consol-pt2 - University of Missouri Columbia Consolidation...

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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.25 EXAMPLE CALCULATIONS Selected example calculations and plots are presented in Figs. 8 to 18 for a consolidation test performed on a sample of remolded Taylor marl from near Austin, Texas. The data presented, and commentary, are as follows: 1. Initial void ratio is calculated as shown in Fig. 8. In this case, the data were used in an undergraduate course and the void ratio was estimated from the water content of the soil trimmings. The soil in the consolidation ring was later oven dried and the void ratio computed from initial and final weights of the soil in the ring. 2. Vertical strain and void ratio are calculated for each loading increment in the data form shown in Fig. 9. The final strains and void ratios were computed based on the 24-hour dial readings. Machine deflections are shown in the fourth column in Fig. 9. 3. The curve of void ratio versus logarithm of effective stress is shown in Fig. 10. 4. A plot of vertical strain versus effective stress (with effective stress on a natural scale) is shown in Fig. 11. Note that the consolidation curve is highly non-linear when plotted in natural coordinates. 5. Time-settlement data for one loading increment are summarized in Fig. 12. 6. The coefficient of consolidation is calculated using the square-root-of-time method as indicated in Fig. 13 for the data reported in Fig. 12. A slight approximation was made in these computations: it was assumed that the settlement at 45 percent represented the average settlement during the loading increment. This assumption was made as a matter of convenience (since S 45 must be calculated anyway and calculation of S 50 involves a little extra work) and introduces an error that is so small that it is trivial. In the calculation of the layer thickness (H), the settlement is subtracted from the initial height, with a correction of 0.0102 inches made to account for machine deflections.
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.26
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.27
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.28 Figure10 – Void Ratio Versus Logarithm of Effective Stress.
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.29 Figure 11 – Vertical Strain Versus Effective Stress – Arithmetic Scale.
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.30 Figure 12 -- Time – Settlement Data
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2 p.31
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University of Missouri – Columbia Department of Civil and Environmental Engineering Consolidation Test Part 2
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This note was uploaded on 09/23/2011 for the course CIVIL ENGI CE 3400 taught by Professor Rosenblad during the Spring '11 term at Missouri (Mizzou).

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consol-pt2 - University of Missouri Columbia Consolidation...

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