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Journal articles on the topic 'Steel members'

Author: Grafiati

Published: 7 September 2021

Last updated: 29 July 2025

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1

Lehnhoff, Terry F., and Bradley A. Bunyard. "Effects of Bolt Threads on the Stiffness of Bolted Joints." Journal of Pressure Vessel Technology 123, no. 2 (2000): 161–65. http://dx.doi.org/10.1115/1.1319504.

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Axisymmetric finite element analysis (FEA) was performed on bolted joints to determine the effects of the threads on the bolt and member stiffnesses. For steel members, the member stiffness decreased 37.1, 37.7, 38.2, 41.0, and 49.4 percent for the 24, 20, 16, 12, and 8-mm-dia bolts, as the magnitude of the external load was increased. The external load was increased from zero to the value that caused the bolt force to equal its proof strength. The member stiffness for aluminum members decreased by 22.7 and 29.9 percent for the 24 and 20-mm bolts. The cast iron members had decreases of 26.9 an

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2

Wei, Jun, Zhenshan Wang, Yanan Su, and Jiayi Han. "Study on the Nonlinear Behavior and Factors Influencing the Axial Compression of High-Durability Fibrous Concrete Wrapped Steel Tube Composite Members." Materials 15, no. 21 (2022): 7603. http://dx.doi.org/10.3390/ma15217603.

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Thin-walled steel pipe concrete has better economic performance, but the problem of local buckling is more prominent with a thin-walled steel pipe; meanwhile, thin-walled steel pipe is more sensitive to the environment and the influence of rusting is more prominent. To solve the above problems, this paper proposes new spiral stiffened rib thin-walled steel pipe concrete laminated members to obtain better force and economic performance. Based on axial compression tests on five forms of composite members, this paper studies the nonlinear behavior of the axial compression of this new type of lami

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3

Gan, Feng Lin, and Xin Wang. "Application of Large Size and High Strength Angle in UHV Transmission Line Tower." Applied Mechanics and Materials 680 (October 2014): 418–21. http://dx.doi.org/10.4028/www.scientific.net/amm.680.418.

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Considering width and thickness of large width angle steel, the section area of large width angle steel is larger than that of normal angle steel. Application of large width angle can increase bearing capacity of the member. Therefore it is feasible that large width angle steel replaces double combined angle steels. Taking the tower for ±800 kV DC transmission line from Jin ping to south Jiangsu Province, under the same design conditions, large width angle steel and double combined angle steels are used respectively in the main members of the tower to modeling finite element analysis.The resul

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4

Ju, Hyunjin, Se-Jung Lee, Sung-Mo Choi, Jong R. Kim, and Deuckhang Lee. "Applicability of Hybrid Built-Up Wide Flange Steel Beams." Metals 10, no. 5 (2020): 567. http://dx.doi.org/10.3390/met10050567.

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To accommodate growing demands on either heavy steel structures or unique buildings with irregular configurations, built-up wide-flange steel (BWS) beams are being popularly used in modern steel construction. In current fabrication practices of BWS members, high-performance steels produced in steelmaking factories under the thermo-mechanical control process (TMCP) are typically utilized to achieve proper welding performances. However, since its basic unit price is quite higher than typical hot-rolled steel materials, this study introduced a hybrid BWS section for cost saving with no performanc

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5

Song, Ji Qiang. "Research on Performance Effect Factors of Flexural Member for Concrete Filled Rectangular Steel Tube." Applied Mechanics and Materials 405-408 (September 2013): 1130–34. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1130.

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Today large concrete filled rectangular steel tube members are widely used in large-scale civil engineering. The influence of the concrete filled steel tube members to different types of the steel tube concrete structure, which are with different concrete strength grade, is different. The main factors influenced the flexural member of the concrete filled rectangular steel tube are analysed in this paper.

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6

Fujita, Masanori. "Reuse System of Building Steel Structures - Structural Performance of Reusable Members and Practical Examples." Key Engineering Materials 517 (June 2012): 513–21. http://dx.doi.org/10.4028/www.scientific.net/kem.517.513.

