa.3160380612.

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11

Xia, Shifa, Xiulin Li, Fuye Xu, Lufei Chen, and Yong Zhang. "Visualization Method for Arbitrary Cutting of Finite Element Data Based on Radial-Basis Functions." Information 10, no. 7 (July 3, 2019): 229. http://dx.doi.org/10.3390/info10070229.

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Finite element data form an important basis for engineers to undertake analysis and research. In most cases, it is difficult to generate the internal sections of finite element data and professional operations are required. To display the internal data of entities, a method for generating the arbitrary sections of finite element data based on radial basis function (RBF) interpolation is proposed in this paper. The RBF interpolation function is used to realize arbitrary surface cutting of the entity, and the section can be generated by the triangulation of discrete tangent points. Experimental studies have proved that the method is very convenient for allowing users to obtain visualization results for an arbitrary section through simple and intuitive interactions.

12

Jusuf, Annisa, Fajri Syah Allam, Tatacipta Dirgantara, Leonardo Gunawan, and Ichsan Setya Putra. "Low Velocity Impact Analyses of Prismatic Columns Using Finite Element Method." Key Engineering Materials 462-463 (January 2011): 1308–13. http://dx.doi.org/10.4028/www.scientific.net/kem.462-463.1308.

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This paper presents the study of prismatic columns of different cross sections subjected to low velocity impact, which are commonly used as energy absorber components in vehicles. The impacts of the columns were numerically analyzed using FEM. Four cross sections were considered, i.e. square, hexagonal, octagonal and circular. For each cross section, columns with several combinations of perimeters and thicknesses were analyzed. The results showed that, for columns with equal perimeter and thickness, those with circular cross sections have the highest mean crushing force and those with square cross sections have the lowest crushing forces. Furthermore, keeping all other parameters constant, columns with thicker wall have significantly higher crushing force while columns with longer perimeter have only slightly higher crushing force. This parametric information will be very useful for modern automotive industry in designing front longitudinal members within an acceptable safety level.

13

Qu, Mei Jiao, Ke Ming Wang, Yang Sun, and Gui Yu Xin. "A Study of Finite Element Modeling Method for Load-Bearing Compressor Stator Vanes." Applied Mechanics and Materials 696 (November 2014): 12–16. http://dx.doi.org/10.4028/www.scientific.net/amm.696.12.

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This paper selects a load-bearing stage of an aeroengine compressor stator as study object to describe the model simplification method. Based on the criterion of cross section equivalence, the stator vanes are simplified into three versions of rectangular beams with variable cross section, using eight sections, four sections, and two sections respectively, to set up finite element model of the structure. Natural frequencies of the three simplified models are calculated and the results are compared with that of the original model. Comparison results show that the largest calculation errors of the first 10 natural frequencies using the three simplified models are-3.22%, -4.97% and-5.38%, respectively, but with this method, the model scale and computing time reduce significantly down to 3-4%, and 1-2% of the original model. The result shows that, the proposed method is applicable to relevant practical engineering.

14

Al-Ansari, Mohammed Salem, and Muhammad Shekaib Afzal. "Simplified Irregular Beam Analysis and Design." Civil Engineering Journal 5, no. 7 (July 21, 2019): 1577–89. http://dx.doi.org/10.28991/cej-2019-03091354.

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This paper presents simple method to estimate the strength design of reinforced concrete beam sections based on structural safety and reliability. Irregular beam shaped sections are commonly used nowadays in the construction industry. This study reveals the simplified method to analyze and design the different irregular shaped beam sections. In this study, the selected irregular beam shaped sections are divided mainly into three groups, beams with straight edges, beams with sloped edges and circular beams. Each group contains the most commonly used beam shaped sections in that category. Six beams sections (B-1 to B-6) are selected for group-1 whereas five beam sections (B-7 to B-11) and a circular beam section (B-12) are chosen for group 2 and 3 respectively. Flexural beam formulas for three groups of reinforced concrete beams are derived based on section geometry and ACI building code of design. This study also analyzed numerical examples for some of the sections in each group category using the proposed simplified method to determine the strength design of the irregular beams. The results obtained using simplified method for all of the three groups are compared with the finite element software (SAP v2000). The percentage difference of simplified method with the finite element software ranges within 5% to 10%. This makes the simplified method for irregular shaped beam sections quite promising.

15

BAUMEISTER, BARBARA, and GIL KAPLAN. "c-SECTIONS, SOLVABILITY AND LARGE SUBGROUPS OF FINITE GROUPS." Bulletin of the Australian Mathematical Society 86, no. 2 (April 3, 2012): 291–302. http://dx.doi.org/10.1017/s0004972712000081.

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Abstractc-Sections of maximal subgroups in a finite group and their relation to solvability have been extensively researched in recent years. A fundamental result due to Wang [‘C-normality of groups and its properties’, J. Algebra 180 (1998), 954–965] is that a finite group is solvable if and only if the c-sections of all its maximal subgroups are trivial. In this paper we prove that if for each maximal subgroup of a finite group G, the corresponding c-section order is smaller than the index of the maximal subgroup, then each composition factor of G is either cyclic or isomorphic to the O’Nan sporadic group (the converse does not hold). Furthermore, by a certain ‘refining’ of the latter theorem we obtain an equivalent condition for solvability. Finally, we provide an existence result for large subgroups in the sense of Lev [‘On large subgroups of finite groups’ J. Algebra 152 (1992), 434–438].

