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.

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.

Resistance factors for laterally unsupported steel beams and biaxially loaded steel beam columns

1984 ◽  
Vol 11 (4) ◽  
pp. 1008-1019 ◽  
Author(s):  
Karen A. Baker ◽  
D. J. Laurie Kennedy
Keyword(s):  
Key Words ◽  
Steel Structures ◽  
Resistance Factor ◽  
Steel Beams ◽  
Steel Beam ◽  
Limit States ◽  
Beam Columns ◽  
Resistance Factors ◽  
Design Resistance

Data from 30 tests conducted on laterally unsupported steel beams, and 148 tests on biaxially loaded steel beam columns conducted by others are statistically analyzed to determine resistance factors appropriate for use with the design equations given in CSA Standard CAN3-S16.1-M84 (Steel structures for buildings—limit states design). The general value of 0.90 currently given in that standard for the resistance factor is shown to be conservative by 1 –6% for both laterally unsupported beams and biaxially loaded beam columns. Key words: beam columns, beams, biaxially loaded, laterally unsupported, limit states design, resistance factors, steel.

Eighteenth Canadian Geotechnical Colloquium: Limit States Design For Foundations. Part II. Development for the National Building Code of Canada

1996 ◽  
Vol 33 (6) ◽  
pp. 984-1007 ◽  
Author(s):  
Dennis E Becker
Keyword(s):  
Reliability Index ◽  
Resistance Factor ◽  
Design Approach ◽  
Building Code ◽  
Foundation Engineering ◽  
Limit States ◽  
Resistance Factors ◽  
Code Calibration ◽  
Factor Design ◽  
Ultimate Limit

The geotechnical engineering profession in Canada is in the process of evaluating limit states design (LSD) for its incorporation into codes of practice for foundation engineering to provide a consistent design approach between geotechnical and structural engineers. This paper describes the work carried out for the initial development of LSD for foundations in the National Building Code of Canada. A load and resistance factor design approach, based on a factored overall geotechnical resistance, is used. The resistance factors for the ultimate limit states of bearing capacity and sliding of shallow and deep foundations are derived from a direct calibration with working stress design (WSD) and from a reliability analysis. The resistance factors derived from both approaches are consistent with each other and provide a reasonably constant reliability index of about 3.0 to 3.5. A relationship is presented that relates the reliability index to a global factor of safety and resistance factor. Design examples are provided that show that the proposed LSD produces designs that are comparable with those produced by traditional WSD. The importance of serviceability limits states is discussed, and the items that require further study and research work to refine code calibration are identified. Key words: limit states design, reliability index, code calibration, resistance factors, foundations, ultimate limit states.

On the role of uncertainty in the limit states design of steel structures

1980 ◽  
Vol 7 (4) ◽  
pp. 588-596 ◽  
Author(s):  
P. Dumonteil
Keyword(s):  
Steel Structures ◽  
Mean Value ◽  
Limit States ◽  
Mean Values ◽  
Code Calibration ◽  
Risk Of Failure ◽  
Load Effects ◽  
Global Uncertainty ◽  
Random Nature

The study of current work on steel code calibration shows that uncertainties in member resistances, load effects, and structural analysis are most usually assumed to have mean values equal to unity. The risk of failure that would result from the apparent safety index is higher than borne out by experience. Perhaps more important is the fact that it is necessary to assume elastic and determinate properties. These restrictions are removed if the various uncertainties are examined separately. It is then shown that their combined effect leads to a global uncertainty of a random nature, whose mean value is less than 1.0. The actual risk of failure is 5–10 times lower than the apparent one.

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.

scholarly journals Partial factors for cross-section resistance of elements in steel structures

2013 ◽  
Vol 12 (2) ◽  
pp. 213-220
Author(s):  
Marian Giżejowski ◽  
Zbigniew Stachura
Keyword(s):  
Cross Section ◽  
Steel Structures ◽  
Partial Cross Section ◽  
Live Load ◽  
Practical Application ◽  
Limit States ◽  
Resistance Factors ◽  
Safety Requirements ◽  
Permanent Load ◽  
Load Component

Issues related to safety requirements for steel elements subjected to different stress resultants in reference to limit states design philosophy according to Structural Eurocodes PN-EN and national codes PN-B are dealt with in the paper. The calibration of partial cross-section resistance factors is discussed on the basis of elements of steel floor structures where the permanent load component and the live load component of variable actions are the only components of load combinations. Final conclusions for their practical application in the codification process are formulated and values of partial factors for cross section resistance are proposed.

scholarly journals Elaboration and industrial implementation of lean alloy steel rolled stock production for structures of road bridges

2020 ◽  
Vol 76 (3) ◽  
pp. 228-233
Author(s):  
A. A. Pridein ◽  
L. V. Prokopenko ◽  
O. V. Samokhina ◽  
S. P. Zubov ◽  
D. A. Shablya ◽  
...  
Keyword(s):  
Alloy Steel ◽  
Minimum Temperature ◽  
Steel Production ◽  
Steel Structures ◽  
Weather Conditions ◽  
Rolled Stock ◽  
Steel Bridge ◽  
Welding Technology ◽  
Trial Batch ◽  
Technical Specifications

