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Journal articles on the topic 'Slenderness factor'

Author: Grafiati

Published: 2 June 2025

Last updated: 31 July 2025

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1

Aristizabal‐Ochoa, J. Dario. "Slenderness K Factor for Leaning Columns." Journal of Structural Engineering 120, no. 10 (1994): 2977–91. http://dx.doi.org/10.1061/(asce)0733-9445(1994)120:10(2977).

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2

Temple, Murray C., and Ghada Elmahdy. "Local effective length factor in the equivalent slenderness ratio." Canadian Journal of Civil Engineering 22, no. 6 (1995): 1164–70. http://dx.doi.org/10.1139/l95-134.

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The Canadian Standard S16.1 specifies an equivalent slenderness ratio to be used when determining the compressive resistance of a built-up member when buckling occurs about an axis perpendicular to the interconnectors. This equivalent slenderness ratio is the square root of the sum of the squares of the slenderness ratio of the built-up member acting as a unit and the maximum slenderness ratio of a component part between fasteners. The Standard specifies for this second component that an effective length factor be used, the magnitude of which depends on the type of connection. An effective len

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3

Yura, Joseph A. "Discussion: Slenderness K Factor for Leaning Columns." Journal of Structural Engineering 123, no. 2 (1997): 247–50. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:2(247).

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4

Kim, Do-Young, Chang-Hoon Sim, Jae-Sang Park, Joon-Tae Yoo, Young-Ha Yoon, and Keejoo Lee. "Buckling Knockdown Factors of Composite Cylinders under Both Compression and Internal Pressure." Aerospace 8, no. 11 (2021): 346. http://dx.doi.org/10.3390/aerospace8110346.

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The internal pressure of a thin-walled cylindrical structure under axial compression may improve the buckling stability by relieving loads and reducing initial imperfections. In this study, the effect of internal pressure on the buckling knockdown factor is investigated for axially compressed thin-walled composite cylinders with different shell thickness ratios and slenderness ratios. Various shell thickness ratios and slenderness ratios are considered when the buckling knockdown factor is derived for the thin-walled composite cylinders under both axial compression and internal pressure. Nonli

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5

Ou, Zhi Jing, Lei Huang, and Qiao Ling Yan. "Research on Calculation Method of the Stability Factor of Variable Cross-Sectional Concrete Filled Steel Tubular Laced Columns." Applied Mechanics and Materials 587-589 (July 2014): 1420–23. http://dx.doi.org/10.4028/www.scientific.net/amm.587-589.1420.

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The finite element analysis method of variable cross-sectional Concrete-Filled Steel Tubular (CFST) laced columns is put forward. The influence of longitudinal elements slope and slenderness ratio on stability factor are analyzed, and the computational formula of slenderness ratio of variable cross-sectional CFST laced columns is presented. On the basis of the analytical results, a rational methodology for calculating the stability factor of four-element variable cross-sectional CFST laced columns is proposed.

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6

Zhao, Ya Nan. "Influence of Mould Slenderness Ratio on the Solidification of Heavy Ingots by Numerical Simulation." Key Engineering Materials 871 (January 2021): 27–31. http://dx.doi.org/10.4028/www.scientific.net/kem.871.27.

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The quality of heavy ingot normally depends on the processing factor and ingot mould type. Based on the ingot mould type only, the quality and solidification process of a 96-ton ingot moulds with different slenderness-ratios have been studied numerically using the software package ProCAST. The results show that the position of shrinkage porosity moves up and the macroporosity in the ingot center increases prominently as slenderness-ratio increasing, meanwhile, the inclusion-floating time through the middle and bottom part of ingot decreases, and A-segregation alleviates as well. The correlatio

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7

Yahmi, Djamal, Taïeb Branci, Abdelhamid Bouchaïr, and Eric Fournely. "Evaluating the Behaviour Factor of Concentric X-Braced Steel Structures." Key Engineering Materials 763 (February 2018): 98–105. http://dx.doi.org/10.4028/www.scientific.net/kem.763.98.

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The behaviour factor (q-factor) is a factor introduced in Eurocode-8 (EC8) to reduce the seismic elastic forces of structures obtained from an elastic analysis accounting for their ductility and overstrength. Seismic codes, especially the EC8, gives a constant value for q-factor, since change in structural characteristics of building change in behaviour of braced steel structures and that affects on q-factor. In this paper, the q-factor is evaluated for X-braced steel structures using pushover analysis. The effects of brace slenderness ratio and stories number are investigated. The results of

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8

Šancer, Jindřich, Vladimír Petroš, Vlastimil Hudeček, and Pavel Zapletal. "Strength and Deformation of Pillars during Mining in the Shaft Pillar." Applied Sciences 14, no. 12 (2024): 5003. http://dx.doi.org/10.3390/app14125003.

