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.

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.

Limit States Design and Partial Factors γM0 and γM1 in Metal Eurocodes

2016 ◽  
Vol 821 ◽  
pp. 774-781
Author(s):  
Ivan Balaz ◽  
Yvona Kolekova
Keyword(s):  
Steel Structures ◽  
Limit States ◽  
Current Value

Overview of values and definitions of material partial factors γM0 and γM1 used in all 20 parts of Eurocodes EN 1993 Design of steel structures [1] and in all 5 parts of EN 1999 Design of aluminium structures [2]. Applications of the γM0 and γM1 partial factors values and definitions in all clauses of EN 1993. Comparison of safety levels of former Czechoslovak standards (ČSN) with current Eurocodes. Proposals for correction of definitions and applications of γM0 and γM1 partial factors in all clauses of EN 1993. The overview and corrections enable to do better choice from five official options aiming to change current value γM1 = 1,0 valid in EN 1993-1-1 for buildings, which were presented at CEN/TC250 SC3 meetings in October 24th 2014 and in March 19th 2015 in Berlin.

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 Experimental Study on the Behavior of Tension Member Under Rupture

2021 ◽  
Keyword(s):  
Experimental Study ◽  
Tensile Force ◽  
Steel Structure ◽  
Steel Structures ◽  
Structural Members ◽  
Steel Members ◽  
Tension Member ◽  
Strong Relation ◽  
Almost All ◽  
Tension Members

Abstract. A steel structure is naturally lighter than a comparable concrete construction because of the higher strength and firmness of steel. Nowadays, the growth of steel structures in India is enormous. There are so many advantages in adopting the steel as structural members. Almost all high-rise buildings, warehouses & go-downs are steel structures and even some of the commercial buildings are made of steel. Tension members are the elements that are subjected to direct axial load which tends in the elongation of the structural members. Even today bolted connections play a major role in the connection of hot rolled structural steel members. In this experimental study the behavior of tension members (TM) such as plates, angles & channels have been studied under axial tensile force. There is strong relation between pitch and gauge (with in the specified limit as per IS 800:2007) in determining the rupture failure plane. In this study we intensively tested the behaviour of TM for different fasteners pattern by changing the pitch, gauge, end & edge distance and by adopting the different patterns or arrangements of bolted connection in it.

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.

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