16

Liu, Changjun, and Wolfgang Menzel. "On the Relation between Composite Right-/Left-Handed Transmission Lines and Chebyshev Filters." International Journal of Microwave Science and Technology 2009 (January 13, 2009): 1–8. http://dx.doi.org/10.1155/2009/184895.

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Composite right-/left-handed (CRLH) transmission lines have gained great interest in the microwave community. In practical applications, such CRLH sections realized by series and shunt resonators have a finite length. Starting from the observation that a high-order Chebyshev filter also exhibits a periodic central section of very similar structure, the relations between finite length CRHL transmission lines and Chebyshev filters are discussed in this paper. It is shown that a finite length CRLH transmission line in the balanced case is equivalent to the central part of a low-ripple high-order Chebyshev band-pass filter, and a dual-CRLH transmission line in the balanced case is equivalent to a low-ripple high-order Chebyshev band-stop filter. The nonperiodic end sections of a Chebyshev filter can be regarded as matching sections, thus leading to an even better amplitude and phase response. It is also shown that, equally to a CRHL transmission line, a Chebyshev filter exhibits negative phase velocity in part of its passband. As a consequence, an improved behavior of finite length CRLH transmission lines may be achieved adding matching sections based on filter theory; this is demonstrated by a simulation example.

17

Makki, Russul O., and Mohammed K. Fakhraldin. "Modeling and Analysis Variable Cross Section Pile Driven in Sandy Soil using Finite Element." E3S Web of Conferences 318 (2021): 01005. http://dx.doi.org/10.1051/e3sconf/202131801005.

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This study focuses on the finite element simulation of piles with different models in sandy soils using the software PLAXIS 3D V20. The parametric study has conducted to investigate the influence of multiple parameters on the axial capacity of steel piles in sandy soil, including the cross-section variables in two cases: open and close-ended piles. The typical circular and square cross-section open and close-ended piles were selected as the reference for comparison with variables cross-section piles. The open-ended tapered pile 3b showed an increase in the maximum load capacity about 210% more than the open-ended circular section, while the close-ended tapered pile 3b showed an increase of about 176% in the axial load capacity more than the solid close-ended circular section. In terms of the effect of pile’s type, all of the close-ended sections outperformed the open-ended sections, with the circular section showing a 146% increase in its close-ended section, while the tapered 3b section showed the lowest difference between the close-ended and the open-ended sections with just 120% increase. These results showed that the tapering pile is much more efficient than any straight-sided pile or even circular pile. The results also showed that a short open-ended pile's capacity is smaller than the corresponding closed-ended pile.

18

Kim, Jeong Du, Beom-Seon Jang, Sang Woong Han, Sang Hoon Shim, and Sung Woo Im. "Use of built-up H sections as secondary members in topside modules." Proceedings of the Institution of Mechanical Engineers, Part M: Journal of Engineering for the Maritime Environment 233, no. 3 (August 2018): 825–43. http://dx.doi.org/10.1177/1475090218787931.

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There have been many attempts to widely utilize built-up H sections to secure flexibility in structural design. Much research into the structural strengths and limit states of built-up H sections, therefore, has been carried out. However, a practical redesign methodology taking advantage of built-up H beams has yet to be introduced into the offshore industry. In this study, a comprehensive investigation into built-up H sections is carried out, based on which, a new redesign procedure for weight reduction herein is suggested. First of all, on the basis of the ANSI/AISC 360-10, the differences between the rolled H and built-up H sections are investigated in terms of their various strengths. Then, a secondary-member redesign procedure is established as a means of reducing structural weight by replacing rolled H sections with built-up H sections. In that procedure, the built-up H section cross-section is modified according to the failure modes of reference rolled H sections. The redesign procedure is verified by a nonlinear finite element analysis and four-point bending test. Through the nonlinear finite element analysis and experiment on the reference rolled H section and built-up H section obtained by the redesign procedure, it is observed that the weight of the built-up H section is reduced by about 15% while a flexural strength similar to that of the reference rolled H section is maintained. The suggested redesign procedure is then applied to three floating production storage offloading (FPSO) topside modules for demonstration purposes. In the results, the total structural weights of the reference topside modules are reduced by approximately 3%–5% by employing built-up H sections in secondary members in lieu of rolled H sections. The results indicate that, in many cases, built-up H sections can be used as secondary members to reduce the structural weight of topside modules.

19

Dharma, Adrian Pramudita, and Bambang Suryoatmono. "Non-Linear Buckling Analysis of Axially Loaded Column with Non-Prismatic I-Section." Journal of the Civil Engineering Forum 5, no. 3 (September 18, 2019): 263. http://dx.doi.org/10.22146/jcef.47607.

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In order to use material efficiently, non-prismatic column sections are frequently employed. Tapered-web column cross-sections are commonly used, and design guides of such sections are available. In this study, various web-and-flange-tapered column sections were analysed numerically using finite element method to obtain each buckling load assuming the material as elastic-perfectly plastic material. For each non-prismatic column, the analysis was also performed assuming the column is prismatic using average cross-section with the same length and boundary conditions. Buckling load of the prismatic columns were obtained using equation provided by AISC 360-16. This study proposes a multiplier that can be applied to the buckling load of a prismatic column with an average cross-section to acquire the buckling load of the corresponding non-prismatic column. The multiplier proposed in this study depends on three variables, namely the depth tapered ratio, width tapered ratio, and slenderness ratio of the prismatic section. The equation that uses those three variables to obtain the multiplier is obtained using regression of the finite element results with a coefficient of determination of 0.96.