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This study of the strength and deformation of coal samples was triggered by the need to define the stress–strain characteristics of pillars during room and pillar mining in the shaft protective pillar at the ČSM Mine. It was probably the world’s deepest deployment of this mining method in a coal mine. In order to solve the bearing capacity of pillars, the dependence of coal strength on the slenderness ratio is used. For this reason, coal samples with different slenderness ratios were investigated. After considering the purpose of this research, slenderness ratios (width/height) of 1 to 7.7 wer

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9

Yuan, Xiao Jing, and Fan Liu. "Comparing Hysteretic Behavior of Flexible Piers with Different Stirrup Ratio and Slenderness Ratio." Advanced Materials Research 261-263 (May 2011): 576–80. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.576.

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Flexible piers have been widely used in bridge engineering due to its superior ductility. The stirrup ratio and slenderness ratio were deemed to have a most important impact on hysteretic behavior of them. Five flexible piers were made under static vertical loads and low cyclic horizontal reversed loads. The process of test was introduced and failure mechanism, hysteretic behavior, skeleton curve, ductility, energy dissipation capacity, and stiffness degeneration of flexible piers were analyzed. Experimental studies show that (1) Failure mode of specimen is bending failure and their ductility

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10

Kudryavtsev, Sergey. "Buckling behavior of steel column with triangularly corrugated web." MATEC Web of Conferences 279 (2019): 02007. http://dx.doi.org/10.1051/matecconf/201927902007.

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The paper presents a study of behaviour of axially loaded columns that consist of two flanges and a thin triangularly corrugated web, connected by automatic welding. In the literature, the buckling behaviour of steel columns was dealt with mostly for members with plate webs. Researches of that problem for columns with corrugated webs were found out to be very limited. A parametric study is carried out for various column slenderness and corrugation densities. A general-purpose finite element analysis software ABAQUS was used. The corrugation densities adopted in this study represent practical g

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11

Qi, Yujun, Lei Xie, Yu Bai, Weiqing Liu, and Hai Fang. "Axial Compression Behaviours of Pultruded GFRP–Wood Composite Columns." Sensors 19, no. 4 (2019): 755. http://dx.doi.org/10.3390/s19040755.

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An innovative pultruded fiber reinforced polymer (FRP)–wood composite (PFWC) column with a lightweight southern pine wood core confined by outer FRP sheets was manufactured using an improved pultrusion process. Axial compression tests with both ends pinned as boundary conditions were employed to investigate the mechanical performance of such PFWC columns under concentric load. Through experimental investigations, the effects of the slenderness ratio on the failure modes and the axial load bearing capacities of the PFWC columns were evaluated. The failure modes showed that the specimens with a

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12

Bahuguna, Ashish, and Mohd Firoj. "Analytical plasticity‐based model for soil–structure interaction of lumped system on heterogeneous soil media." Earthquake Engineering and Resilience 2, no. 4 (2023): 493–514. http://dx.doi.org/10.1002/eer2.61.

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AbstractIn the present study, an analytical approach is developed for the soil–structure interaction for the linear, eq. linear and elastic‐perfectly plastic layered soil strata. The amplification factor is calculated at the top of a lumped structure incorporating layered soil, foundation, and super‐structure deformation. The equation of motion of the system under the normalized earthquake excitation is solved using the direct integration method. MATLAB script is developed to carry out the parametric study, and nonlinear time history analysis is performed. The present methodology is compared w

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13

Zhou, Xian Yan, Dan Zeng, and Zhi Feng Wang. "Experimental Study on Mechanical Properties of Larch Glulam Columns under Axial Compression." Applied Mechanics and Materials 847 (July 2016): 38–45. http://dx.doi.org/10.4028/www.scientific.net/amm.847.38.

