A simple equation for axially loaded steel column design curves

1996 ◽  
Vol 23 (1) ◽  
pp. 272-276 ◽  
Author(s):  
Robert Loov
Keyword(s):  
Research Council ◽  
Steel Structures ◽  
Axial Loads ◽  
Limit States ◽  
Steel Columns ◽  
Inelastic Analysis ◽  
Steel Column ◽  
Column Design ◽  
Axially Loaded ◽  
Continuous Equation

Clause 13.3 of the Canadian Standards Association Standard CAN/CSA-S16.1-M89 "Limit states design of steel structures" utilizes complex five-piece curves to specify the limiting capacity of axially loaded steel columns. A study of these equations shows that they do not fit smoothly together. The resulting curves are scalloped. It has been found that the five-piece curves can be replaced by one continuous equation which never deviates by more than approximately 3% from the S16.1-M89 values. The proposed equation is applicable to all three column curves of the Structural Stability Research Council with only a change in the value of the exponent. The proposed equation has been adopted in the recently published CAN/CSA-S16.1-94 standard. Key words: axial loads, columns, inelastic analysis, steel columns.

An assessment of CSA standard equations for beam column design

1981 ◽  
Vol 8 (2) ◽  
pp. 130-136 ◽  
Author(s):  
S. U. Pillai
Keyword(s):  
Steel Structures ◽  
Limit States ◽  
Beam Columns ◽  
Detailed Procedure ◽  
Standard Lead ◽  
Column Design

Comparisons are made between results of 81 recent tests on beam columns subjected to unsymmetrical and biaxially eccentric loads and the capacities predicted by design equations recommended by CSA standard S16.1-M78 — Steel Structures for Buildings — Limit States Design. It is concluded that the general provisions of the standard lead to satisfactory designs whereas the detailed procedure given in the Appendix of the standard may lead to a higher proportion of unsafe results.

Analysis of Mechanics Characteristics of Prestressed Steel Column in High Temperature (Fire) Condition

2013 ◽  
Vol 351-352 ◽  
pp. 505-509
Author(s):  
Qiang Sun ◽  
Yan Hu ◽  
Ding Tang Wang
Keyword(s):  
High Temperature ◽  
Fire Resistance ◽  
Steel Structures ◽  
Prestressing Steel ◽  
Fire Condition ◽  
Steel Column ◽  
Practical Engineering ◽  
Column Design ◽  
High Temperature Condition ◽  
Mechanics Characteristics

According to the requirements of fire scientific theory and the fire resistance design of structures, and combined with the practical engineering and based on the building damage situations that may occur, this paper analyzes the characteristics of mechanical behavior of prestressed steel column in high temperature condition (fire). It puts forward that how to consider the effects of high temperature parameters and prestressed loss on the structural bearing capacity in prestressing steel column design, and may provide reference values for the fire resistance design of steel structures.

EVALUATION OF FIRE RESISTANCE OF FIRE PROTECTED STEEL STRUCTURES

2021 ◽  
pp. 149-158
Author(s):  
Andrii Kovalov ◽  
◽  
Yurii Otrosh ◽  
Vitalii Tomenko ◽  
Andrii Kondratiev ◽  
...  
Keyword(s):  
Numerical Modeling ◽  
Experimental Method ◽  
Fire Resistance ◽  
Fire Retardant ◽  
Steel Structures ◽  
Resistant Steel ◽  
Standard Temperature ◽  
Steel Columns ◽  
Steel Column ◽  
Fire Resistant Steel

Purpose. Evaluation of fire resistance of fire-resistant steel structures using the developed calculation and experimental method. Methods. Finite difference method, landfill fire test method, mathematical and computer modeling of non-stationary heat exchange processes, determination of thermophysical characteristics of fire-retardant coatings based on solving direct and inverse thermal conductivity problems. Results. Geometric, physical, computer models have been developed, with the help of which the fire resistance of fire-resistant steel structures has been evaluated by the calculation-experimental method. The adequacy of the developed method for assessing the fire resistance of fire-resistant steel structures in assessing the fire resistance of fire-resistant I-beam steel column has been checked. The analysis of tests on fire resistance of fire-resistant steel columns exposed to fire at the standard temperature of the fire without the load applied to them has been carried out. A computer model of the “steel column – reactive flame retardant coating” system has been built for numerical simulation of non-stationary heating of such a system. The fire resistance of fire-resistant steel columns of I-beam section without load applied to them has been evaluated using the calculation-experimental method. Verification of results of experimental research with results of numerical modeling has been carried out. Scientific novelty. The convergence of the results of experimental data on the duration of fire exposure at the standard temperature of the fire to reach the critical temperature of steel with the results of numerical simulations has been determined. Based on the comparison of the experimental results and numerical modeling, the adequacy of the developed model to the real processes that occur when heating fire-retardant steel columns without applying a load under fire conditions at a standard fire temperature has been confirmed. The efficiency of the proposed calculation and experimental method for assessing the fire resistance of fire-resistant steel structures has been confirmed. Practical significance. It consists in the implementation of the results on objects of different purposes in assessing the fire resistance of fire-resistant steel structures by evaluating the effectiveness of fire-retardant coatings of steel building structures.

