Graph required field settlement easily

Aug 6th, 2022
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How to graph required field settlement

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in this video we will look at how settlement calculations are undertaken in practice it is convenient to define a number of compressibility coefficients to simplify our calculations using the e versus effective stress splash we can define the coefficient of volume compressibility m/v as Delta e over Delta stress times 1 over 1 plus e knowledge this represents the volume change per unit volume per unit increase in effective stress its units are the inverse of stress and are normally quoted in meter squared per mega Newton going back to our original relationship for consolidation settlement developed in the last video we had SC is equal to H naught times Delta e all over 1 plus e note we call this equation 1 if we multiply this above and below by Delta stress - the change in stress due to some applied load nothing changes and we get the consolidation settlement is equal to H naught times Delta e times delta stress all over 1 plus e naught times delta stress note that this is our coeffic

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Cv = Coefficient of consolidation is constant for the same type of soils, Tv = Time factor will also remain constant for the same degree of consolidation. Thus, Time Factor depends on Coefficient of consolidation, Drainage path Time. Important Points.
The soil docHubes 90% consolidation in 3 years.
Time factor for 90% consolidation is 0.848Time factor for 50% consolidation is 0.197The time required for 90% consolidation is 30 MinsThe time required for 50% consolidation is 9 MinsLength of drainage path is 10mmThe Coefficient of consolidation of the sample by the square root of time fitting method isa)3.64 x 10-8m2
H. = Here Hdr is half the specimen height since most consolidation test specimens are doubly drained and sc is the total consolidation settlement under the load increment.
The settlement-generating base stress 1 = 0 - h must be used, taking into consideration the stress reduction by the excavation unloading for the embedment depth of the foundations. the stress-dependent constrained moduli of the soil layers.
The consolidation process of peaty soil can be divided into three stages. The primary and secondary consolidation are mainly drainage consolidation. The compression caused by decomposition mainly occurs in the third stage. The tertiary consolidation stage is independent of permeability change.
3 Different types of consolidation testing The most common of these is the one dimensional consolidation test which is commonly referred to as: consolidation test, oedometer test, and incremental loading oedometer.
fact, T90 is a function of the time factor for construction, To , as shown by Lumb (1963). Values of T90 are given in Figure 2. Time factor for 90% consolidation as a function of the time factor at end of construction (after Lumb 1963).

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