20

Flavell, Paul. "Class Two Sections of Finite Classical Groups." Journal of the London Mathematical Society 52, no. 1 (August 1995): 111–20. http://dx.doi.org/10.1112/jlms/52.1.111.

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21

Freitas, Arlene M. S., Marcílio S. R. Freitas, Flávio T. Souza, Guilherme G. Silva, and Vinícius O. Faria. "Theoretical and experimental analysis of perforated rack columns." Rem: Revista Escola de Minas 66, no. 3 (September 2013): 289–94. http://dx.doi.org/10.1590/s0370-44672013000300004.

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Industrial Storage Systems are usually built with cold-formed profiles, and their sections, called "rack section", are specially designed to make its assemblage easier, having perforations throughout their elements to fit connections. This section geometry with holes induces unexpected behavior in other sections. The analysis of these columns is quite complex, and is usually done by computational methods. The main objective is to develop a finite element model to determine the buckling load and mode failure in cold-formed perforated columns. This analysis is carried out using commercial ANSYS software. The choice of element type, mesh refinement and boundary condition settings is carefully done, to ensure that the finite element model reproduces actual column behavior. The model is first calibrated with results from the Generalized Beam Theory (GBT). Finally, finite element results are compared to experimental data. This comparison presented a good agreement, indicating that the model is suitable for the proposed analysis.

22

Kim, Dano. "Skoda division of line bundle sections and pseudo-division." International Journal of Mathematics 27, no. 05 (May 2016): 1650042. http://dx.doi.org/10.1142/s0129167x16500427.

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We first present a Skoda-type division theorem for holomorphic sections of line bundles on a projective variety which is essentially the most general, compared to previous ones. Then we revisit Geometric Effective Nullstellensatz and observe that even this general Skoda division is far from sufficient to yield stronger GEN such as ‘vanishing order [Formula: see text] division’, which could be used for finite generation of section rings by the basic finite generation lemma. To resolve this problem, we develop a notion of pseudo-division and show that it can replace the usual division in the finite generation lemma. We also give a vanishing order 1 pseudo-division result when the line bundle is ample.

23

Cornwell, R. E. "Stress concentration factors for the torsion of curved beams of arbitrary cross-section." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 220, no. 12 (December 1, 2006): 1709–26. http://dx.doi.org/10.1243/0954406jmes303.

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There are numerous situations in machine component design in which curved beams with cross-sections of arbitrary geometry are loaded in the plane of curvature, i.e. in flexure. However, there is little guidance in the technical literature concerning how the shear stresses resulting from out-of-plane loading of these same components are effected by the component's curvature. The current literature on out-of-plane loading of curved members relates almost exclusively to the circular and rectangular cross-sections used in springs. This article extends the range of applicability of stress concentration factors for curved beams with circular and rectangular cross-sections and greatly expands the types of cross-sections for which stress concentration factors are available. Wahl's stress concentration factor for circular cross-sections, usually assumed only valid for spring indices above 3.0, is shown to be applicable for spring indices as low as 1.2. The theory applicable to the torsion of curved beams and its finite-element implementation are outlined. Results developed using the finite-element implementation agree with previously available data for circular and rectangular cross-sections while providing stress concentration factors for a wider variety of cross-section geometries and spring indices.

24

Chen, Sao Qing, Xiao Guang Jin, Yu Juan Jin, and Ling Zhu. "Tunnel Supporting Structure Stress and Displacement Characteristics Research." Applied Mechanics and Materials 90-93 (September 2011): 1454–60. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1454.

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Taking dual carriageway standard cross section given by the current highway tunnel design standard and supporting structure parameters of surrounding rock in V class for example, using ADINA large deformation nonlinear finite element software, this paper divides the supporting structure into small units, and analysis the stress and displacement characteristics in different position of five typical sections in the tunnel construction process. Analysis results show that displacement and stress-time change feature is different apparently between inner and outer side of supporting structure, and also at different sections; displacement at inner and outer side of the same section is similar, while there is considerable difference in different sections; stress at inside and outside of one section is obviously different with that of other sections, which provides scientific basis for the safety of tunnel support structure and the optimized design.

25

Duncan, Andrew J. "Infinite coverings of ideals by cosets with applications to regular sequences and balanced big Cohen–Macaulay modules." Mathematical Proceedings of the Cambridge Philosophical Society 107, no. 3 (May 1990): 443–60. http://dx.doi.org/10.1017/s0305004100068730.

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This paper is devoted to the study of unions of ideals in commutative rings. The starting point is the prime avoidance lemma and an accompanying but diverse body of results on coverings of ideals by unions of ideals, which is described in Section 1. In Sections 4 and 5 these known facts, about finite and infinite unions, are combined and generalized, two distinct but overlapping cases emerging. All that is proved in Sections 4 and 5 turns on the crucial Lemma 2·1 in Section 2, which shows that a cover of an arbitrary ideal by cosets can be lifted to a cover of the entire ring. In Section 3 we introduce and define α-sieves, which provide a concise framework for the expression of applications. In Sections 6 to 9 various applications of Sections 4 and 5 are investigated.