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At present, the relevant researches of Glulam columns in China are mainly restricted to short columns. In order to study the mechanical properties of long columns under axial loading, an experimental study on five different slenderness ratios of Larch Glulam columns was carried out. With slenderness ratio changing, the variations of experimental data such as axial strain, lateral deflection at mid-height, ultimate bearing capacity, and peak strain were comparatively analyzed. The failure pattern and failure mechanism of long columns were discussed. The results indicate that the ultimate bearin

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14

Li, Guo Chang, Fei Tian, Zhi Jian Yang, and Guo Zhong Zhang. "Finite Element Analysis on K-Type External Braced Steel Frame System." Key Engineering Materials 763 (February 2018): 495–501. http://dx.doi.org/10.4028/www.scientific.net/kem.763.495.

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The concept of moment resisting frames with K-type external braces is proposed to increase the lateral stiffness, which has short external span and large lateral stiffness. In order to investigate the lateral stiffness, overstrength coefficient and the reduction factor of K-type external brace under horizontal load, ABAQUS was applied to study the different slenderness ratios (from50 to 150) of K-type external steel braced frames. The results showed that the lateral load and displacement curve can be divided into elastic stage, the buckling of the compressive brace-yield of the tensile brace s

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15

Zhou, Ji, Duan-Wei Shi, Zhi-Lin Sun, et al. "Analytical and experimental research on stability of large slenderness ratio horizontal hydraulic hoist." Advances in Mechanical Engineering 10, no. 10 (2018): 168781401880347. http://dx.doi.org/10.1177/1687814018803472.

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Taking the hydraulic cylinder for the miter gate in Dateng Gorges Water Conservancy Project as the object, a large slenderness ratio test hydraulic cylinder was designed based on the similarity theory. The buckling analysis of the test hydraulic cylinder was carried out by the finite element method, considering the friction at the supports, the misalignments between piston rod and cylinder tube, and gravity. The results indicate that the stability safety factor is 10.55. A buckling experimental system was established, and the buckling stability of the test hydraulic cylinder was tested for the

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16

Sendi, Mohammad Rasoul Nazari, Iraj Hassanzad Navroodi, Hassan Poorbabaei, Mohammad Sheikhkanlu Milan, and Behzad Bakhshandeh. "Determination of lime tree (Tilia begonifolia Stev.) stems form based on quantitative parameters (Study area: Shafaroud forests of Guilan province, Iran)." Folia Forestalia, Series A - Forestry 56(4) (December 1, 2014): 165–70. https://doi.org/10.2478/ffp-2014-0018.

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The lime tree is one of the rare and valuable species that found in the Hyrcanian moist forests with economic as well as ecological value. Identification of the quantitative and qualitative features of this species is important. In order to investigate the stem form of this species in the Shafaroud forests of Guilan Province, 141 lime trees in 39 plots were analyzed during the four stages of small pole, pole, saw-timber, and maturity. In each plot, stem-diameter at different heights was measured by using the Spiegel Relaskop. Measurements and analyses included diameter at breast height(d.b.h.)

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17

LeMessurier, William J. "Discussion of “Slenderness K Factor for Leaning Columns” by William J. LeMessurier." Journal of Structural Engineering 123, no. 2 (1997): 248. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:2(248).

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18

Zahn, Cynthia J., and Geerhard Haaijer. "Effect of Connector Spacing and Flexural-torsional Buckling on Double-angle Compressive Strength." Engineering Journal 25, no. 3 (1988): 109–18. http://dx.doi.org/10.62913/engj.v25i3.503.

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The 1986 AISC Load and Resistance Factor Design (LRFD) Specification for Structural Steel Buildings includes new rules affecting the design of built-up members composed of rolled shapes. These rules are based on the result of recent studies which indicate connector spacing has a direct effect on the strength of a built-up member buckling out of the plane separating the individual members; for example, about the Y-Y axis for two back-to-back angles. Various test results have provided the necessary information to develop a formula for a "modified" slenderness ratio. The application of the slende

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19

Al-Jeznawi, Duaa, Ismacahyadi Bagus Mohamed Jais, Bushra S. Albusoda, and Norazlan Khalid. "The slenderness ratio effect on the response of closed-end pipe piles in liquefied and non-liquefied soil layers under coupled static-seismic loading." Journal of the Mechanical Behavior of Materials 31, no. 1 (2022): 83–89. http://dx.doi.org/10.1515/jmbm-2022-0009.