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Longevity, reuse and recycle can be effective in reducing environmental burden in the life cycle of building steel structures. Longevity is the most crucial element in reducing the environmental burden of building steel structures. Nevertheless, there are always a number of buildings that need to be demolished for physical, architectural, economic, and social reasons. When such building steel structures have been demolished in the past, their structural members have been scrapped for recycling. Steel, by nature, is the only type of structural member that can be fabricated. Even without special

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7

Han, Jun Ke, and Chun Lei Zhang. "Experimental Study on Effect of Cold-Forming Procedures to Cold-Formed Steel Members on Power Transmission Tower." Advanced Materials Research 243-249 (May 2011): 1351–54. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1351.

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The cold-formed steel member can arrange the most suitable shape of section according to the material needed. It can increase the load capacity and decrease the weight index when it is used for power transmission towers. The effect of cold-forming procedures to cold-formed steel members is different according to the thickness of steel plate or strip. The design method of cold-formed steel members considering the strength in Chinese code of cold-formed thin-wall steel is proposed when the thickness is less than or equals 6mm. In order to study the effect of cold-forming procedures on the streng

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8

Jeong. "Design of Economical Steel Ratio in RC Flexural Members." Journal of the Korean Society of Civil Engineers 35, no. 1 (2015): 93. http://dx.doi.org/10.12652/ksce.2015.35.1.0093.

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9

Li, Huihui, Lian Shen, and Shuwen Deng. "A Generalized Framework for the Alternate Load Path Redundancy Analysis of Steel Truss Bridges Subjected to Sudden Member Loss Scenarios." Buildings 12, no. 10 (2022): 1597. http://dx.doi.org/10.3390/buildings12101597.

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Owing to their distinct features, such as structural simplicity and excellent load-carrying capacity, steel truss bridges are widely applied as critical transportation networks. However, many previously designed steel truss bridges that are located in harsh environmental conditions are facing severe challenges of overloading and aging or deteriorating critical structural members due to increasing traffic load and corrosion problems (i.e., chloride-induced corrosion). As a consequence, these overloaded and deteriorated critical members may initialize localized damage (e.g., sudden member failur

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10

FENG, PENG, SAWULET BEKEY, YAN-HUA ZHANG, LIE-PING YE, and YU BAI. "EXPERIMENTAL STUDY ON BUCKLING RESISTANCE TECHNIQUE OF STEEL MEMBERS STRENGTHENED USING FRP." International Journal of Structural Stability and Dynamics 12, no. 01 (2012): 153–78. http://dx.doi.org/10.1142/s0219455412004604.

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Fiber-reinforced polymer (FRP) strengthening technique to improve buckling resistance of steel members is presented in concept and experimental demonstration. The conceptual design of this method is introduced through the preliminary experiments on three specimens. Then, another 14 specimens are tested under axially compressive loading, by which the compressive behavior and the strengthening effects are investigated considering different design parameters and configuration, including the slenderness ratio, the confinement detail, the filled materials and the end connection. The strengthening e

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11

Easterling, W. Samuel, and Lisa Gonzalez Giroux. "Shear Lag Effects in Steel Tension Members." Engineering Journal 30, no. 3 (1993): 77–89. http://dx.doi.org/10.62913/engj.v30i3.618.

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The non-uniform stress distribution that occurs in a tension member adjacent to a connection, in which all elements of the cross section are not directly connected, is commonly referred to as the shear lag effect. This effect reduces the design strength of the member because the entire cross section is not fully effective at the critical section location. Shear lag effects in bolted tension members have been accounted for in the American Institute of Steel Construction (AISC) allowable stress design specification1 (ASD) since 1978. The 1986 load and resistance factor design specification2 (LRF

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12

Yoon, Jeong Bae, Ji Hye Choi, Young Gyun Hong, Sang Ho Ahn, and Jung Hyun Park. "Failure Mechanism and Analysis of Reinforced Concrete Members with Fiber-Steel Laminate Composites." Key Engineering Materials 345-346 (August 2007): 677–80. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.677.

