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.

Numerical Implementation of a Multi-Physical Fields Coupling Constitute Model

2013 ◽  
Vol 457-458 ◽  
pp. 354-357
Author(s):  
Yu Jie Sun ◽  
Qing Chun Cui ◽  
Suo Huai Zhang ◽  
Li Jun Yan
Keyword(s):  
Material Properties ◽  
General Purpose ◽  
Computational Method ◽  
Numerical Implementation ◽  
Temperature Dependent ◽  
Working Process ◽  
Finite Element Program ◽  
Element Program ◽  
User Material Subroutine ◽  
Constitute Model

The objective of this paper provides a numerical implementation procedure of thermo-metallurgical-mechanical constitute equation based on additively decomposition of strain rate. Together with phase transformation kinetics, the macro material properties are determined by assigning temperature dependent material properties to each phase and by applying mixture rule to combine. Then the constitute equation is implemented into general purpose implicit finite element program via user material subroutine. The effectiveness of developed computational method is confirmed by a Satoh test simulation. Simulation of Satoh test demonstrates that transformation induce plasticity has significant effect of the evolution of residual stress and can not be neglected for alloy steel during hot working process.

ANALYSIS AND DESIGN OF MULTI-STOREY STEEL STRUCTURES WITH IRRIGATION TO TORQUE ACCORDING TO 2018 EARTHQUAKE REGULATIONS

2021 ◽  
Vol 0 (15) ◽  
pp. 0-0
Author(s):  
Fahım Ahmad NOWBAHARI ◽  
Elif AĞCAKOCA
Keyword(s):  
Steel Structure ◽  
Steel Structures ◽  
Seismic Load ◽  
Finite Element Program ◽  
Analysis And Design ◽  
Earthquake Resistant Structures ◽  
Cross Member ◽  
Element Program ◽  
The Cross ◽  
Design Earthquake

When observing the consequences of earthquakes, it is accepted that earthquakes are one of the most dangerous natural disasters in the world. Therefore, special engineering methods are used to explore and analyze the effects of earthquakes on structures and to design earthquake resistant structures accordingly. In applying these methods, it is important to investigate the irregularities in the carrier system correctly. There are six irregularities in the Turkish Building Earthquake Code (TBDY-2018), one of the most important of which is A1 Torsional Irregularity [TBDY 2018]. In this article, considering TBDY 2018, the dynamic behaviour of structures with different ratios of torsional irregularity in multi-storey steel structures is examined. In a 10-storey steel structure with the same purpose and size, four type models were produced using the central inverted V cross member and changing the cross positions. The Equivalent Seismic Load Method is used in the analysis. Structural analyzes were performed with the "ETABS" finite element program. As a result of these studies; The displacements obtained from the structural analysis of 4 models with different torsional irregularity coefficients due to the cross member placement in various places in 4 buildings with the same dimensions were calculated by the Equivalent Seismic Load method.

Soil–steel structure design by the Ontario Code: Part 2. Structural considerations

1981 ◽  
Vol 8 (3) ◽  
pp. 331-341 ◽  
Author(s):  
G. Abdel-Sayed ◽  
Baidar Bakht
Keyword(s):  
Steel Structure ◽  
Steel Structures ◽  
Empirical Method ◽  
Structure Design ◽  
Live Load ◽  
Finite Element Program ◽  
Worked Example ◽  
Metallic Shell ◽  
Element Program ◽  
Load Effects

The paper presents provisions of the Ontario Bridge Design Code for the structural design of the metallic shell of soil–steel structures, and also discusses the development background of these provisions. A simplified method of determining live load effects in the metallic shell is presented. The method is based on results of a well-tested plane strain finite element program. An empirical method for determining live load effects, which is based on tests of full-size structures, is also given. A worked example is given to illustrate the usage of the design provisions.

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.

Review of resistance factor for steel: resistance distributions and resistance factor calibration

2002 ◽  
Vol 29 (1) ◽  
pp. 109-118 ◽  
Author(s):  
B J Schmidt ◽  
F M Bartlett
Keyword(s):  
Steel Structures ◽  
Companion Paper ◽  
Resistance Factor ◽  
Statistical Parameters ◽  
Limit States ◽  
Code Calibration ◽  
Load Combination ◽  
Current Value ◽  
Tension Members ◽  
Landmark Study

Changes in the Canadian steel industry warrant a review of the steel resistance factor in CSA Standard S16 (formerly S16.1) "Limit states design of steel structures", originally calibrated in the landmark study by Kennedy and Gad Aly in 1980. This paper presents statistical parameters for the bending, compression, and tension resistances of W, WWF, and HSS components produced since 1999 that have been derived from geometric and material properties presented in a companion paper. The resistance factor for steel was recalibrated for the live and dead load combination in the 1995 National Building Code of Canada. A resistance factor of 0.95 is suitable for laterally supported beams, stocky columns, and tension members failing by yield of the gross section, whereas the current value of 0.90 is appropriate for intermediate columns and tension members failing by fracture of the net section.Key words: code calibration, member resistance, reliability, resistance factor, safety, structural steel.

