Design Recommendation for Stone Column Reinforced Soft Clay ...

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(a) N=2, kh/ks=10, rs/rc=1.1, H/rc=20, ns=3, α=1 Period (days) Thickness Fill Rest (m) Figure 4. Comparison of computed rates of consolidation using different methods. T1 T2 T1 T2 Unit weight (kN/m 3 ) 0-12 0-6 12-20 6-10 0-0.35 16.2 20- 10- 38-110 23-98 0.35-1.1 18 38 23 110- 130 98- 121 130- onward 121- onward 1.1-2.35 19 α α grid pattern and filled with compacted dry sand. The field test results were compared with those obtained by using the model and that of Han et al. (2002). The computational parameters adopted are same as thosefound by Redana (1999) and presented in Table1. The variations of average ground settlement and excess pore water pressure with time are shown in Figures 5(a) & (b) respectively. As observed, although the timesettlement variation obtained by the present model is in reasonably good agreement with the field data, the solutions of Han et al. (2002) slightly over-predicts the values. The assumption of free strain and the parabolic distribution of vertical stress on ground surface in the present analysis have significantly affected the results. As regards to the time variation of excess pore pressure, the present solution yields promising results as compared to the field data for t > 100 days, where as the solution of Han et al. (2002) slightly under-predicts the values. For t < 100 days, both the solutions were observed to give relatively lower values compared to the field test results. Solutions are also obtained considering clogging effect (α = 0.5, α k = 1) which predicts the settlement and the excess pore water pressure even closer to the field values. 4 DESIGN RECOMMENDATION Indraratna (2009) reported ground improvement at the Ballina Bypass for construction Pacific Highway linking between Sydney and Brisbane. This site had a floodplain consisting of highly compressible and saturated marine clay deposits. A soft silty layer of clay approximately 10 m thick was underlain by moderately stiff, silty layer clay located 10-30m deep, which was in turn underlain by firm clay. The groundwater level was almost at the ground surface. The relevant field data are utilized herein to carry out a hypothetical case study followed by a design illustration. The parameters used for computation in this case study are given in Table 1. Using these values, a set of typical design curves are developed. The variation Figure 5. Comparison of numerical results with field test data of Redana (1999) for: (a) settlement versus time. (b) excess pore pressure versus time. of T’ 90 with N for different values of H/r c and n s are presented in Fig.6, assuming reasonable smear and clogging parameters. Similarly, the variation of the stiffness factor ξ with N for different values of H/r c and n s are presented in Fig.7. Lastly, the variation of the improvement factor β with normalized imposed stress q/c u0 were plotted (Fig.8) for different values of N and n s , c u0 being the initial undrained cohesion at ground surface. It has been observed that the variation of β with H/r c is insignificant, and therefore not considered. For other values of smear and clogging parameters, similar design curves can be prepared using the model and the relevant computer software developed. 4.1 Design Example In this section, how the solutions developed and the above-mentioned design curves are used in actual design are described. The following are the design requirements: (i) The consolidation is expected to be completed 90 % by 1 year after the completion of the embankment construction. (b)
Improvement factor, β (ii) The height of embankment above the virgin ground level should be 4.3 m. (iii) The desired improvement factor should not be below 2.75. (iv) From the serviceability criteria, the average settlement should not exceed 500 mm at 90% consolidation. Although the value of n s actually depends upon the relative stiffness of the column and the soil which should be estimated reasonably from the laboratory tests and the method of installation, it is hereby assumed as 6 (for illustration). From the given data, T’ 90 = 0.00263. Using Fig.6, the value of N and H/r c can be estimated as 4 and 40 respectively, from which the column parameters may be chosen as: r c = 0.5 m and r e = 2 m, although the column radius might be chosen depending upon the installation technique. The improvement factor obtained from the Fig.8 for t = 1 year is 2.926 which is well above the allowable limiting value of 2.75. Using Terzaghi‟s one dimensional consolidation theory, assuming the vertical permeability to be same as the horizontal permeability, the average surface settlement of the untreated soft ground at the end of 90% consolidation at the design embankment loading has been estimated as 4320 mm. The allowable settlement factor is therefore calculated as 500/4320 = 0.116, as against the actual value of 0.11 estimated from the Fig.7. T’90 (10 - 1 ) k s/k h =0.1; r s/r c = 1.15; α = 0.5; α k = 1; N = r e/r c Figure 6. Variation of T’ 90 with N. k s/k h = 0.1; r s/r c = 1.15; α = 0.5; α k = 1; n s: 2 6 10 Table 1: Input parameters for field study. Material Parameter Values Redana (1999) Indraratna (2009) k h 2 x 10 -10 1 x 10 -9 m/s m/s m v 6.13 x 10 -7 3 x 10 -6 Soil m 2 /N m 2 /N k s / k h 0.1* 0.333 $ r s / r c 1.15* 2.5 $ H 17 m 20 m H e As reported 4.3 m γ e by Redana 20 kN/m 3 Embankment Q (1999) [Given in 0 Fig.5(b)] K p 3 * 3 * r c 0.025m Stone column /Vertical drain r e 0.8475m (T1); 1.413m (T2) To be designed n s 4.72 As given in α As given in Figures 6-8 α k Fig.5 * $ Assumed values ($ as per Indraratna, 2009) Figure 7. Variation of ξ with N. N: n s : 6; 2: 2 2 Time = t 90 k s/k h = 0.1; r s/r c = 1.15; α = 0.5; α k = 1; Normalized imposed stress, q / c u0 Figure 8. Variation of β with normalized imposed load intensity.
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Page 3: The smear zone parameters, viz. r s

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