Liquefaction Remediation

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1 Liquefaction Remediation Page 1 Liquefaction Remediation Step 1 - Determine the required area replacement ratio, Ra, based on the pre-improvement factor of safety against liquefaction, FSpre, and the ratio of the shear modulus of the gravel column to the shear modulus of the matrix soil, RG. Lawton, E. C. (21). "Soil Improvement and Stabilization: Non -Grouting Techniques." Section 6A in Practical Foundation Engineering Handbook, Edited by R. W. Brown, McGraw -Hill, 21, pp Ra = area of column/area total RG = shear modulus of column / shear modulus of matrix soil RG = GC/GM Note: The shear moduli in this equation are not low strain moduli, Gmax, but should be selected consistent with the strains that develop in the column and matrix soil from the applied loading.

2 Liquefaction Remediation Page 2 Ground Improvement (cont.) Step 2 - Determine the composite friction angle of the treated soil, C, from the stress concentration ratio, RS, the replacement ratio, Ra, friction angle of the column, C, and the friction angle of the matrix soil, M. comp = tan -1 [ c Ra tan C + m (1-Ra) tan M] Approximate values of Rs for preliminary design Rs = 2 to 5 for stone columns Rs = 8 for Geopiers TM Rs = 1 for lime cement columns C = Rs/[Ra(Rs-1)+1] m= 1/[Ra(Rs-1)+1]

3 Liquefaction Remediation Page 3 Ground Improvement (cont.) Step 3 - Determine the composite shear modulus for the treated soil, Gcomp Gcomp = (GC * AC + GM*AM)/A Note: The shear moduli in this equation are not low strain moduli, Gmax, obtained from geophysical tests. The values should be selected consistent with the stresses and strains that develop in the column and matrix soil from the applied loading. Estimates of GC and GM can be obtained from the following paper. 78.5/15.7=5 Thus, use GC/GM = 5 for calculations.

4 meters Liquefaction Remediation Page 4 Ground Improvement (cont.) Example meters Pre-earthquake configuration of embankment Post-earthquake configuration of embankment (yellow zone) is liquefied zone.

5 Liquefaction Remediation Page 5 Ground Improvement (cont.) Design Spectrum M 7.5 RRUP (km) 3.54 RJB (km). RX (km) 5. U FRV FNM 1 FHW 1 ZTOR (km). 45 VS3 (m/sec) 3 FMeasured Z1. (m) DEFAULT Z2.5 (km) DEFAULT W (km) 2. FAS HW Taper Pasted from <file:///c: \Users\sfbartlett \Documents\GeoSlope \NGA_Models_Version2. xls>

6 Response Acceleration [g] Liquefaction Remediation Page 6 Ground Improvement (cont.) Input Acceleration Time History (Spectrally-matched) Damp. 5.% Period [sec] 3 Response spectrum from above acceleration time history. Spectrally matched to plus or minus 1 percent of the target spectrum. Peak ground acceleration (pga) =.6 g This was put into base of DEEPSOIL Model

7 Liquefaction Remediation Page 7 Ground Improvement Determining site-specific response Embankment and shallow soil properties g (kn/m 3 ) r (kg/m 3 ) γ (lb/ft 3 ) E (kpa) v K (kpa) G (kpa) φ c (kpa) Soil ,25 36, Soil ,25 36, Soil ,667 55, Soil ,667 76, Soil ,333 96, Embankment , , Pasted from <file:///c:\users\sfbartlett\documents\geoslope\miscdynamic1.xls> Soil Properties for 1D Deep Soil Analysis

8 Liquefaction Remediation Page 8 Ground Improvement Determining site-specific response (cont.) Acceleration time history in layer 5 from DeepSoil Black= base motion Blue = surface motion Orange = motion in layer 5 (i.e., base of FLAC model)

9 Liquefaction Remediation Page 9 Ground Improvement, Sample Calculation Calculate the pre-improvement factor of safety against liquefaction. This was done using Quake/W. Soil Properties Liquefied zone is between z = 6 and 7 m (i.e., 2-4 m below ground surface) N16 value = 12 Fines content < 5 percent Watertable 2 m below ground surface at toe of slope Input motion at base of Quake/W model for liquefaction calculations

10 Liquefaction Remediation Page 1 Ground Improvement, Sample Calculation (cont.) Number of cycle to cause liquefaction versus shear stress ratio Chart for N16 = 12 Clean sand

11 Liquefaction Remediation Page 11 Ground Improvement, Sample Calculation (cont.) Ks correction Ka correction

12 Liquefaction Remediation Page 12 Ground Improvement, Sample Calculation (cont.) For = 1

13 Liquefaction Remediation Page 13 Ground Improvement, Sample Calculation (cont.) Cyclic stress ratio (CSRE) from QUAKE/W CRSE =.25 in critical zone Maximum shear strain without liquefaction from QUAKE/w

14 Liquefaction Remediation Page 14 Ground Improvement, Sample Calculation (cont.) Calculations FS pre = CSRL / CSRE =.12 /.25.5 CSRL =.12 (clean sand from chart below)

15 Liquefaction Remediation Page 15 Ground Improvement, Sample Calculation (cont.) Ra =.25 (chart) for FS =.5 RG = 5 (previous) Rs = 5 (Stone columns) C = 37 deg M = 25 deg C = Rs/[Ra(Rs-1)+1] = 5/[.25(5-1)+1] = 2.5 m= 1/[Ra(Rs-1)+1] = 1/[.25(5-1)+1] =.5 comp = tan -1 [ c Ra tan C + m (1-Ra) tan M] comp = tan -1 [2.5*.25 tan (1-.25) tan 25] comp = 33 deg Gcomp = (GC * AC + GM*AM)/A Gcomp = (78.5 * *.75)/1 Gcomp = 31.4 MPa

16 Liquefaction Remediation Page 16 Ground Improvement front toe crest

17 Liquefaction Remediation Page 17 Blank

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