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The new composite method combined by fiber laminates and steel plate composites was applied for reinforced concrete members. The experimental investigation for the applicability of this method was presented for flexural member. Two different fiber materials such as carbon and fiberglass with steel plate were used. All specimen using fiber material and steel plate were divided by two different groups such as control group without strengthening, innovated fiber-steel laminate composites group. Failure modes and load-deflection curves were presented for flexural members by fiber-steel laminate co

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13

Yao, Xing You, Yuan Qi Li, and Zu Yan Shen. "Load-Carrying Capacity Estimation Methods for Cold-Formed Steel Lipped Channel Member Using Effective Width Method." Advanced Materials Research 163-167 (December 2010): 90–101. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.90.

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Distortional buckling may occur for Cold-formed thin-walled steel lipped channel member except local buckling and overall buckling. The buckling of flange and lip are the important factor for the occurrence the distortional buckling. The different design codes have different design method for calculating plate buckling coefficient of flange and lip using the effective width method. So the effective width method in different codes are introduced and the load-carrying capacities of 100 lipped channel section compressive members collected from reference are computed using ‘Cold-formed steel struc

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14

Yang, Z. J., X. Li, G. C. Li, and S. C. Peng. "Finite Element Analysis on Behavior of Reinforced Hollow High Strength Concrete Filled Square Steel Tube Short Columns under Axial Compression." Journal of Physics: Conference Series 2101, no. 1 (2021): 012059. http://dx.doi.org/10.1088/1742-6596/2101/1/012059.

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Abstract Hollow concrete-filled steel tubular (CFST) member is mainly adopted in power transmission and transformation structures, but when it is used in the superstructure with complex stress, the hollow CFST member has a low bearing capacity and is prone to brittle failure. To improve the mechanical performance of hollow CFST members, a new type of reinforced hollow high strength concrete-filled square steel tube (RHCFSST) was proposed, and its axial compression performance was researched. 18 finite element analysis (FEA) models of axially loaded RHCFSST stub columns were established through

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15

Temple, Murray C., and Ghada M. Elmahdy. "Slenderness ratio of main members between interconnectors of built-up compression members." Canadian Journal of Civil Engineering 23, no. 6 (1996): 1295–304. http://dx.doi.org/10.1139/l96-938.

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Many steel design standards, including CAN/CSA-S16.1-M89 "Limit states design of steel structures," specify maximum slenderness ratios for the individual main members between the interconnectors of built-up compression members. Previous research on which these requirements are based is reviewed. It is shown that the imperfection sensitivity due to coupled instabilities is measured from bifurcation critical loads. However, steel standards are based on a compressive resistance determined for a member with an initial out-of-straightness and a suitable residual stress pattern. It is shown that the

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16

Mai, Sy Hung, Duc Hanh Nguyen, Viet-Linh Tran, and Duc-Kien Thai. "Development of Hybrid Machine Learning Models for Predicting Permanent Transverse Displacement of Circular Hollow Section Steel Members under Impact Loads." Buildings 13, no. 6 (2023): 1384. http://dx.doi.org/10.3390/buildings13061384.

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The impact effect is a crucial issue in civil engineering and has received considerable attention for decades. For the first time, this study develops hybrid machine learning models that integrate the novel Extreme Gradient Boosting (XGB) model with Particle Swam Optimization (PSO), Grey Wolf Optimizer (GWO), Moth Flame Optimizer (MFO), Jaya (JA), and Multi-Verse Optimizer (MVO) algorithms for predicting the permanent transverse displacement of circular hollow section (CHS) steel members under impact loads. The hybrid machine learning models are developed using data collected from 357 impact t

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17

OKAMOTO, Tadao. "Connection methods of steel members." Doboku Gakkai Ronbunshu, no. 355 (1985): 180–83. http://dx.doi.org/10.2208/jscej.1985.355_180.