Influence of the Weld on the Mechanical Behaviour of Tailor Welded Blanks

2006 ◽  
Vol 514-516 ◽  
pp. 1493-1500 ◽  
Author(s):  
António José Baptista ◽  
Dulce Maria Rodrigues ◽  
Luís Filipe Menezes
Keyword(s):  
Mechanical Tests ◽  
The Body ◽  
Weld Bead ◽  
Fusion Welding ◽  
Finite Element Program ◽  
Tailor Welded Blanks ◽  
Fully Implicit ◽  
Base Materials ◽  
Element Program ◽  
Welding Processes

In new car production, an innovative method to produce strong and light panels consists in applying Tailor Welded Blanks (TWBs) in the body-in-white base structure. Since the fusion welding processes can induce significant changes in the material properties of the base materials, an important question is whether the weld bead has a significant influence on the overall behaviour of the welded blanks. In this work, some preliminary conclusions on this subject were achieved based on results of the numerical simulation of simple mechanical tests: tensile, shear and simple bending. The numerical simulations were performed with a fully implicit finite element program (DD3IMP). The results obtained show that for a slight mismatch of properties between the weld and the base materials, no important influence of the weld in the TWBs behaviour is noticed. However, a significant strength reduction can be observed for strong undermatch conditions (lower mechanical properties in the weld) even when the weld bead is very narrow.

A Simple Method of Handling Thermomechanical Coupling for Temperature Computation in a Rolling Tire

2004 ◽  
Vol 32 (2) ◽  
pp. 56-68 ◽  
Author(s):  
S. Futamura ◽  
A. Goldstein
Keyword(s):  
Steady State ◽  
Material Properties ◽  
Thermomechanical Analysis ◽  
Temperature Dependent ◽  
Finite Element Program ◽  
Steady State Analysis ◽  
User Subroutine ◽  
Simplified Method ◽  
Element Program ◽  
Fully Coupled

Abstract The thermomechanical analysis of a pneumatic tire is a highly complex process due to the effects of temperature on both the mechanical state and the viscoelastic energy dissipation in the tire. This coupled thermomechanical behavior typically requires that rolling tire temperatures be determined iteratively. As a result, a steady-state analysis involves updating the temperature dependent elastic and viscoelastic properties as the solution proceeds. The process is further complicated in a non-steady-state analysis where material properties need to be updated at multiple intervals in time. A simplified method is proposed. First, the sensitivity of the tire elastic response of the tire to changes in material stiffness is characterized using the “deformation index”. Then, using a commercial finite element program and an appropriate user subroutine, heat generation is expressed as a function of the local temperature using a simple algebraic expression involving the temperature dependent material properties and the deformation indices. Temperatures are computed using the finite element program with the coupling information contained in the user subroutine. The result is a simplified method for a fully coupled thermomechanical analysis of a tire for steady-state and transient thermal analysis. The accuracy and the simplicity of the method are demonstrated using a small “tire-like” model. The simplified method is compared to the fully coupled iterative method for a steady-state thermal solution.

Review of resistance factor for steel: data collection

2002 ◽  
Vol 29 (1) ◽  
pp. 98-108 ◽  
Author(s):  
B J Schmidt ◽  
F M Bartlett
Keyword(s):  
Yield Strength ◽  
Steel Production ◽  
Steel Structures ◽  
Companion Paper ◽  
Resistance Factor ◽  
Statistical Parameters ◽  
Limit States ◽  
Geometric Properties ◽  
Code Calibration ◽  
Landmark Study

Changes in the Canadian steel industry warrant a review of the steel resistance factor in CSA Standard S16 (formerly S16.1) "Limit states design of steel structures", originally calibrated in the landmark study by Kennedy and Gad Aly in 1980. This paper summarizes data collected in 1999 and 2000 to determine statistical descriptions of geometric and material properties of rolled W, WWF, and HSS shapes that represent current steel production. Distinct sub-populations have been encountered within a single grade of WWF or HSS material. The geometric properties of rolled W, WWF, and HSS shapes produced to CSA Standard G40.20 have not significantly changed from the values reported by Kennedy and Gad Aly. The statistical parameters for yield strength have improved significantly for HSS shapes, improved slightly for WWF shapes, and worsened slightly for rolled W shapes. Complete summaries of the statistical data are presented. In a companion paper, these data are used to review the resistance factor for steel.Key words: code calibration, geometric properties, reliability, steel, tensile strength, yield strength.

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