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Abstract This study presents the findings of a 3D finite element modeling on the performance of a single pile under various slenderness ratios (25, 50, 75, 100). These percentages were assigned to cover the most commonly configuration used in such kind of piles. The effect of the soil condition (dry and saturated) on the pile response was also investigated. The pile was modeled as a linear elastic, the surrounded dry soil layers were simulated by adopting a modified Mohr-Coulomb model, and the saturated soil layers were simulated by the modified UBCSAND model. The soil-pile interaction was rep

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20

Suzuki, Toshiro, Toshiyuki Ogawa, and Kikuo Ikarashi. "Elastic Buckling Analysis of Rigidly Jointed Single Layer Reticulated Domes with Random Initial Imperfection." International Journal of Space Structures 7, no. 4 (1992): 265–73. http://dx.doi.org/10.1177/026635119200700404.

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In the present paper, the effect of imperfection on the elastic buckling load and mode shapes of externally-loaded single layer reticulated domes is investigated. The types of buckling concerned here are the general buckling, the local (dimple) buckling and the buckling of a member. As to the geometric parameter of a dome, the slenderness factor S is adopted which represents the openness and slenderness of the dome. The maximum value of the imperfection is assumed to be the normal random variable. The buckling loads are computed by the linear and the nonlinear buckling analysis using the finit

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21

He, Chang, Yong Cai, and Haijun Chen. "Numerical Investigations on Axial Compressive Behavior of Opening Cold-Formed Thin-Wall C-Steel Combined Double-Limb Column." Buildings 12, no. 9 (2022): 1378. http://dx.doi.org/10.3390/buildings12091378.

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To investigate the axial compressive behavior of an opening cold-formed thin-wall C-steel combined double-limb column, C-steel combined I-section columns were modeled in this paper, and the models were validated by experiments on axial-compressed combined columns. Parametric analyses were carried out on the combined columns. The effects of slenderness ratio, height to thickness ratio, width to thickness ratio, bolt spacing, and opening in the web on the ultimate compressive bearing capacity of the combined columns were investigated. It was observed that the slenderness ratio had the most signi

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22

Aristizabal‐Ochoa, J. Dario. "Closure to “Slenderness K Factor for Leaning Columns” by J. Dario Aristizabal‐Ochoa." Journal of Structural Engineering 123, no. 2 (1997): 248–50. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:2(248.2).

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23

Nazari Sendi, Mohammad Rasoul, Iraj Hassanzad Navroodi, Hassan Poorbabaei, Mohammad Sheikhkanlu Milan, and Behzad Bakhshandeh. "Determination of lime tree (Tilia begonifolia Stev.) stems form based on quantitative parameters (Study area: Shafaroud forests of Guilan province, Iran)." Folia Forestalia Polonica 56, no. 4 (2014): 165–70. http://dx.doi.org/10.2478/ffp-2014-0018.

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Abstract The lime tree is one of the rare and valuable species that found in the Hyrcanian moist forests with economic as well as ecological value. Identification of the quantitative and qualitative features of this species is important. In order to investigate the stem form of this species in the Shafaroud forests of Guilan Province, 141 lime trees in 39 plots were analyzed during the four stages of small pole, pole, saw-timber, and maturity. In each plot, stem-diameter at different heights was measured by using the Spiegel Relaskop. Measurements and analyses included diameter at breast heigh

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24

Song, Guohua, Minghui Li, and Delu Che. "Construction Stability Analysis of Curved Continuous Rigid Frame Bridges with High Piers." MATEC Web of Conferences 206 (2018): 01017. http://dx.doi.org/10.1051/matecconf/201820601017.

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Taking the curved continuous rigid frame bridges (CRFBs) with high piers as research object, the construction stability of four different styles of main piers were analyzed by finite element (FE) method in three construction stages including the segment 0 stage, largest cantilever stage, and finished bridge stage. Rules governing the stabilities of bridges with various pier styles, height, and slenderness ratio were established. At different construction stages, pier type and pier height affect structural stability differently. Wind loads have little influence on structural stability at any co

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25

Nuñez, Eduardo, Ramón Mata, Jorge Castro, Nelson Maureira, Néstor Guerrero, and Ángel Roco. "Influence of Global Slenderness and Sliding Pallets on Seismic Design of Steel Storage Racks: A Sensitivity Analysis." Buildings 12, no. 11 (2022): 1826. http://dx.doi.org/10.3390/buildings12111826.

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In this research, the influence of global slenderness and sliding pallets factor on the seismic design of steel storage racks are assessed. Variations in span length, the height of storage levels, live load, and percentage of live load considered in the seismic mass are studied for different levels of seismic zone and soil type. The models were designed according to the Chilean Code NCh2369. Subsequently, a global sensitivity analysis was developed to analyze the influence of each studied parameter in the seismic design response in terms of fundamental period, drift, and base shear from a resp

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26

Swanson, J. A., S. M. Heinrich, and P. S. Lee. "An Elastoplastic Beam Model for Column-Grid-Array Solder Interconnects." Journal of Electronic Packaging 121, no. 4 (1999): 303–11. http://dx.doi.org/10.1115/1.2793857.