26

Dilworth, S. J. "The dimension of Euclidean subspaces of quasi-normed spaces." Mathematical Proceedings of the Cambridge Philosophical Society 97, no. 2 (March 1985): 311–20. http://dx.doi.org/10.1017/s030500410006285x.

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The purpose of this article is to extend certain results which are known to hold for convex bodies to a class of non-convex bodies occurring in the theory of topological vector spaces. In the first section after this introduction an analogue of F. John's Theorem on the distance of a finite dimensional space from Euclidean space is obtained, and the result is shown to be best possible. The Dvoretzky-Rogers Lemma on the points of contact of a symmetric convex body with the ellipsoid of maximum volume contained within it is discussed for certain non-convex bodies. In the next part the Dvoretzky Theorem on the existence of ellipsoidal sections is shown to hold with the best possible estimate for the dimension of the sections. It follows from estimates involving cotype constants that the finite dimensional subspaces of Lp (0 < p < 1) possess large almost Hilbertian subspaces. The final section extends the theorem of S. Szarek relating the volume of a body to the existence of ellipsoidal sections.

27

Varma, Surya J., and Jane H. Henderson. "Study on the Bond Strength of Steel-Concrete Composite Rectangular Fluted Sections." Advances in Civil Engineering 2020 (December 15, 2020): 1–15. http://dx.doi.org/10.1155/2020/8844799.

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Concrete-filled steel tube (CFST) sections are structural members that effectively use the best properties of steel and concrete. Steel tube at the outer perimeter effectively resists tension and bending moments and also increases the stiffness of the section as steel has a high modulus of elasticity. The infilled concrete delays the local buckling of the thin outer steel tube. The interface bond strength plays a major role in the composite action of CFST sections. Provision of rectangular flutes on steel tube on CFST sections will improve the bond failure load and thereby the performance of CFST sections significantly. In this paper, the bond strength and displacement characteristics of steel-concrete composite sections are determined by incorporating rectangular shaped flutes into the steel tube. A total of five sections were tested to assess the influence of flutes on the bond strength. These tested sections are analyzed and are used to develop a finite element model using the finite element software ABAQUS version 6.13. The parameters chosen for the FE study are (i) type of flutes (outward and inward), (ii) D/t ratio (40, 60, and 80), (iii) number of flutes (2, 3, 4, 5, and 6), and (iv) dimension of flutes ((20 mm × 10 mm), (40 mm × 10 mm), and (60 mm × 10 mm)). Bond failure load is found to be higher for outward fluted sections compared to inward fluted and plain CFST sections.

28

Kim, J. H., and Y. Y. Kim. "Analysis of Thin-Walled Closed Beams With General Quadrilateral Cross Sections." Journal of Applied Mechanics 66, no. 4 (December 1, 1999): 904–12. http://dx.doi.org/10.1115/1.2791796.

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This paper deals with the one-dimensional static and dynamic analysis of thin-walled closed beams with general quadrilateral cross sections. The coupled deformations of distortion as well as torsion and warping are investigated in this work. A new approach to determine the functions describing section deformations is proposed. In particular, the present distortion function satisfies all the necessary continuity conditions unlike Vlasov's distortion function. Based on these section deformation functions, a one-dimensional theory dealing with the coupled deformations is presented. The actual numerical work is carried out using two-node C0 finite element formulation. The present one-dimensional results for some static and free-vibration problems are compared with the existing and the plate finite element results.

29

Harris, Marton. "Clifford theory for p-sections of finite groups." Fundamenta Mathematicae 131, no. 3 (1988): 257–64. http://dx.doi.org/10.4064/fm-131-3-257-264.

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30

Borges, Herivelto, Gary Cook, and Mariana Coutinho. "Plane sections of Fermat surfaces over finite fields." Finite Fields and Their Applications 52 (July 2018): 156–73. http://dx.doi.org/10.1016/j.ffa.2018.04.001.

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31

Wang, Yanming, and Li Shirong. "c-Sections of Maximal Subgroups of Finite Groups." Journal of Algebra 229, no. 1 (July 2000): 86–94. http://dx.doi.org/10.1006/jabr.2000.8268.

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32

Wehrfritz, Bertram A. F. "Automorphisms of Finite Order of Soluble Groups of Finite Rank." Studia Scientiarum Mathematicarum Hungarica 58, no. 1 (April 14, 2021): 19–31. http://dx.doi.org/10.1556/012.2021.58.1.1486.

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We study the effect on sections of a soluble-by-finite group G of finite rank of an almost fixed-point-free automorphism φ of G of finite order. We also elucidate the structure of G if φ has order 4 and if G is also (torsion-free)-by-finite. The latter extends recent work of Xu, Zhou and Liu.

33

Das, Samir, and Shyamal Biswas. "Particle scattering by rotating trapped quantum gases at finite temperature." Physica Scripta 96, no. 12 (December 1, 2021): 125037. http://dx.doi.org/10.1088/1402-4896/ac3d4e.

