LRFD
LRFD
(OP)
I find myself VERY frustrated with LRFD.
I would like to hear the opinions of others.
I would like to hear the opinions of others.
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RE: LRFD
RE: LRFD
I do perform some of my calculations using allowable stress, such as footing designs. Mainly because the geotechnical surveys are given as allowable and not ultimate, and I can justify whether a foundation is satisfactory based on tried and proven factor of safety.
I still use allowable stress when designing bridge bearings for shear and movement. Mainly because I feel is is appropriate to use manufactures testing data when designing for this material opposed to codified simplifications of the theoretical capacities.
RE: LRFD
Seems logical to me as well, but I guess you dance with the one that brung ya'
RE: LRFD
The soils at the location were sandy. The AASHTO code is very vague for these conditions – has you run through 5 different calculations, and then lets you pick a reduction factor based on the capacity your local practice would allow.
Unfortunately, I did not feel comfortable with a factor of 1 (thought it would be difficult to defend in court), so I feel the piers are over designed, based on local practice.
From a geotech point of view, I think the LRFD methods will be difficult due to the variability that we can see in the soils. On the structural side, I have seen things be easier or harder based on the situation.
RE: LRFD
RE: LRFD
Regards,
![[pipe] pipe](https://www.tipmaster.com/images/pipe.gif)
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RE: LRFD
RE: LRFD