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An analytical model is developed and implemented to analyze the deformation of solder columns in column-grid-array(CGA) assemblies. Each solder column is modeled as a prismatic beam of circular cross section subjected to end shearing deflections caused by thermal mismatch between the module and the circuit board. The solder is idealized as an elastic-perfectly plastic material whose yielding is governed by the von Mises criterion. Since the columns are relatively short by beam standards, transverse shear deformation has been incorporated into the beam model. The results generated with the mode

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27

Villareal, Jayric F., Rafael U. Untong, Anisa U. Mispil, Cindy E. Poclis, Charry Mae S. Numeron, and Oliver S. Marasigan. "Comparative Fiber Morphology of Four Underutilized Native Tree Species in Maguindanao, Philippines." Environment and Natural Resources Journal 23, no. 4 (2025): 1–12. https://doi.org/10.32526/ennrj/23/20240311.

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The focus of this study was to characterize and compare the fiber morphology (fiber length, fiber diameter, lumen diameter, cell wall thickness, and cell wall fraction) and derived values (Runkel ratio, slenderness ratio, flexibility ratio, Mulhsteph ratio, rigidity coefficient, and Luce’s shape factor) of four underutilized native tree species grown in the Maguindanao region, namely; Dita (Alstonia scholaris (L.) R. Br.), Himbabao (Broussonetia luzonica Blanco), Tangisang Bayawak (Ficus variegata Blume), and Kalukoi (Ficus callosa Willd.). Wood samples from the selected trees (between 10-20 y

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28

Morandi, A. C., P. K. Das, and D. Faulkner. "Reliability-Based Design of Externally Pressurized Vessels." Journal of Offshore Mechanics and Arctic Engineering 120, no. 3 (1998): 149–53. http://dx.doi.org/10.1115/1.2829535.

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A reliability-based Level I design procedure is proposed for ring-stiffened cylindrical shells under external pressure. The main collapse modes and the present safety factor approach are reviewed. The major aspects involved in code development, such as the statistical properties of the basic variables, reliability methods, sensitivity studies, code format, target reliability, partial safety factor optimization, and comparison with the present practice are described. Safety margins for design are proposed which depend on the design pressure, maximum expected overdive, and shell slenderness. Som

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29

Ibrahim, Taghreed Hassan. "Buckling Loads and Effective Length Factor for Non-Prismatic Columns." Journal of Engineering 23, no. 10 (2017): 134–45. http://dx.doi.org/10.31026/j.eng.2017.10.10.

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Based on a finite element analysis using Matlab coding, eigenvalue problem has been formulated and solved for the buckling analysis of non-prismatic columns. Different numbers of elements per column length have been used to assess the rate of convergence for the model. Then the proposed model has been used to determine the critical buckling load factor () for the idealized supported columns based on the comparison of their buckling loads with the corresponding hinge supported columns . Finally in this study the critical buckling factor () under end force (P) increases by about 3.71% with the t

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30

Vivek, Desai*1 V. R. Panchal2 V. M. Patel3 &. N. A. Patel4. "INFLUENCE OF OPENING ON STRESS REDUCTION FACTOR OF UNREINFORCED MASONRY PANELS." GLOBAL JOURNAL OF ENGINEERING SCIENCE AND RESEARCHES 6, no. 2 (2019): 279–98. https://doi.org/10.5281/zenodo.2580029.

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Masonry is the oldest building material which still finds a wide range of use in today’s buildings, because of the easy availability of the material as well as its economic application. Moreover, masonry is a composite material. It is made up of brick and mortar. The stress reduction factor is an important factor for designing a masonry structure. From the stress reduction factor, the value of compressive stress is obtained. In this study, to find out the effect on stress reduction factor, models are prepared considering different kinds of thicknesses and openings using FEM analysis. Fro

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31

Atmani, A., Z. Boudaoud, and N. Djebbar. "Slenderness Ratio and Influencing Parameters on the NL Behaviour of RC Shear Wall." Civil Engineering Journal 7, no. 12 (2021): 2043–67. http://dx.doi.org/10.28991/cej-2021-03091777.