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Abstract We have analytically explored the quantum phenomena of particle scattering by rotating trapped quantum gases of electrically neutral bosons and fermions for the short-ranged Fermi-Huang interactions between the incident particle and the scatterers. We have predicted differential scattering cross-sections and their temperature and angular velocity dependencies in this regard, in particular, for an ideal Bose gas in a rotating harmonic trap, an ideal Fermi gas in a rotating harmonic trap, and a weakly interacting Bose gas in a slow rotating harmonic trap. We have theoretically probed the lattice-pattern of the vortices in a rapidly rotating strongly interacting Bose–Einstein condensate by the particle scattering method. We also have obtained de Haas-van Alphen-like oscillations in the differential scattering cross-section for an ideal ultracold Fermi gas in a rotating harmonic trap. Our predictions on the differential scattering cross-sections can be tested within the present-day experimental setups.

34

Nandi, A., and S. Neogy. "Modelling of rotors with three-dimensional solid finite elements." Journal of Strain Analysis for Engineering Design 36, no. 4 (May 1, 2001): 359–71. http://dx.doi.org/10.1243/0309324011514539.

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A shaft is modelled using three-dimensional solid finite elements. The shear-deformation and rotary inertia effects are automatically included through the three-dimensional elasticity formulation. The formulation allows warping of plane cross-sections and takes care of gyroscopic effect. Unlike a beam element model, the present model allows the actual rotor geometry to be modelled. Shafts with complicated geometry can be modelled provided that the shaft cross-section has two axes of symmetry with equal or unequal second moment of areas. The acceleration of a point on the shaft is determined in inertial and rotating frames. It is found that the finite element formulation becomes much simpler in a rotating frame of reference that rotates about the centre-line of the bearings with an angular velocity equal to the shafts spin speed. The finite element formulation in the above frame is ideally suited to non-circular shafts with solid or hollow, prismatic or tapered sections and continuous or abrupt change in cross-sections. The shaft and the disc can be modelled using the same types of element and this makes it possible to take into account the flexibility of the disc. The formulation also allows edge cracks to be modelled. A two-dimensional model of shaft disc systems executing synchronous whirl on isotropic bearings is presented. The application of the two-dimensional formulation is limited but it reduces the number of degrees of freedom. The three-dimensional solid and two-dimensional plane stress finite element models are extensively validated using standard available results.

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Nader Mahmoud Taffach, Nader Mahmoud Taffach. "A Study About One Generation of Finite Simple Groups and Finite Groups: دراسة حول أحد توليدات الزمر البسيطة المنتهية والزمر المنتهية". Journal of natural sciences, life and applied sciences 5, № 2 (28 червня 2021): 55–48. http://dx.doi.org/10.26389/ajsrp.d250321.

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The group theory and its classifications are of great importance in many engineering, physical and chemical fields, especially those related to the concept of symmetry. In this paper, we study the problem of how a finite group can be generated by some subgroups. In order to the finite simple groups, we show that any finite non-abelian simple group can be generated by two Sylow P1- and P2-subgroups, where P1- and P2- are two different primes. We also, show that for a given different prime numbers P and q, any finite group can be generated by a Sylow P- subgroup and an intravariant q- subgroup. The paper consists of an introduction and two fundamental sections. In one section we study the problem of generating simple finite groups. In another section, we mention the fundamental results of the paper, that connected with generating the finite group from some subgroups.

36

BERKOVICH, YAKOV. "ON FINITE METACYCLIC p-GROUPS." Journal of Algebra and Its Applications 13, no. 03 (October 31, 2013): 1350102. http://dx.doi.org/10.1142/s0219498813501028.

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If a metacyclic group G of exponent pe contains a normal cyclic subgroup A of order pe and, in the case p = 2, has no nonabelian sections of order 8, then there exists in G a cyclic subgroup B such that G = AB and A ∩ B = {1}. Some consequences of the stated result are also proved. For example, if a metacyclic group of exponent pe is noncyclic and has no nonabelian sections of order 8 and A < G is cyclic of order pe, then there is a cyclic B < G such that G = AB and A ∩ B = {1}. Next, it is proved that if G > {1} is a metacyclic p-group, then exp (Φ(G)) < exp (G).

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La Malfa Ribolla, Emma, Milan Jirásek, and Martin Horák. "BEAM ELEMENT UNDER FINITE ROTATIONS." Acta Polytechnica CTU Proceedings 30 (April 22, 2021): 87–92. http://dx.doi.org/10.14311/app.2021.30.0087.

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The present work focuses on the 2-D formulation of a nonlinear beam model for slender structures that can exhibit large rotations of the cross sections while remaining in the small-strain regime. Bernoulli-Euler hypothesis that plane sections remain plane and perpendicular to the deformed beam centerline is combined with a linear elastic stress-strain law.The formulation is based on the integrated form of equilibrium equations and leads to a set of three first-order differential equations for the displacements and rotation, which are numerically integrated using a special version of the shooting method. The element has been implemented into an open-source finite element code to ease computations involving more complex structures. Numerical examples show a favorable comparison with standard beam elements formulated in the finite-strain framework and with analytical solutions.

38

Rowe, R. Kerry, and K. W. Liu. "Three-dimensional finite element modelling of a full-scale geosynthetic-reinforced, pile-supported embankment." Canadian Geotechnical Journal 52, no. 12 (December 2015): 2041–54. http://dx.doi.org/10.1139/cgj-2014-0506.

