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fillet welds
An exact solution on the stress analysis of fillet welds
      
An exact solution on the stress distribution of fillet welds is obtained in this paper.
      
This solution can be used not only for estimating the accuracy of the present design method of fillet welds but also for establishing a new design method.
      
The exact solution of stress distribution in fillet welds
      
The exact solution of stress distribution in fillet welds under the action of bending moment M is presented in this paper.
      
Together with the exact solution of stress distribution in fillet welds under the action of concentrated force P given in an earlier paper[1], designers of weldments can improve their work on the foundation of exact analytical solutions.
      
The optimized plate structure consists of a simply supported square base plate stiffened with an orthogonal grid of flat stiffeners welded to the base plate by fillet welds.
      
The shell is stiffened outside with stringers welded by longitudinal fillet welds.
      
Large strains concentrate at stress raisers, fillet welds of reinforcement plates, changes in cross section and so forth, if these areas happen to be the location of peak tensile stresses.
      
Analysis of non-loading carrying fillet welds joint using SGBEM
      
Load-carrying capacity of welded joints with fillet welds in ductile failure.
      
Load-carrying capacity of welded joints with fillet welds in quasibrittle and brittle fracture.
      
With this theory, a technique was developed for the measurement of residual stress at the toe of tee-fillet welds.
      
The above technique was employed for the measurement of residual stresses at the toe of tee-fillet welds in 11/2-in.
      
It was found that experimental data conform to the assumed theory, and that residual stresses in aswelded tee-fillet welds in both the transverse and longitudinal directions approach the yield strength of the steel.
      
A smooth running electrode with a soft arc, particularly suited to light sheetmetal and smooth mitre fillet welds.
      
Channel shear connectors shall have at least 3/16-inch fillet welds placed along the heel and toe of the channel.
      
Column 7 provides the same data for a pair of such fillet welds.
      
Comparisons between fillet welds and FSW in terms of fabrication initial imperfections and buckling collapse strength characteristics.
      
Double web-angle beam-to-column connections were welded to the beam web using typical 8 mm fillet welds all around the angle legs.
      
 

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