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18

Brown, Jack H. "Reinforcing Loaded Steel Compression Members." Engineering Journal 25, no. 4 (1988): 161–68. http://dx.doi.org/10.62913/engj.v25i4.506.

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Theoretically, it does not seem plausible that a column which is reinforced under load will have the same ultimate capacity as a column reinforced in its unloaded state. Yet there is a tendency to use the allowable stresses for the geometry of the reinforced column for both cases. This question is examined in greater detail in this paper, where the analysis shows that both the geometry of the reinforcement and initial load can affect column capacity. The paper develops a method to determine the capacity of a column reinforced under load based on AISC requirements. The analysis is applicable to

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19

Shi, Yaying, Huake Wang, Yuezhen Duan, and Xintang Wang. "Analysis of Buckling Property of Portal Steel Plate Shear Wall Member Used for Steel Frame." Journal of Physics: Conference Series 2706, no. 1 (2024): 012052. http://dx.doi.org/10.1088/1742-6596/2706/1/012052.

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Abstract A set of portal steel plate shear wall members are numerically studied, and effect of some factors on its buckling property and stiffeners used for avoiding its buckling is especially discussed. It is concluded that three stiffening forms presented here have a better effect on the buckling performance of the portal steel plate shear wall member. The buckling coefficient of various portal steel plate shear walls with 6m span are slightly lower than those with 4m and 5m span, which means that the increase of span will reduce the buckling performance and out of plane instability bearing

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20

Park, Yeon-Soo, Sun-Joon Park, Sung-Hoo Kang, and Byung-Chul Suh. "Damage assessment of steel angle members subjected to very-low-cycle loading." Canadian Journal of Civil Engineering 33, no. 10 (2006): 1293–303. http://dx.doi.org/10.1139/l06-061.

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This study deals with damage processes to steel structural members up to an ultimate cracking state caused by local buckling that occurs under large deformations due to very-low-cycle loading. In this study, a very-low-cycle loading means a repetitive loading, with 5 to 20 loading cycles, within the large plastic range. Experiments were conducted on steel angle members that were subjected to very-low-cycle loading that caused global and (or) local buckling and plastic elongation. The objective of the experiments was to quantify important physical factor relationships between cracks and rupture

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21

Li, Zifei, Lin Qi, and Yongcheng Huai. "STUDY ON PREFABRICATED CONNECTOR OF DOUBLE-LAYER RECIPROCAL FRAME." Stavební obzor - Civil Engineering Journal 31, no. 4 (2022): 586–600. http://dx.doi.org/10.14311/cej.2022.04.0044.

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A kind of lattice-type steel member is presented and a kind of prefabricated connector suitable for the connection between lattice-type steel members are proposed. The mechanical properties of the connectors are analyzed by using the finite element numerical simulation software ABAQUS. The connectors meet the design goals of the stiffness of connection stronger than members. Parameterized analysis is carried out on the prefabricated connector, and the flexural stiffness expression of the connector is obtained. The suggested values of each component of the prefabricated connectors are given bas

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22

Li, Yaohan, Chi-Chung Lee, and Yancheng Cai. "Recent Research Advances in High-Performance Steel Tubular Members: Material Properties, Stub Columns, and Beams." Buildings 13, no. 11 (2023): 2713. http://dx.doi.org/10.3390/buildings13112713.

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This paper presents recent advances in research on high-performance steel tubular members, including beams and columns. The term high-performance steel has been used for steels that have unparalleled characteristics such as high strength, cold formability, corrosion resistance, and ductility. Stainless steel (SS) and high-strength steel (HSS) are classified as high-performance steel. In the context of this paper, high-performance steel refers to SS and HSS, where HSS is with a nominal yield strength equal to or higher than 690 MPa. This paper initially illustrates the applications of high-perf

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23

Schmidt, L. C., and P. R. Morgan. "Member Ductility and Design Detail of Some Welded Joints." International Journal of Space Structures 2, no. 3 (1987): 139–45. http://dx.doi.org/10.1177/026635118700200302.