Limit states design of steel structures—performance factors

1980 ◽  
Vol 7 (1) ◽  
pp. 45-77 ◽  
Author(s):  
D. J. L. Kennedy ◽  
M. Gad Aly
Keyword(s):  
Slenderness Ratio ◽  
Steel Structures ◽  
Steel Beams ◽  
Limit States ◽  
Steel Columns ◽  
Performance Factors ◽  
Coefficients Of Variation ◽  
Detailed Statistical Analysis ◽  
Physical Tests ◽  
Hollow Structural Sections

A detailed statistical analysis to give ratios of mean to nominal values and associated coefficients of variation (based on raw data collected from Canadian mills on the strength and geometric properties of rolled W shapes, welded W shapes, and class H hollow structural sections) is presented. By relating the tested capacity (based on physical tests performed by others) to the predicted capacity (based on the design equations in CSA standard S16.1-1974, Steel Structures for Buildings—Limit States Design), the professional ratio and its associated coefficient of variation were determined for steel columns as a function of the slenderness ratio, as well as for laterally supported and laterally unsupported steel beams, enabling the performance factor to be determined for these members over the entire range of behaviour. A serviceability criterion for steel bridges is presented.

Effect of Residual Deformation of a Steel Column on its Fire Resistance under Combined Exposure "Explosion-Fire"

2019 ◽  
Vol 968 ◽  
pp. 288-293 ◽  
Author(s):  
Alexey Vasilchenko ◽  
Evgeny Doronin ◽  
Boris Ivanov ◽  
Vladimir Konoval
Keyword(s):  
Fire Resistance ◽  
Residual Deformation ◽  
Fire Retardant ◽  
Steel Structure ◽  
Steel Structures ◽  
Heating Time ◽  
Industrial Facilities ◽  
Steel Columns ◽  
Steel Column ◽  
The Stability

Calculations on the example of a steel column showed that with the combined effect of an explosion that causes deformation and subsequent fire, even without damaging the fire-retardant coat, there is a significant decrease in the fire resistance of the structure due to a decrease in the critical temperature. It is shown that, on the basis of the methodology proposed in this work, for hazardous operations industrial facilities, it is possible to predict the stability of steel columns in crash explosions followed by fire, as well as to recommend the values ​​of workloads and parameters of fire-retardant coats providing the necessary stability. It is also shown that when calculating the fire resistance limit of a steel structure with intumescent fire-retardant coat, it is necessary to take into account the proper heating time of steel structures until they lose strength.

scholarly journals EVALUATION OF FIRE RESISTANCE OF FIRE PROTECTED STEEL STRUCTURES BY CALCULATION AND EXPERIMENTAL METHOD

2021 ◽  
Vol 3 (2) ◽  
pp. 29-39
Author(s):  
A. Kovalov ◽  
◽  
Y. Otrosh ◽  
V. Tomenko ◽  
V. Slovinskyi ◽  
...  
Keyword(s):  
Experimental Method ◽  
Fire Resistance ◽  
Fire Retardant ◽  
Steel Structures ◽  
Resistant Steel ◽  
Standard Temperature ◽  
Steel Columns ◽  
Steel Column ◽  
Stationary Heating ◽  
Fire Resistant Steel