Within the national project “Safe and quality automobile roads” realization a big number of bridge passages will be constructed, including steel road bridges with small (14–42 m) spans instead of reinforced concrete bridges. Application of metal rolled products of 10ХСНД, 15ХСНД, 10ХСНДА, 15ХСНДА steels in the steel structures of bridges with small spans results in unreasonable increase the costs of the bridges structures. This circumstance stipulates necessity to elaboration and implementation of cheap lean alloy steel for manufacturing standard short-spanned bridges. The steel production should involve minimal and lean alloying method and ensure complex of operation properties in normalized state. At JSC “Ural Steel” an experiment work was accomplished for elaboration lean alloy steel 12Г2СБД due to STO 13657842-1 having standard yield strength 345 MPa. In cooperation with NIZ “Mosty”, OJSC “CNIIS” and CNIIchermet after I.P. Bardin technical specifications of plates for short-spanned bridges were elaborated and approved. Comprehensive technology of 12Г2СБД steel plate production was elaborated. A trial batch of 12Г2СБД steel plates was produced and shipped to ZAO “Kurganstalmost”. Study of welding and technological characteristics of the trial batch plates was carried out. The study showed, that the plates of 12Г2СБД steel have low sensitiveness against heat action of a welding thermal cycle and can be used in welding structures of steel bridge spans providing keeping the plant and assembling welding technology by standard regimes (due to welding technology of steel 10–15ХСНД). Application of the plant and assembling technology at welding by standard regimes makes it possible to use the plates of the elaborated steel for manufacturing metal structures of short-spanned metal bridges for various weather conditions. The plated can be used for both a regular performance (the calculated minimum temperature is down to –40 °С inclusive) and a northern performance Zone A (the calculated minimum temperature is down to –50 °С inclusive).

Additive manufacturing of 316L stainless-steel structures using fused filament fabrication technology: mechanical and geometric properties

2021 ◽  
Vol ahead-of-print (ahead-of-print) ◽  
Author(s):  
Miguel Ángel Caminero ◽  
Ana Romero ◽  
Jesús Miguel Chacón ◽  
Pedro José Núñez ◽  
Eustaquio García-Plaza ◽  
...  
Keyword(s):  
Stainless Steel ◽  
Additive Manufacturing ◽  
Austenitic Stainless Steel ◽  
Material Properties ◽  
Steel Structures ◽  
Fused Filament Fabrication ◽  
Geometric Properties ◽  
Content Type ◽  
Build Orientation ◽  
Manufacturing Alternatives

Purpose Fused filament fabrication (FFF) technique using metal filled filaments in combination with debinding and sintering steps can be a cost-effective alternative for laser-based powder bed fusion processes. The mechanical behaviour of FFF-metal materials is highly dependent on the processing parameters, filament quality and adjusted post-processing steps. In addition, the microstructural material properties and geometric characteristics are inherent to the manufacturing process. The purpose of this study is to characterize the mechanical and geometric performance of three-dimensional (3-D) printed FFF 316 L metal components manufactured by a low-cost desktop 3-D printer. The debinding and sintering processes are carried out using the BASF catalytic debinding process in combination with the BASF 316LX Ultrafuse filament. Special attention is paid on the effects of build orientation and printing strategy of the FFF-based technology on the tensile and geometric performance of the 3-D printed 316 L metal specimens. Design/methodology/approach This study uses a toolset of experimental analysis techniques [metallography and scanning electron microcope (SEM)] to characterize the effect of microstructure and defects on the material properties under tensile testing. Shrinkage and the resulting porosity of the 3-D printed 316 L stainless steel sintered samples are also analysed. The deformation behaviour is investigated for three different build orientations. The tensile test curves are further correlated with the damage surface using SEM images and metallographic sections to present grain deformation during the loading progress. Mechanical properties are directly compared to other works in the field and similar additive manufacturing (AM) and Metal Injection Moulding (MIM) manufacturing alternatives from the literature. Findings It has been shown that the effect of build orientation was of particular significance on the mechanical and geometric performance of FFF-metal 3-D printed samples. In particular, Flat and On-edge samples showed an average increase in tensile performance of 21.7% for the tensile strength, 65.1% for the tensile stiffness and 118.3% for maximum elongation at fracture compared to the Upright samples. Furthermore, it has been able to manufacture near-dense 316 L austenitic stainless steel components using FFF. These properties are comparable to those obtained by other metal conventional processes such as MIM process. Originality/value 316L austenitic stainless steel components using FFF technology with a porosity lower than 2% were successfully manufactured. The presented study provides more information regarding the dependence of the mechanical, microstructural and geometric properties of FFF 316 L components on the build orientation and printing strategy.

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