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The behaviour of tubular steel members and their connections are studied under ultimate tensile load conditions. Three end connection details are considered. These are practical connections, but one has a deliberately introduced defect of welding fabrication detail. Two types of steel are used: one is a conventional semi-killed mild steel, while the other is a rimmed steel that has been cold formed to produce an enhanced yield stress. The ratio of ultimate stress to yield stress (strain hardening ratio) is widely different for the two steels. The tests highlight the reduction in ultimate-load

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24

Vergara-Vazquez, Julio C., Isaias Ramirez-Vazquez, Alberto Hernandez-Valdez, Ramiro Hernandez-Corona, Alberto Brito-Luisillo, and David Ponce-Noyola. "Replacing steel members with composite members on transmission towers." Proceedings of the Institution of Civil Engineers - Energy 172, no. 1 (2019): 26–40. http://dx.doi.org/10.1680/jener.18.00019.

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25

Lee, Kang Min, Myung Jae Lee, Young Suk Oh, T. S. Kim, and Do Hwan Kim. "Compressive Testing of H-Shaped Steel Stub Columns Fabricated with Grade 800MPa High Performance Steel." Advanced Materials Research 671-674 (March 2013): 646–49. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.646.

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With the increased demand for high-rise and long-span structures, high strength with high performance steels have been utilized for these kind of structures. For the grade 800MPa high performance steel, although it was included in Korean Standard as high strength steel(HSA 800), however the HSA 800 steel was excluded in Korean Building Code-Structures due to the rack of research results for the structural behaviors of members fabricated with HSA 800 steel. Therefore, this paper describes basic study for the design specification of structural members using HSA 800 high performance steel. For th

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26

Zhao, Jianwen, Jianjun Fang, Wang Li, Peng Jun, and Sun Chen. "Finite element analysis of hysteretic characteristics of steel member under cyclic loading." Journal of Physics: Conference Series 2853, no. 1 (2024): 012052. http://dx.doi.org/10.1088/1742-6596/2853/1/012052.

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Abstract In this paper, the square, H-shaped and C-shaped steel members with three cross-section forms are selected. Considering the cross-section form, slenderness ratio and constraints at both ends, the force-displacement curve and single-ring energy consumption of steel members under cyclic loading are simulated and analysed. The buckling performance and hysteresis characteristics of steel members with different properties are compared. The results show that the section form has the greatest influence on the energy dissipation level of the component. The hysteretic performance of H-shaped s

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27

Niu, Peng, Hai Tao Wang, Chun Fu Jin, and Ying Guo. "Study on Buckling of Two Kinds of Thin-Walled Steel Members with Imperfection." Applied Mechanics and Materials 744-746 (March 2015): 309–14. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.309.

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Based on Ježek method of computing the elastic-plastic buckling of the members under the axial compressive load and the bending moment, considering the initial imperfection, the analytical expressions of calculating the ultimate load of buckling about the neutral axis with the maximum moment of inertia for an H-shaped member and a square steel tube member are derived. Using the elastic-plastic finite element method and the theory of nonlinear buckling, the impact by initial geometric imperfections on the H-shaped steel member and the square steel tube member under the axial compressive load a

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28

Liu, Judy. "Steel Structures Research Update: Advances in Design with Hollow Structural Steel Members." Engineering Journal 56, no. 4 (2019): 227–37. http://dx.doi.org/10.62913/engj.v56i4.1157.

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Recent advances in design of steel-frame systems with hollow structural steel (HSS) members are highlighted. The featured work includes new and updated design guides that are co-authored by Jeffrey Packer and Jason McCormick. Dr. Packer’s experimental, numerical, and analytical research informs the design of HSS for various loading conditions, with a bias toward code/specification-related issues and guidance for practicing engineers. Dr. McCormick’s research on HSS members and connections ranges from research on steel HSS-based seismic moment frames to the use of innovative materials (e.g., po

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29

Fisher, James M. "Bracing of Beams, Trusses, and Joist Girders Using Open Web Steel Joists." Engineering Journal 43, no. 1 (2006): 25–30. http://dx.doi.org/10.62913/engj.v43i1.869.