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Shear walls are very efficient structural elements to resist lateral seismic disturbance. Despite the aforementioned seismic performance, recent investigations report that they have suffered from significant structural damage after recent seismic activity, even for those complying with seismic provisions. These deficiencies in resistance and deformation capacities need to be explored. This study considers the influence of plastic length Lp, concrete compressive strength f_c28, longitudinal reinforcement ratio ρl, transverse reinforcement ratio ρsh, reduced axial load ν, confinement zone depth

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32

Bradford, M. A. "Service-load Behaviour of Braced Reinforced Concrete Columns with Rotational Spring Supports." Advances in Structural Engineering 1, no. 3 (1998): 193–201. http://dx.doi.org/10.1177/136943329800100304.

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A simplified mathematical model for the short-term and time dependent analysis of reinforced concrete columns subjected to eccentric loading and with rotational springs is developed. Such a column is typical of that in a sway-prevented frame. The analysis includes cracking at service loads, creep and shrinkage deformations, and second order slenderness effects. The second order deflections are compared with those predicted by use of the contentious effective length factor given in design codes of practice.

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33

Özkılıç, Yasin Onuralp. "Interaction of flange and web slenderness, overstrength factor and proposed stiffener arrangements for long links." Journal of Constructional Steel Research 190 (March 2022): 107150. http://dx.doi.org/10.1016/j.jcsr.2022.107150.

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34

Tabbara, Mazen, and Gebran Karam. "Parametric Investigation of the Effects of Localization and Slenderness on the Stress–Strain Response and Confinement Efficiency in FRP-Wrapped Concrete Cylinders." Applied Sciences 10, no. 10 (2020): 3432. http://dx.doi.org/10.3390/app10103432.

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In order to improve the efficiency of fiber reinforced plastics (FRP) confinement as a method to repair and strengthen concrete structures, a parametric analysis was carried out to investigate the effects of cylinder slenderness and the stiffness of the confinement on the localization pattern, the stress–strain response and the effectiveness of the confinement. FRP-wrapped concrete cylinders under axial compression were modeled in a high-resolution finite element model. Concrete was modeled as a Mohr–Coulomb material. The bi-linear stress–strain structural responses concur with published exper

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35

Wang, Zheng-zhen, Wei-ming Gong, Guo-liang Dai, and Ling-feng Liu. "Analysis of Bond Behavior of FRP-Confined Concrete Piles Based on Push-Out Test." Advances in Materials Science and Engineering 2020 (February 26, 2020): 1–17. http://dx.doi.org/10.1155/2020/3186832.

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Due to the significant differences in the properties (e.g., anisotropy, elasticity modulus, and surface roughness) of fibre-reinforced polymer (FRP) and traditional pile materials, research on bond behavior between FRP tube and concrete should be conducted to ensure that they can work together properly. Push-out tests on twenty-nine GFRP-confined concrete piles were performed, the influence of bond type, slenderness ratio of FRP tube, radius-thickness ratio of FRP tube, concrete stress and concrete type on bond behavior and distribution of axial strains were studied, and simplified bond-slip c

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36

Wang, Yunchen, Jiongfeng Liang, Caisen Wang, and Wei Li. "Axial compression behavior of carbon fiber reinforced polymer confined partially encased recycled concrete columns." PLOS ONE 19, no. 6 (2024): e0304797. http://dx.doi.org/10.1371/journal.pone.0304797.

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Partially encased concrete (PEC) has better mechanical properties as a structure where steel and concrete work together. Due to the increasing amount of construction waste, recycled aggregate concrete (RAC) is being considered by more people. However, although RAC has more points, the performance is inferior to natural aggregate concrete (NAC). To narrow or address this gap, lightweight, high-strength and corrosion-resistant CFRP can be used, also protecting the steel flange of the PEC structure. Therefore, carbon fiber reinforced polymer (CFRP) confined partially encased recycled coarse aggre

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37

Zhou, Rong, Jun Hai Zhao, and Xue Ying Wei. "Research on Bearing Capacity of Concrete Filled Double Skin (CHS Inner and SHS Outer) under Eccentric Compression." Applied Mechanics and Materials 723 (January 2015): 422–26. http://dx.doi.org/10.4028/www.scientific.net/amm.723.422.

