Soil Consolidation Test After performing the consolidation test on the given clay soil sample, use the collected experim

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Soil Consolidation Test After performing the consolidation test on the given clay soil sample, use the collected experimental data (see the next page) to assess and plot the following, 1. The initial void ratio 2. Plot the load-consolidation settlement curve over the duration of the test 3. Determine the compression index (Cc) and the preconsolidation pressure of the tested clay. 4. Plot the consolidation curve for each applied load (daily testing, 7 curves) and estimate the coefficient of consolidation (Cy) for each test. 5. Plot a relationship for the variation of Cv with applied pressure.
Sheet1 Sheet2 Sheet3 time, t (min) 0.00 0.25 0.50 1.00 1.50 2.25 4.00 6.25 9.00 12.25 16.00 20.25 25.00 36.00 56.25 81.00 110.25 169.00 240.25 324,00 484.00 1440.00 AH 0.125 t/ft? 0.0612 0.0656 0.0659 0.0661 0.0664 0.0666 0.0672 0.0676 0.0679 0.0682 0.0685 0.0688 0.0690 0.0693 0.0696 0.0698 0.0700 0.0701 0.0702 0.0703 0.0704 0.0705 0.0090 0.25 t/ft? 0.0705 0.0714 0.0715 0.0717 0.0718 0.0720 0.0723 0.0728 0.0731 0.0735 0.0738 0.0741 0.0743 0.0749 0,0755 0.0762 0.0765 0.0768 0.0771 0.0772 0.0774 0,0779 0.0074 0.50 t/ft 0.0779 0.0800 0.0803 0.0808 0.0813 0.0818 0.0825 0.0835 0.0841 0.0850 0.0863 0.0866 0.0874 0.0887 0,0903 0.0914 0.0920 0,0928 0.0934 0.0938 0.0942 0.0948 0.0169 1.0 t/ft 0.0948 0.0983 0.0989 0.0994 0.1001 0.1008 0.1025 0.1036 0.1051 0.1066 0.1083 0.1094 0.1106 0.1130 0.1151 0.1174 0.1185 0.1200 0.1206 0.1212 0.1218 0.1225 0.0277 2.0 t/ft? 0.1225 0.1251 0.1260 0.1270 0.1278 0.1288 0.1305 0.1322 0.1339 0.1355 0.1379 0.1401 0.1413 0.1435 0.1477 0.1499 0.1512 0.1527 0.1532 0.1535 0.1539 0.1547 4.0 t/ft? 0.1547 0.1544 0.1567 0.1576 0.1589 0.1611 0.1624 0.1647 0.1671 0.1694 0.1719 0.1741 0.1763 0.1776 0.1809 0.1833 0.1849 0.1862 0.1867 0.1871 0.1878 0.1885 8.0 t/ft? 0.1885 0.1919 0.1933 0.1948 0.1963 0.1980 0.2010 0.2041 0.2068 0.2096 0.2122 0.2147 0.2173 0.2198 0.2223 0.2240 0.2250 0.2260 0.2265 0.2269 0.2274 0.2286
1 of 3 Soil Description: Reddish Brown Clay Soil Weight: 156.068 Water Content: 30.75 % Specific Gravity: 2.72 Height, H, -1.0 in. Diameter, D - 2.5 in. Time t, min 0.125 t/ft? 0.25 t/ft? 0.50 t/it? 1.0 t/ft? 2.0 tft? 4.0 tft 8.0 tft' 0.00 0.0612 0.0705 0.0779 0.0948 0.1225 0.1547 0.1885 0.25 0.0656 0.0714 0.0800 0.0983 0.1251 0.1554 0.1919 0.50 0.0659 0.0715 0.0803 0.0989 0.1260 0.1567 0.1933 1.00 0.0661 0.0717 0.0808 0.0994 0.1270 0.1576 0.1948 1.50 0.0664 0.0718 0.0813 0.1001 0.1278 0.1589 0.1963 2.25 0.0666 0.0720 0.0818 0.1008 0.1288 0.1611 0.1980 4.00 0.0672 0.0723 0.0825 0.1025 0.1305 0.1624 0.2010 6.25 0.0676 0.0728 0.0835 0.1036 0.1322 0.1647 0.2041 9.00 0.0679 0.0731 0.0841 0.1051 0.1339 0.1671 0.2068 12.25 0.0682 0.0735 0.0850 0.1066 0.1335 0.1694 0.2096 16.00 0.0685 0.0738 0.0863 0.1083 0.1379 0.1719 0.2122 20.25 0.0688 0.0741 0.0866 0.1094 0.1401 0.1741 0.2147 25.00 0.0690 0.0743 0.0874 0.1106 0.1413 0.1763 0.2173 36.00 0.0693 0.0749 0.0887 0.1130 0.1435 0.1776 0.2198 56.25 0.0696 0.0755 0.0903 0.1151 0.1477 0.1809 0.2223 81.00 0.0698 0.0762 0.0914 0.1174 0.1499 0.1833 0.2240 110.25 0.0700 0.0765 0.0920 0.1185 0.1512 0.1849 0.2250 169.00 0.0701 0.0768 0.0928 0.1200 0.1527 0.1862 0.2260 240.25 0.0702 0.0771 0.0934 0.1206 0.1532 0.1867 0.2265 324.00 0.0703 0.0772 0.0938 0.1212 0.1535 0.1871 0.2269 484.00 0.0704 0.0774 0.0942 0.1218 0.1539 0.1878 0.2274 1440.00 0.0705 0.0779 0.0948 0.1225 0.1547 0.1885 0.2286 ΔΗ 0.009 0.0074 0.0169 0.0277
