GRILLAGE ANALYSIS BY SURANA PDF

The link was very informative about basic premise involved in FE modelling and grillage. I have considered this variation for making the flexural and torsional properties. This affects the center of gravity of slabs and in turn the physical properties. I am using SAP2K for making the grillage. Based on Hambly and Surana grillage analogy in bridge deck analysis for interpretation of cellular deck grillage output, they said the longitudinal moments for true bending design should be average of moments at each side of joints.

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The link was very informative about basic premise involved in FE modelling and grillage. I have considered this variation for making the flexural and torsional properties. This affects the center of gravity of slabs and in turn the physical properties. I am using SAP2K for making the grillage. Based on Hambly and Surana grillage analogy in bridge deck analysis for interpretation of cellular deck grillage output, they said the longitudinal moments for true bending design should be average of moments at each side of joints.

How about shear force in longitudinal members? Can it be read directly from the grillage output? For slab bending, it is mentioned assuming that points of contraflexure lie midway between the webs, the moment at each end of a slab is simply the shear force it carries multiplied by half the distance between webs.

This assumption is due to the shear area of transverse members which postulated to be midway between webs while for longitudinal members is takens as weba area. But this is too conservative, in my case the actual transverse moments contraflexure points point of zero-moments is not located between webs. In this case, I just take the shear force of transverse members and multiply by half distance between webs?

Imagine that girder spacing is changing due to web thickness variation, this make the estimated slab flexural moment double-conservative. Shear torsion flow is well-explained. I reckon the only output for cellular deck which can be directly taken from grillage result is reactions and vertical deflection.

Below I have enclosed bending moment and shear force of longitudinal and transverse members. I find that website coming in useful a lot; the SCI Steel Construction Institute also have a lot of publications which deal with this sort of thing. As i discussed somewhere it really comes down to how much whatever it is youre idealising as grillage varies in depth. I would just take the worst case tbh unless you have an extremely crude mesh. By "webs" do you mean the webs of the cellular deck, or something else?

Need a sketch really. Calculate shear areas using the formulae in Hambly, some packages not sure about SAP allow you to create the geometry using surface elements and ouput detailed section properties for you.

I would forget about puscher charts and the like until you figure out your global analysis, they are very different things. Any suggestion is appreciated No, bending moments and shear forces can all be used for design purposes provided the grillage is properly constructed.

RE: Grillage Analogy.

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Grillage Analogy in Bridge Deck Analysis

Cantilever Footpaths When the deck is cantilevered from the edge of the main deck beams it is convenient to extend the grillage to the parapet beam as shown in Fig. This will simplify the application of footway loading and accidental wheel loading. However the torsional effects in the edge beam can be significantly overestimated in a beam and slab type deck if the members are not modelled correctly. Most of the cantilever effects should induce bending in the deck slab with secondary torsional effects being induced in the supporting edge beams.

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