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The performance of four sections of a full-scale embankment constructed on soft soil is examined using a fully coupled and fully three-dimensional finite element analysis. The four sections had similar embankment loadings but different improvement options (one unimproved, one with pile-support only, one with a single layer geotextile-reinforced platform and pile-support, and one with two layers of geogrid-reinforced platform and pile-support). Like the field data, the numerical results show that the inclusion of piles decreases the settlement at the subsoil surface to 52% of that for the unimproved section, and the addition of a single layer of geotextile reinforcement (J = 800 kN/m) further reduced settlement to only 31% of that of the unimproved section. The effects of geosynthetic reinforcement and multiple layers of reinforcement on the performance of the pile-supported embankment are discussed. The relative load transfer is calculated using eight existing methods and they are compared with the field measurements and numerical results.

39

Molina Herrera, Maritzabel, and Javier Alberto Ortíz Porras. "Behavior of cold-formed thin steel sections (MM) under concentrated loads." Ingeniería e Investigación 26, no. 3 (September 1, 2006): 12–25. http://dx.doi.org/10.15446/ing.investig.v26n3.14744.

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New sections are continually being developed in the cold-formed steel world to improve the performance of existing sections. M-section development provides an example of improving C-sections’ shear resistance and web crippling resistance against C-sections’ concentrated loads. C-sections’ shear nominal strength can be achieved through locating tow web intermediate stiffeners (M-sections) even though web crippling resistance cannot be increased in the same way. Such intermediate stiffeners mean that M-section stresses and deflections cannot be analysed with traditional material mechanics. Concentrated loads cause this behavior to become increased; 4 different models and 3 tests for each of them were thus developed, as well as determining M-sections’ theoretical resistance (based on 1996 AISI). The values obtained corresponded to maximum resistance load, visual identification of any possible type of failure, deflections (at middle span) and deformations (εx, εy, εxy). Mathematical models were also used for comparing the finite element method and simplified mathematical models’ test results for a detailed review of MM-section stress and deformation. These models were calibrated on the test results. After the failure mode was identified for each model, MM-section maximum resistance load was compared to nominal load (according to AISI formulation, also aiding formulating nominal strength calculation). The information obtained from tests and mathematical models was analysed to observe parameter (∆, σ y T) tendencies respecting applied load (P). Cyclic tests under pseudo-static loads were performed to study MM-sections’ hysteretic behavior.

40

Liu, Yue Xin, Hua Guo, Jun Lin Wang, and Jian Heng Sun. "Nonlinear Finite Element Static and Corrosion Sensitive Analysis of Radial Steel Gate." Advanced Materials Research 1051 (October 2014): 886–90. http://dx.doi.org/10.4028/www.scientific.net/amr.1051.886.

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Using nonlinear finite element method, the three dimensional nonlinear analysis of the radial steel gate of a reservoir is carried out. In the analysis, the radial steel gate considering and without considering the stiffeners of the panel is analyzed to investigate the effect of the stiffener to the panel. In the corrosion sensitive analysis, the panel of the gate is divided into three sections, and the nonlinear analysis is carried out for each section that is rusted with different corrosion depth. The corrosion sensitive section and the stress variation with the corrosion depth are present.

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MUKHERJEE, SUBRATA, and YIJUN LIU. "THE BOUNDARY ELEMENT METHOD." International Journal of Computational Methods 10, no. 06 (May 2, 2013): 1350037. http://dx.doi.org/10.1142/s0219876213500370.

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The boundary element method (BEM), along with the finite element and finite difference methods, is commonly used to carry out numerical simulations in a wide variety of subjects in science and engineering. The BEM, rooted in classical mathematics of integral equations, started becoming a useful computational tool around 50 years ago. Many researchers have worked on computational aspects of this method during this time.This paper presents an overview of the BEM and related methods. It has three sections. The first, relatively short section, presents the governing equations for classical applications of the BEM in potential theory, linear elasticity and acoustics. The second describes specialized applications in bodies with thin features including micro-electro-mechanical systems (MEMS). The final section addresses current research. It has three subsections that present the boundary contour, boundary node and fast multipole methods (BCM, BNM and FMM), respectively. Several numerical examples are included in the second and third sections of this paper.

42

Lee, M. M. K., T. Pine, and T. B. Jones. "An experimental and finite element study of the torsional behaviour of T-joints in automotive structures." Proceedings of the Institution of Mechanical Engineers, Part D: Journal of Automobile Engineering 215, no. 2 (February 1, 2001): 231–40. http://dx.doi.org/10.1243/0954407011525601.

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Single box sections and T-joints (two box sections joined together at right angles) are commonly used to represent automotive components, such as pillars and sills, in laboratory testing. In the work presented herein, the torsional properties of T-joints were determined both experimentally and numerically. A factorial-design test programme comparing adhesive-bonded and spot-welded T-joints was carried out. Numerical models, generated using a general-purpose finite element program and validated against the test results, were used to investigate further the behaviour of the connection between the two box sections in a T-joint. The joining technique and the joint eccentricity at the connection (the distance of the join from the vertical box section) were found to influence the torsional properties of T-joints. Finally, an automotive T-component was analysed to examine the applicability of the T-joint results to more complex components.

43

Liu, Xiaobin, Jian Zhang, Chenyang Di, Ming Zhan, and Fang Wang. "Buckling of Hydroformed Toroidal Pressure Hulls with Octagonal Cross-Sections." Metals 12, no. 9 (September 4, 2022): 1475. http://dx.doi.org/10.3390/met12091475.