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Designers typically use joists as a part of the lateral bracing for the compression flange of beams, or for the lateral bracing of the top chord of trusses and joist girders. Joists serve as the connection to the primary members to deliver the brace force to a diaphragm or horizontal bracing system. The attachment of the joist seat to the primary member is an important element of the bracing system. Traditionally joist seats have been attached to primary members (beams, trusses, and joist girders) by welding. The OSHA Steel Erection Standard, Part 1926.757 - Open Web Steel Joists states: (i) E

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30

Mushthofa, Malik, and Astriana Hardawati. "NUMERICAL ANALYSIS OF STEEL MEMBER REMAINING COMPRESSIVE CAPACITY DURING SMAW WELDING." Jurnal Teknik Sipil 13, no. 1 (2024): 15–26. http://dx.doi.org/10.24815/jts.v13i1.38289.

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This study investigates the influence of Shielded Metal Arc Welding (SMAW) welding parameters on the remaining compressive capacity of angle-shaped steel members used for structural strengthening. The analysis focuses on members with thin hot-rolled profiles (40.4 x 40.4 x 4.0 mm, 50.5 x 50.5 x 5.0 mm, and 60.6 x 60.6 x 6.0 mm). A finite element model simulates the heat distribution caused by welding, leading to a temperature increase within the member. Welding scenarios are simulated using various combinations of current strength and welding speed based on the specifications for electrode typ

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31

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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Yu, Liuming, Yi Chang, Linli Yi, Ying Chen, Cheng Yang, and Jinhe Gao. "Analysis method of brittle failure probability of steel members." E3S Web of Conferences 165 (2020): 05031. http://dx.doi.org/10.1051/e3sconf/202016505031.

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In recent years, researchers have been proposed various analytical methods to calculate the structural reliability. However, a series of low stress brittle fracture accidents occurred in steel structure, the brittle failure of steel members cannot be ignored. The analytical method of a steel structure with potentially brittle steel members was developed. The brittle failure of a steel members is represented by the brittle failure probability. However, the calculating method of brittle failure probability is still not clear. In order to evaluate structural reliability, the brittle failure proba

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33

Kim, Sang-Woo, and Kil-Hee Kim. "Evaluation of Structural Behavior of Hysteretic Steel Dampers under Cyclic Loading." Applied Sciences 10, no. 22 (2020): 8264. http://dx.doi.org/10.3390/app10228264.

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This study proposes a relatively simple steel damper with high energy dissipation capacity. Three types of steel dampers were evaluated for structural performance. The first damper with U-shape had two vertical members and a semicircular connecting member for energy dissipation. The second damper with an angled U-shape replaced the connecting member with a horizontal steel member. The last damper with D-shape had a horizontal member added to the U-shaped damper. All the dampers were designed with steel plates on both sides that transmitted external shear force to the energy-dissipating members

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34

Bezas, Marios‐Zois, Sofia Antonodimitraki, Andre Beyer, et al. "Load carrying capacity of star‐battened angle members made of S460 steel in compression." ce/papers 6, no. 3-4 (2023): 1133–38. http://dx.doi.org/10.1002/cepa.2503.

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AbstractLattice towers are extensively built in Europe and worldwide to serve power transmission purposes. Their members mainly consist of single angle profiles, while built‐up sections, such as star‐battened ones, are usually preferred for the strengthening of individual members or in case of very high compression loads. Recent upwards developments of the power grid requests also lead to the need to use high strength steels (HSS) for the design and construction of higher and heavier loaded steel lattice transmission towers. Within the present paper, investigations conducted on the bearing cap

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35

Lee, Tai-Kuang, Austin D. E. Pan, and Ken Hwa. "Simplified LRFD Design of Steel Members for Fire." Engineering Journal 45, no. 4 (2008): 233–46. http://dx.doi.org/10.62913/engj.v45i4.945.

