319 research outputs found
Torsional-flexural buckling of unevenly battened columns under eccentrical compressive loading
In this paper, an analytical model is developed to determine the torsional-flexural buckling load of a channel column braced by unevenly distributed batten plates. Solutions of the critical-buckling loads were derived for three boundary cases using the energy method in which the rotating angle between the adjacent battens was presented in the form of a piecewise cubic Hermite interpolation (PCHI) for unequally spaced battens. The validity of the PCHI method was numerically verified by the classic analytical approach for evenly battened
columns and a finite-element analysis for unevenly battened ones, respectively. Parameter studies were then performed to examine the effects of loading eccentricities on the torsional-flexural buckling capacity of both evenly and unevenly battened columns. Design parameters taken into account were the ratios of pure torsional buckling load to pure flexural–buckling load, the number and position of battens, and the ratio of the relative extent of the eccentricity. Numerical results were summarized into a series of relative curves indicating the combination of the buckling load and corresponding moments for various buckling ratios.National Natural Science Foundation of China (NSFC) under grant number (No.) 51175442 and Sichuan International Cooperation Research Project under grant No. 2014HH002
Experimental Study on Demountable Shear Connectors in Composite Slabs with Profiled Decking
yesThis paper presents an experimental study on shear strength, stiffness and ductility of
demountable shear connectors in metal decking composite slabs through push-off tests.
Twelve full-scale push-off tests were carried out using different concrete strength, number of
connectors and different connector diameter. The experimental results showed that the
demountable shear connectors in metal decking composite slabs have similar shear capacity
and behaviour as welded shear studs and fulfilled the minimum ductility requirement of 6mm
required by Eurocode 4. The shear capacity was compared against the prediction methods
used for the welded shear connections given in Eurocode 4, AISC 360-10, ACI 318-08 and
method used for bolted connection in Eurocode 3. It was found that the AISC 360-10 method
overestimated the shear capacity while the ACI 318-08 method underestimated the shear
capacity of specimens with single shear connector per trough. The Eurocodes method was
found to provide a safe prediction for specimens with single and pair demountable connectors
per trough. In addition, prediction methods given in both AISC 360-10 and ACI 318-08 for
welded shear studs overestimated the shear capacity of specimens with 22 mm diameter
demountable connectors that failed in concrete crushing.PhD work from EPSRC studentshi
Design of steel beams with discrete lateral restraints.
Discrete lateral restraints offer an effective means of stabilising beams against lateral-torsional buckling. Design expressions for simply-supported beams braced regularly along their span with elastic restraints, based on analytically-derived formulae, are presented herein. These include the minimum restraint stiffness required to force the beam to buckle in between the restraint nodes and the forces induced in the restraints, along with a brief treatment of the critical moment of the beam. It is demonstrated that there is close agreement between the values obtained from the design formulae and their original analytical counterparts. These are also compared with the results from design formulae based on analogous column behaviour, an approach commonly used in design codes. It is found that the column rules used by design codes return values that, when compared with the results of the current analysis, are overly conservative for cases where the restraints are positioned at the compression flange of the beam but unsafe for restraints positioned at the shear centre
Experimental Investigation of Multihazard Resistant Bridge Piers Having Concrete-Filled Steel Tube under Blast Loading
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Mechanical Properties of High and Very-High Strength Steel at Elevated Temperatures and After Cooling Down
High-strength steels (HSS) are produced using special chemical composition or/and manufacturing processes. Both aspects affect their mechanical properties at elevated temperatures and after cooling down, and particularly the residual strength and the ductility of the structural members. As HSS equates the design of lighter structural elements, higher temperatures are developed internally compared to the elements designed with conventional carbon steel. Therefore, the low thickness members, along with the severe effect of high temperature on the mechanical properties of the HSS, constitute to the increased vulnerability of such structures in fire. Moreover, the re-use and reinstatement of these structures are more challenging due to the lower residual mechanical properties of HSS after the cooling down period. This paper presents a review of the available experimental studies of the mechanical properties of HSS at elevated temperatures and after cooling down. The experimental results are collected and compared with the proposed material model (reduction factors) of EN1993–1-2. Based on these comparisons, modified equations describing the effect of elevated temperatures on the mechanical properties of HSS are proposed. Also, the post-fire mechanical properties of HSS are examined. A comprehensive discussion on the effect of influencing parameters, such as manufacturing process, microstructure, loading conditions, maximum temperature, and others is further explored
Manual of steel construction, ed. 8/ American Institute of Steel Construction
xv, hal tak beraturan.: ill.; ind.; 24 cm
Manual of steel construction, ed. 8/ American Institute of Steel Construction
xv, hal tak beraturan.: ill.; ind.; 24 cm
Load and Resistance Factor Design_ Manual of Steel Construction . volume 2-SOS Free Stock
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