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This paper is devoted to the hydroforming performances of toroidal pressure hulls with octagonal cross-sections, together with the buckling performances of hydroformed hulls. The octagonal cross-sections of toroidal preforms are inscribed from the circular cross-sections of perfect toroidal shells with a 150 mm major radius, a 75 mm section radius, and a 1.058 mm wall thickness. The nonlinear finite-element method was employed to study the hydroforming and buckling performances under various hydroforming pressures. To verify the numerical findings, three nominally identical toroidal pressure hulls with discrete octagonal cross-sections were tentatively manufactured, internally hydroformed, and externally collapsed. The numerical and experimental data exhibited satisfactory agreement. It is indicated that the hydroforming technique could greatly enhance the loading capacity of toroidal pressure hulls.

44

Carragher, Bridget, David A. Bluemke, Cathy E. Frantz, and Michael J. Potel. "Cross-Sectional Reconstructions of Sickle Cell Hemoglobin Macrofibers." Proceedings, annual meeting, Electron Microscopy Society of America 43 (August 1985): 310–11. http://dx.doi.org/10.1017/s0424820100118424.

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We have succeeded in performing two-dimensional cross sectional image reconstructions of sickle cell hemoglobin (HbS) macrofibers. Macrofibers are long helical structures which are intermediates in the crystallization of deoxygenated sickle cell hemoglobin at low pH. Earlier work has established that macrofibers are aggregates of Wishner-Love double strands which consist of 2 half-staggered HbS molecules repeating every 64 A in the axial direction. Thin sections of embedded aggregating macrofiber cross sections reveal a dumbbell like pattern of double strands (Figure 2a,b) that is similar to the a-axis projection of the crystal structure. Approximately 5 rows with 10 double strands per row were identified in the cross section, but structural features in the thin sections were obscured by an approximately 15 degree rotational blur due to the finite thickness (400 A) of the helical section, the ill defined boundaries of the section due to uneven staining, and apparent particle damage. These structural features have now been resolved in reconstructed cross sections obtained using a real space filtered back projection algorithm.

45

Tabatabaei, Seyyed Mohammad Reza, and Hamid Zeraatgar. "Parametric Comparison of Rectangular and Circular Pontoons Performance as Floating Breakwater Numerically." Polish Maritime Research 25, s1 (May 1, 2018): 94–103. http://dx.doi.org/10.2478/pomr-2018-0029.

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Abstract Rectangular and circular pontoons are one of the most widely cross-sections used as floating breakwaters (FB). Although, there are several articles on comparison of behavior of rectangular and circular floating breakwaters however, the Authors try to show some details of difference between these two types where they have not been addressed before. To do so, transmission coefficient (Ct), as a measure of merit, of similar rectangular and circular sections is numerically compared. A computer code is developed for two-dimensional hydrodynamic analysis of floating breakwater based on diffraction theory in frequency domain in regular waves with any configuration of mooring line. The numerical method is the finite element method and validated by comparing with experimental and numerical results. Three types of rectangular sections are defined equivalent to circular section and a numerical comparison is made between 100 similar sections. The Ct versus wave frequency has been considered in detail and three new points called LMinF, LMaxF and LMaxCt are introduced. It has been shown that LMinF and LMaxF of circular section are greater and LMaxCt is much smaller than equivalent rectangular section. The LMaxCt of both sections are very dependent to new non-dimensional parameter B/D (Breadth/Draft). Although, rectangular sections are more common for floating breakwater, however the results of this study show that possibility of using circular sections must be also considered.

46

Choudhary, Prashant K., Prashanta K. Mahato, and Prasun Jana. "Cross-section optimization of thin-walled open-section composite column for maximizing its ultimate strength." Proceedings of the Institution of Mechanical Engineers, Part L: Journal of Materials: Design and Applications 236, no. 2 (October 12, 2021): 413–28. http://dx.doi.org/10.1177/14644207211046264.

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This paper focuses on the optimization of thin-walled open cross-section laminated composite column subjected to uniaxial compressive load. The cross-section of the column is parameterized in such a way that it can represent a variety of shapes including most of the regular cross-sections such as H, C, T, and I sections. The objective is to obtain the best possible shape of the cross-section, by keeping a constant total material volume, which can maximize the ultimate load carrying capacity of the column. The ultimate strength of the column is determined by considering both buckling instability and material failure. For material failure, Tsai-Wu composite failure criterion is considered. As analytical solutions for these parameterized column models are not tractable, the ultimate loads of the composite columns are computed through finite-element analysis in ANSYS. And, the optimization is carried out by coupling these finite-element results with a genetic algorithm based optimization scheme developed in MATLAB. The optimal result obtained through this study is compared with an equivalent base model of cruciform cross-section. Results are reported for various lengths and boundary conditions of the columns. The comparison shows that a substantial increase of the ultimate load, as high as 610%, can be achieved through this optimization study. Thus, the present paper highlights some important characteristics of open cross-sections that can be useful in the design of thin-walled laminated column structures.

47

Roda-Casanova, Victor, Antonio Pérez-González, Alvaro Zubizarreta-Macho, and Vicente Faus-Matoses. "Influence of Cross-Section and Pitch on the Mechanical Response of NiTi Endodontic Files under Bending and Torsional Conditions—A Finite Element Analysis." Journal of Clinical Medicine 11, no. 9 (May 8, 2022): 2642. http://dx.doi.org/10.3390/jcm11092642.