Based on the developed geometric, physical, computer and finite element model, the fire resistance of fire-resistant steel structures was evaluated by calculation and experimental method. The adequacy of the developed computational-experimental method for assessing the fire resistance of fire-resistant steel structures in assessing the fire resistance of a fire-resistant I-beam steel column was verified. The results of tests for fire resistance of steel columns with fire-retardant coating at standard temperature of the fire without the load applied to them (temperature in the furnace, temperature in certain places on the surface of fire-retardant steel columns, the behavior of the investigated fire-retardant coating). The analysis of tests on fire resistance of fire-resistant steel columns exposed to fire at standard temperature (temperature in the furnace, temperature in places of measurement of temperature on a surface of columns, behavior of a fire-retardant covering) is carried out. A computer model of the «steel column – reactive flame retardant coating» system has been built for numerical simulation of non-stationary heating of such a system. Simulation of non-stationary heating of the system «steel column – fire-retardant coating» in the software package FRIEND with the specified parameters (geometric model, thermal effects, initial and boundary conditions, properties of system materials). The reliability of the results of numerical modeling with real experimental data on the duration of fire exposure at the standard temperature of the fire to reach the critical temperature of steel. Based on the comparison of experimental results and numerical simulations, a conclusion is made about the adequacy of the developed model to the real processes that occur when heating fire-retardant steel columns without applying a load under fire conditions at standard fire temperature. The efficiency of the proposed calculation and experimental method for assessing the fire resistance of fire-resistant steel structures has been confirmed.

An analysis of the performance of welded wide flange columns

1991 ◽  
Vol 18 (4) ◽  
pp. 537-555 ◽  
Author(s):  
Diana E. Chernenko ◽  
D. J. Laurie Kennedy
Keyword(s):  
Material Properties ◽  
Residual Strain ◽  
Steel Structures ◽  
Statistical Parameters ◽  
Limit States ◽  
Finite Element Program ◽  
Inelastic Analysis ◽  
Inelastic Behaviour ◽  
Element Program ◽  
Welding Processes

The Canadian Standards Association Standard CAN-CSA-S16.1-M89 “Limit states design of steel structures” assigns welded wide flange (WWF) columns to the column curve for rolled H-shaped sections. This is conservative because of differences in the production of WWF and rolled sections. The WWFs are stipulated to have flame-cut edges. The residual stress pattern, with favourable tensile stresses, results in a delayed loss of stiffness as weak axis inelastic buckling occurs. Thus the weak axis and strong axis buckling curves lie closer together for WWF shapes than they do for rolled H-shapes. Automatic cutting and welding processes result in close tolerances on out-of-straightness. As well, the statistical variations in the geometric properties are favourable. A detailed analysis of data collected from mill records and on-site measurements was made to obtain statistical parameters of relevant geometric and material properties. A finite element program modelling inelastic behaviour, residual strain patterns, out-of-straightness, and material properties was used with the test results of others to establish test-to-predicted ratios of column strengths. Parametric studies provided an assessment of the effect of varying residual strain patterns and column out-of-straightness. This formed the basis for determining the factored compressive resistance of WWF sections for three different slenderness ratios. Key words: columns, inelastic analysis, out-of-straightness, residual stresses, welded wide flange.

Response and modeling of axially-loaded concrete-filled steel columns with recycled coarse and fine aggregate

2021 ◽  
Vol 234 ◽  
pp. 111733 ◽  
Author(s):  
Mu-Zi Zhao ◽  
Yu-Yin Wang ◽  
Dawn E. Lehman ◽  
Yue Geng ◽  
Charles W. Roeder
Keyword(s):  
Fine Aggregate ◽  
Steel Columns ◽  
Axially Loaded

Seismic Ratchetting of Single-Degree-of-Freedom Steel Bridge Columns

2018 ◽  
Vol 763 ◽  
pp. 295-300 ◽  
Author(s):  
Khaled Saif ◽  
Chin Long Lee ◽  
Trevor Yeow ◽  
Gregory A. MacRae
Keyword(s):  
Time History ◽  
Steel Structures ◽  
Bridge Columns ◽  
Steel Bridge ◽  
Axial Loads ◽  
Maximum Displacement ◽  
Residual Displacements ◽  
Average Maximum ◽  
Force Reduction ◽  
Nonlinear Time History

Nonlinear time history analyses of SDOF bridge columns with elasto-plastic flexural behaviour which are subject to eccentric gravity loading are conducted to quantify the effect of ratchetting. Peak and residual displacements were used as indicators of the degree of ratchetting. The effects of member axial loads and design force reduction factors were also investigated. It was shown that displacement demands increased with increasing eccentric moment. For eccentric moment of 30% of the yield moment, the average maximum and residual displacements increase by 4.2 and 3.8 times the maximum displacement, respectively, which the engineers calculate using static methods without considering ratchetting effect. Design curves for estimating the displacement demands for different eccentric moments are also developed. The current NZ1170.5 (2016) provisions were found to be inadequate in estimating the maximum displacement for steel structures, and hence, new provisions for steel structures should be presented.

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