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The ultimate load calculation formula for the solid multi barrel tube-confined concrete columns (CHS inner and SHS outer) was derived based on the Unified Strength Theory (UST) in this paper. The influence of intermediate principal stress and the double restriction effect and the decrease of longitudinal stress were considered in the formula. Based on the axial compression load and consider the eccentricity ratio and slenderness ratio, by introducing the reduction factor of concrete strength and the equivalent restriction reduction factor, based on unified strength theory solutions of thick tu

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38

Li, Wei Wei, and Hui Feng Zhang. "Slenderness Sensitivity Analysis of Thin-Walled Square Steel Tubular Columns Filled with Demolished Concrete Lumps." Advanced Materials Research 1163 (April 2021): 158–73. http://dx.doi.org/10.4028/www.scientific.net/amr.1163.158.

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The demolished concrete lumps (DCLs) have been demonstrated to replacement partial coarse aggregates when casting concrete. However, few studies had focused on the sensitivity of factors affecting mechanical behavior of slender square steel slender columns filled with DCLs and fresh concrete (FC) under axial compression. This research was carried out on the basis of Bo Wu's study. The Orthogonal design method was adopted in this experiment. The experimental studied involved 12 Concrete-Filled Steel Tube (CFST) columns. Each columns diameter was 159mm, the length of specimens was 2000, 2200 and

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Sudjatmiko, Sudjatmiko, Soenoko Rudy, Suprapto Agus, and Agus Choiron Moch. "CORRELATION OF SURFACE ROUGHNESS, TOOL WEAR, AND CHIP SLENDERNESS RATIO IN THE LATHE PROCESS OF ALUMINUM ALLOY – 6061." Eastern-European Journal of Enterprise Technologies 4, no. 1 (100) (2019): 54–60. https://doi.org/10.15587/1729-4061.2019.159203.

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The research on the lathe process has described that the tool nose radius parameter is one of the factors that has an influence on surface roughness in the form of product quality. Chip slenderness ratio is an important parameter in the lathe process that can be applied theoretically or empirically. The lathe process was carried out on the Aluminum Alloy – 6061 material, the effects of the selected responses, namely surface roughness (SR), surface area of tool wear (Vb), and chip slenderness ratio (δ) were investigated. The selection of the main cutting tool nose radius (ns), spind

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Hardy, S. J., and M. K. Pipelzadeh. "Stress concentration factors for axial and shear loading applied to short flat bars with projections." Journal of Strain Analysis for Engineering Design 29, no. 2 (1994): 93–100. http://dx.doi.org/10.1243/03093247v292093.

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The finite element method has been used to obtain stress concentration factor data for flat ‘T’ shaped components, subjected to axial and shear loading, with both remote and local restraints being applied. The ratio of length to depth (or slenderness ratio) of the shank region is generally less than 3:1. For these short components under shear (or bending) loads, primary bending stresses are no longer dominant and transverse shear is an important secondary effect. Comparisons are made between the predictions with remote and local restraints in order to quantify the effect of localizing the rest

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Strauss, Alfred, Thomas Zimmermann, Panagiotis Spyridis, and Benjamin Täubling. "Bearing Capacity of Slender Concrete Columns." Slovak Journal of Civil Engineering 26, no. 4 (2018): 39–49. http://dx.doi.org/10.2478/sjce-2018-0027.

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Abstract The European standard for the design of concrete structures using nonlinear methods contains a deficit in global reliability for cases when concrete columns fail due to a loss of stability before reaching the design resistance in the critical cross-sections. A buckling failure is a brittle failure which occurs without warning, and the probability of its formation is markedly influenced by the slenderness of the column. The calculation results presented herein are compared with the results from experimental data. The paper aims to compare the global reliability of slender concrete colu

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Lo, Kelvin, Erwin Oh, Darren Newell, and Choo Yong. "A New Load-Transfer Factor to the Slipping Analytical Formulation in Axially Loaded Piles." Geotechnics 2, no. 1 (2022): 171–90. http://dx.doi.org/10.3390/geotechnics2010008.

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The load-transfer factor (ζ) in the concentric cylinder approach is often used in analytical formulation in axially loaded piles. The factor is a constant value (in a given pile slenderness ratio and soil condition) devised under the elastic and ‘pre-failure’ perfect pile–soil bonding conditions (a non-slip analytical model). Given most numerical methods have already considered the pile–soil slipping in the ‘pre-failure’ stage, the limitations of non-slip analytical models have recently been discussed, and slipping analytical models have been recommended. Therefore, this research aims to inves

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Huang, Bin, and Zhou Che Hong. "Interactive Buckling of Q420 Welded Circular Tubes under Axial Compression." Advances in Materials Science and Engineering 2020 (July 16, 2020): 1–14. http://dx.doi.org/10.1155/2020/4028907.