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In this article, the effects of cross-section and pitch on the mechanical response of NiTi endodontic files is studied by means of finite element analyses. The study was conducted over a set of eight endodontic rotary files, whose geometry was obtained from combinations of two cross-sections (square and triangular) and four pitches. Each file was subjected to bending and torsional analyses, simulating the testing conditions indicated in the ISO 3630 Standard, in order to assess their stiffness and mechanical strength. The results indicate that endodontic files with a square cross-section have double the stiffness of those with triangular cross-sections, both in terms of bending and torsion. For both loading modes, endodontic files with a triangular cross-section can undergo larger deformations before overload failure than those with a square cross-section: up to 20% more in bending and 40% in torsion. Moreover, under equivalent boundary conditions, endodontic files with triangular cross-sections present a higher fatigue life than those with square cross-sections: up to more than 300% higher for small pitches. The effect of pitch on the stiffness and strength of the file is smaller than that of the cross-section shape, but smaller pitches could be beneficial when using a triangular cross-section, as they increase the bending flexibility, fatigue life, and torsion stiffness. These results suggest a clinical recommendation for the use of files with a triangular-shaped cross-section and a small pitch in order to minimize ledging and maximize fatigue life. Finally, in this study, we reveal the sensitivity of the orientation of files with respect to the bending direction, which must be taken into account when designing, reporting, and interpreting test results under such loading conditions.

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Chiewanichakorn, Methee, Amjad J. Aref, Stuart S. Chen, and Il-Sang Ahn. "Methodologies for Evaluation of Effective Slab Width." Transportation Research Record: Journal of the Transportation Research Board 1928, no. 1 (January 2005): 13–26. http://dx.doi.org/10.1177/0361198105192800102.

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A composite section is made up of a steel girder and concrete slab connected by shear connectors. The shear lag phenomenon usually takes place in such a section and results in underestimation of stresses and strains at the web-to-flange intersections of the girder. With the introduction of the concept of effective slab width, the actual width can be replaced by an appropriate reduced slab width. The classical effective slab width definition does not take into account the strain variation through the slab thickness. More sophisticated definitions are introduced and used with finite element analyses. The method of finite element modeling is discussed, and the model is successfully verified with experimental results. Parametric study is conducted to investigate the effective slab width for both positive and negative moment sections. The effective slab width is computed and compared with the current AASHTO load and resistance factor design (LRFD) specifications. The results demonstrate that full width can be used as the effective slab width in the design and analysis in most cases for the design and analysis of both positive and negative moment sections. The current AASHTO LRFD specifications are found to be conservative for configurations with widely spaced girders, especially in negative moment sections.

49

Harte, A. M., and J. F. McNamara. "Modeling Procedures for the Stress Analysis of Flexible Pipe Cross Sections." Journal of Offshore Mechanics and Arctic Engineering 115, no. 1 (February 1, 1993): 46–51. http://dx.doi.org/10.1115/1.2920088.

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Thick tube theory is incorporated into an existing analytical model for the three-dimensional analysis of bonded flexible pipe cross sections under offshore loading conditions. The original model considers material layers as isotropic/orthotopic thin tubes, and layers of helically wound reinforcing cables are modeled separately. The improvement in the results obtained with the incorporation of the new thick tube layer is demonstrated for a flexible pipe with D/t = 10. The finite element technique has also been used to model this type of pipe structure. Pipe sections are discretized using axisymmetric elements for the tube-type layers and special discrete reinforcement elements for the helical cables. A particular example of a three-layer doubly reinforced pipe section under internal pressure is studied. Good agreement is found between analytical model and finite element results for all the main deformation and stress quantities including cable stresses.

50

Zhang, Junfeng, Bo Li, Anqi Li, and Shiyun Pang. "Critical Stress Determination of Local and Distortional Buckling of Lipped Angle Columns under Axial Compression." Buildings 12, no. 6 (May 25, 2022): 712. http://dx.doi.org/10.3390/buildings12060712.

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In recent years, cold-formed steel has been widely used in prefabricated steel structures, and the common cross-section forms are mainly complex lipped angle sections. However, there is a lack of design guidance for such a cross-section due to the complex geometric property. The restraint between adjacent plates cannot be considered proper for the traditional analytical method. Therefore, it is particularly important to study the stability bearing capacity of angle sections with complex edges under axial compression. In this paper, the finite strip software (CUFSM5) was used to analyze the critical stress of 1296 different angle sections under axial compression. The deformation diagram and the critical stress of elastic buckling were obtained. Considering the restraint between adjacent plates, the formula for predicting the critical stress of elastic local buckling of complex lipped angle sections was proposed and verified. Further, the critical stress of elastic distortional buckling of 918 complex lipped angle sections was analyzed by CUFSM. It was found that the cross-sections can be divided into two categories: cross-section without distortional point and cross-section with distortional point. It was found that the critical stress of elastic local buckling of the angle steel section can be significantly improved by the complex edge. Additionally, the critical stress of elastic local buckling of the section is less affected by the edge size for the complex edge section. The accuracy of the Hancock method for calculating the critical stress of elastic distortional buckling of complex lipped angle sections with distortional points was verified. The presented research can provide useful guidelines for designing cold-formed steel angle columns.

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