Braja Das 2006 formation increasine) die Time-deformation plot during consolidation for a given lond increment is Time (log scale) Logarithm-of-time method for determining coefficient of consolidation Logarithm-of-Time Method For a given incremental loading of the laboratory test, the specimen deformation against log-of-time plot is shown in Figure 10.32. The following constructions are needed to determine er Step 1: Extend the straight-line portions of primary and secondary consolida tions to intersect at A. The ordinate of A is represented by dyno-that is, the deformation at the end of 100% primary consolidation Step 2: The initial curved portion of the plot of deformation versus logtis ap- proximated to be a parabola on the natural scale. Select timest and on the curved portion such that is = 46. Let the difference of specimen deformation during time (-2) be equal to . Step 3: Draw a horizontal line DE such that the vertical distance BD is equal to x. The deformation corresponding to the line DE is d. (that is, de formation at 0% consolidation). Step 4: The ordinate of point Fon the consolidation curve represents the de formation at 50% primary consolidation, and its abscissa represents the corresponding time (te). Step 5: For 50% average degree of consolidation. T, = 0,197 (see Table 10,6), So, or 0.1973 (1062) where Ho = average longest drainage path during consolidation
Data Sheet of Consolidation Test Soil Description: Reddish Brown Clay Soil Weight: 156.06 g Water Content: 30.75% Specific Gravity: 2.72 Height, H = 1.0 in. Diameter, D-2.5 in. Time t, min 0.125 t/ft? 0.25 t/ft? 0.50 t/ft 1.0t/ft 2.0 t/ft? 4.0 t/ft? 8.0 t/ft? 0.00 0.0612 0.0705 0.0779 0.0948 0.1225 0.1547 0.1885 0.25 0.0656 0.0714 0.0800 0.0983 0.1251 0.1554 0.1919 0.50 0.0659 0.0715 0.0803 0.0989 0.1260 0.1567 0.1933 1.00 0.0661 0.0717 0.0808 0.0994 0.1270 0.1576 0.1948 1.50 0.0664 0.0718 0.0813 0.1001 0.1278 0.1589 0.1963 2.25 0.0666 0.0720 0.0818 0.1008 0.1288 0.1611 0.1980 4.00 0.0672 0.0723 0.0825 0.1025 0.1305 0.1624 0.2010 6.25 0.0676 0.0728 0.0835 0.1036 0.1322 0.1647 0.2041 9.00 0.0679 0.0731 0.0841 0.1051 0.1339 0.1671 0.2068 12.25 0.0682 0.0735 0.0850 0.1066 0.1355 0.1694 0.2096 16.00 0.0685 0.0738 0.0863 0.1083 0.1379 0.1719 0.2122 20.25 0.0688 0.0741 0.0866 0.1094 0.1401 0.1741 0.2147 25.00 0.0690 0.0743 0.0874 0.1106 0.1413 0.1763 0.2173 36.00 0.0693 0.0749 0.0887 0.1130 0.1435 0.1776 0.2198 56.25 0.0696 0.0755 0.0903 0.1151 0.1477 0.1809 0.2223 81.00 0.0698 0.0762 0.0914 0.1174 0.1499 0.1833 0.2240 110.25 0.0700 0.0765 0.0920 0.1185 0.1512 0.1849 0.2250 169.00 0.0701 0.0768 0.0928 0.1200 0.1527 0.1862 0.2260 240.25 0.0702 0.0771 0.0934 0.1206 0.1532 0.1867 0.2265 324.00 0.0703 0.0772 0.0938 0.1212 0.1535 0.1871 0.2269 484.00 0.0704 0.0774 0.0942 0.1218 0.1539 0.1878 0.2274 1440.00 0.0705 0.0779 0.0948 0.1223 0.1547 0.1885 0.2286 AH 1