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This paper proposes a simplified design methodology for steel members under fire in accordance with LRFD provisions. The fire design criterion compares the required design strength ratio with the design strength reduction ratio. Design strength ratios are derived from the required strength factor and the overstrength factor. Simplified formulas for member strength at elevated temperatures, as well as their corresponding critical temperatures, are derived for steel members under tension, compression and flexure, for unrestrained boundary conditions. An illustrative example is presented and comp

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36

Wang, Tingwei. "Calculation Method for Load-Carrying Capacity of Circular Reinforced Con." MATEC Web of Conferences 353 (2021): 01013. http://dx.doi.org/10.1051/matecconf/202135301013.

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Finite element method and fiber model method were used to calculate the load-carrying capacity of the specimens. Based on the experimental and theoretical analysis, simplified calculation method of the load-carrying capacity for this kind of member is proposed. It indicates that finite element method result is relatively small, fiber model method result accords well with the experimental result. Circular reinforced concrete members covered with steel tube presents both the characteristics of reinforced concrete and concrete filled steel tube member, showing higher load-carrying capacity and gr

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37

S, P. Lavhate, and B. Pawar S. "DESIGN AND ANALYSIS OF STEEL TENSION MEMBERS AND BOLTED END CONNECTIONS." JournalNX - A Multidisciplinary Peer Reviewed Journal QIPCEI2K18 (May 1, 2018): 216–20. https://doi.org/10.5281/zenodo.1412301.

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The purpose of this work is to new investigate the effect of connection eccentricity and connection length on failure capacities of steel tension member with bolted end connection. Tension members are frequently used for lateral bracing and as truss elements. Such members have normally eccentric connections which results in bending of tension member. It is often permitted by, current design specifications, to neglect this eccentricity in the design of member. The present study is focus on examining the effect of varying connection eccentricity and connection length on the ultimate capacity of

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38

Omishore, Abayomi. "Global Sensitivity Analysis of Ultimate Limit States of Stainless Steel Structural Members." IOP Conference Series: Materials Science and Engineering 1203, no. 2 (2021): 022142. http://dx.doi.org/10.1088/1757-899x/1203/2/022142.

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Abstract The article presents global Sobol sensitivity analysis of a rolled member in tension made from austenitic chromium-nickel stainless steel of type 1.4307/AISI 304 L. The statistical characteristics of yield strength and of the geometry of the rolled steel IPE cross-section are presented on the basis of published experimental research. The sensitivity analysis showed the dominant effect of the yield strength on the static resistance. The second dominant variable is the flange thickness. Higher-order sensitivity indices oriented at detecting the presence of interaction effects between in

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Ryu. "The Development of the Direct Strength Method for Welded Steel Members." Journal of Korean Society of Steel Construction 27, no. 2 (2015): 231. http://dx.doi.org/10.7781/kjoss.2015.27.2.231.

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Oh, Byung Kwan, Se Woon Choi, and Hyo Seon Park. "Damage Detection Technique for Cold-Formed Steel Beam Structure Based on NSGA-II." Shock and Vibration 2015 (2015): 1–6. http://dx.doi.org/10.1155/2015/354564.

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Cold-formed steel is uniform in quality, suitable for mass production, and light in weight. It is widely used for both structural and nonstructural members in buildings. When it is used in a bending structural member, damage such as local buckling is considered to be more important than general steel members in terms of failure mode. However, preceding studies on damage detection did not consider the failure characteristics of cold-formed beam members. Hence, this paper proposes a damage detection technique that considers the failure mode of local buckling for a cold-formed beam member. The di

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Santos, João de Jesus dos, André Tenchini da Silva, Luciano Rodrigues Ornelas de Lima, Pedro Colmar Gonçalves da Silva Vellasco, Sebastião Arhur Lopes de Andrade, and José Guilherme Santos da Silva. "Numerical and experimental assessment of stainless and carbon bolted tensioned members with staggered bolts." Rem: Revista Escola de Minas 66, no. 2 (2013): 165–72. http://dx.doi.org/10.1590/s0370-44672013000200005.