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Finite element models (FE models) of high-strength steel Q420 (yield strength 420 MPa) circular tubes considering residual stresses and local and overall geometric imperfections were established and verified against existing test data. Based on parameter analysis, it was derived that the reduction of ultimate capacity resulting from residual stresses was up to 11.8%. When slenderness ratio was larger than 25, the effect of overall geometric imperfection played a major role compared with that of local geometric imperfection, which resulted in the reduction of the ultimate capacity of about 11.5

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Kato, Shiro, Yoshiro Yamauchi, and Takashi Ueki. "Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs under Uniform Load." International Journal of Space Structures 20, no. 2 (2005): 91–106. http://dx.doi.org/10.1260/0266351054764227.

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The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under a uniform load on a rectangular plan. The roofs are assumed as three way single layers with a pin-support at all peripheries on a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit but approximate formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads i

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Kato, Shiro, Yoshiro Yamauchi, Takashi Ueki, and Kazune Okuhira. "Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs with Simple Supports under Uniform Load." International Journal of Space Structures 20, no. 4 (2005): 211–24. http://dx.doi.org/10.1260/026635105775870305.

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The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under uniform load with a rectangular plan. The roofs are assumed as three way single layers with a simple support at all peripheries of a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling, and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted a

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Talaat, Mohamed M., Robert L. Mayes, Mark D. Webster, Ahmet Citipitioglu, and Frank W. Kan. "Buckling of Conventional and High-Strength Vanadium Steel Double-Angle Compression Members: Computational Parametric Evaluation of Slenderness Modification Factors." Engineering Journal 54, no. 4 (2017): 243–62. http://dx.doi.org/10.62913/engj.v54i4.1122.

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High-strength, low-alloy vanadium (HSLA-V) steel offers higher strength and toughness than conventional steel. The resulting lighter weight and more slender structural components are more susceptible to buckling in compression. Of particular interest to this study are open-web joists, which utilize double-angle sections—typically for chord members and often for web members. Design code treatment for both global and specifically local buckling of double-angle compression members is evaluated in this study. Code equation predictions of the buckling strength for a wide range of specimens and mate

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Villar Posada, Feliciano. "Preocupación por el peso y trastornos de la ingesta: contextualización evolutiva." Apuntes de Psicología, no. 46 (April 5, 1996): 39–54. http://dx.doi.org/10.55414/789s9224.

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This article examines the relationship between wight concerns and eating disorders, and developmental changes related to adolescence. Puberty usually has a more negative effect on female adolescents" self-esteem and body-image than on those of male adolescents”, since:the changes undergone move them away from the cultural stereotype of slenderness. This effect influences the onset of restrictive diets and weight concerns, specially in adolescents" that have unudergone early development and/or with other sources of stress. In turn, dieting and weight concerns are risk factors for eating disorde

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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 (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 sensor

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Huang, Fuyun, Yulong Cui, Rui Dong, Jiangang Wei, and Baochun Chen. "Evaluation on ultimate load-carrying capacity of concrete-filled steel tubular arch structure with preload." Advances in Structural Engineering 22, no. 13 (2019): 2755–70. http://dx.doi.org/10.1177/1369433219850091.

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When casting wet concrete into hollow steel tubular arch during the construction process of a concrete-filled steel tubular arch bridge, an initial stress (due to dead load, etc.) would be produced in the steel tube. In order to understand the influence of this initial stress on the strength of the concrete-filled steel tubular arch bridge, a total of four single tubular arch rib (bare steel first) specimens (concrete-filled steel tubular last) with various initial stress levels were constructed and tested to failure. The test results indicate that the initial stress has a large influence on t

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El-Tayem, Adel A., and Subhash C. Goel. "Effective Length Factor for the Design of X-bracing Systems." Engineering Journal 23, no. 1 (1986): 41–45. http://dx.doi.org/10.62913/engj.v23i1.454.

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X-bracing systems made with single angles are quite common in steel structures. In current practice, the design of X-bracing members may be performed in one of two ways. The first method is to ignore the strength of the compression diagonal in resisting the imposed loads. Conversely, the second method recognizes the contribution of the compression diagonal. This method requires overall buckling of the full diagonal in the out-of-plane direction as well as buckling of one half diagonal about the weak principal axis to be investigated in calculating the effective slenderness ratio. However, for

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