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Current stainless steel design codes, like the Eurocode 3, part 1.4, (2006), are still largely based on analogies with carbon steel structural behavior. The net section rupture represents one of the ultimate limit states usually verified for structural elements submitted to normal tension stress. An investigation aiming to evaluate the tension capacity of carbon and stainless steel bolted structural elements was performed and in this article, the results are discussed and compared in terms of stress distribution, and force-displacement curves, among others. The result assessment was done by co

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Bennett, Richard M., and F. Shima Najem‐Clarke. "Reliability of Bolted Steel Tension Members." Journal of Structural Engineering 113, no. 8 (1987): 1865–72. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:8(1865).

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Sohal, Iqbal S., Lian Duan, and Wai‐Fah Chen. "Design Interaction Equations for Steel Members." Journal of Structural Engineering 115, no. 7 (1989): 1650–65. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:7(1650).

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Rondal, J. "Cold formed steel members and structures." Journal of Constructional Steel Research 55, no. 1-3 (2000): 155–58. http://dx.doi.org/10.1016/s0143-974x(99)00083-8.

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Billinghurst, A., J. R. L. Williams, G. Chen, and N. S. Trahair. "Inelastic uniform torsion of steel members." Computers & Structures 42, no. 6 (1992): 887–94. http://dx.doi.org/10.1016/0045-7949(92)90100-e.

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Loughlan, J. "Design of cold-formed steel members." Thin-Walled Structures 16, no. 1-4 (1993): 344–46. http://dx.doi.org/10.1016/0263-8231(93)90055-f.

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Almazov, V. O., Z. A. Amiraslanov, and A. D. Istomin. "Steel-concrete members for Arctic conditions." Hydrotechnical Construction 28, no. 10 (1994): 624–27. http://dx.doi.org/10.1007/bf01545947.

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Hong, Sung Bin, Kang Min Lee, Keun Yeong Oh, and Yang Yang. "An Experimental Evaluation of Structural Performance for High Strength Steel Stub Columns under Eccentric Loads." Applied Mechanics and Materials 764-765 (May 2015): 111–15. http://dx.doi.org/10.4028/www.scientific.net/amm.764-765.111.

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The researches on strength of members bending-compression were evaluated through experimental tests on eccentrically load of high-strength steel (HSA800). This test was performed on H-shaped steels of high strength steel (HSA800) to verify the P-M correlations of members subjected to combined forces according to axial load ratios. And this strength evaluation test was performed for various P-M combinations on adjusted eccentric distance. The results showed that all the specimens was satisfied with P-M correlations according to design criteria.

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Lei, Bi, Lv Yang, and Wu Min. "Damage Criteria of Steel Frame Structures Based on Damage Constitutive Model for Steel." Applied Mechanics and Materials 256-259 (December 2012): 758–61. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.758.

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The damage criteria of steel frame structure for fiber level, member level and story level are proposed. The fiber level damage criteria is directly defined by the developed steel damage model, the damage criteria of steel member is averaged through all the fibers of the member, and the story level, the damage criteria is defined as the weighted average value of the members, which the weighting factor is defined as the first several relative frequencies increase of residual structure after the evaluated member was demolished. As a numerical example, the damage process of a 9-story benchmark st

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Bennetts, Ian, and Chong Chee Goh. "Fire behaviour of steel members penetrating concrete walls." Electronic Journal of Structural Engineering 1, no. 1 (2001): 38–51. http://dx.doi.org/10.56748/ejse.1131.

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In steel construction, it is often desirable for a steel member to pass through a concrete fire wall rather than being curtailed at the wall. In situations where a steel member penetrates a fire wall, the member will usually be fire protected for a certain length on each side of the wall so as to minimise the heat flow through the steel member and reduce the likelihood of ignition of combustibles on the non-fire (unexposed) side within the adjacent compartment. The testing reported in this paper suggests that it is not necessary to apply fire protection to each side of a penetrating steel memb

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