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2a. Schematically illustrate the subsurface conditions and calculate the effective vertical and total horizontal stresses at Point A before construction. Provide your work-out below Drilling Method Material Description Sample Type Graphic Log Depth (m) Water 3 3 Moisture Elevation (m) Consistency WT M St Grey fine to medium sandy gravel fill Firm CLAY - Firm brown clay F -0.5 -0.5 U50 -0 -0.5 Silty CLAY - high plasticity, brown clay w VS U50 -1.5 SAND - Coarse to medium sand w St F-2 U50 M -2.5 SANDSTONE - Slightly weathered sandstone, pale grey, high strength -3 4.5 -3.5 -4 5.5 -4.5 Terminated at 6 m -5 - 6.5 -5.5 Figure 2: Borehole BH2, Elevation - 1.40 m. Borehole log legend: Drilling method: W-washbore, T-TC bit. Sample type: U50-undisturbed sample 50 mm diameter. Moisture: M-moist, W-wet. Consistency: VS-very soft, F-firm, St-stiff, H-hard. Drilling Metho Material Description Sample Type Water Depth (m) W Graphic Log 3 Moisture Consistency o Elevation (m) WT Grey fine to medium sandy gravel fill St Firm CLAY - Firm brown clay M F - 1 U50 -0.5 -0 -0.5 -1 w VS -1.5 Silty CLAY -high plasticity, brown clay USO U50 -2 SAND - Coarse to medium sand W St U50 --2.5 H M SANDSTONE - slightly weathered sandstone, pale grey, high strength -3 --3.5 -4 Terminated at 6 m -4.5 -6.5 -5 Figure 3: Borehole BH4, Elevation - 1.64 m. Borehole log legend: Drilling method: W-washbore, T-TC bit. Sample type: U50-undisturbed sample 50 mm diameter. Moisture: M-moist, W-wet. Consistency: VS-very soft, F-firm, St-stiff, H-hard. 97638247 19-Jan-2009 Table 1: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Aeolian Laboratory Specimen Description: Firm clay BH2: 1.0-1.5 m Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method Result Spec. mm Liquid Limit % AS1289 3.1.2 42 9.5 Plastic Limit % AS1289 3.2.1 19 6.7 Linear Shrinkage % AS1289 3.4.1 3.1 4.75 Moisture Content % AS1289 2.1.1 Table 2 2.36 100 Wet Density t/m AS1289 F4.1 Table 3 1.18 98 Soil Particle Density t/m AS1289 F4.1 2.61 0.600 96 0.425 91 Sample History: Oven dried (100 deg.) 0.300 77 Preparation Method: Dry sieved 0.150 42 Crumbling / Curling of linear shrinkage: Nil 0.075 23 Linear shrinkage mould length: 250mm 0.020 21 0.006 18 0.002 14 Table 2: Data from water content tests Container ID Water content, % Mass of container, g 8.7 9.3 Mass of wet soil + container, g 27.8 25.9 La1 La2 Mass of dry soil + container, g 24.9 23.4 Average Table 3: Characteristics of soil samples No Sample mass, g 377 Diameter, mm 50.3 Height mm 100.2 Density, g/cm3 Unit weight, kN/m3 1 2 389 50.9 100.6 3 372 50.2 100.1 Average 97638247 19-Jan-2009 Table 4: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Aeolian Laboratory Specimen Description: Silty clay BH2:2.8-3.2 m Result Spec. Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method mm Liquid Limit % AS1289 3.1.2 9.5 Plastic Limit % AS1289 3.2.1 6.7 Linear Shrinkage % AS1289 3.4.1 4.75 Moisture Content % AS1289 2.1.1 2.36 Wet Density t/m AS1289 F4.1 1.18 100 Soil Particle Density t/m AS1289 F4.1 0.600 99 0.425 98 Sample History: 0.300 98 Preparation Method: 0.150 95 Crumbling / Curling of linear shrinkage: 0.075 93 Linear shrinkage mould length: 0.020 87 0.006 81 0.002 73 67 29 12 Table 5 Table 6 2.57 Oven dried (100 deg.) Dry sieved Nil 250mm Table 5: Data from water content tests Container ID Water content, % Mass of container, g 21.8 9.5 Mass of wet soil + container, g 36.8 29.1 La3 La4 Mass of dry soil + container, g 31.7 22.4 Average Table 6: Characteristics of soil samples No Sample mass, 8 321 Diameter, mm 50.3 Height, mm 100.2 Density, g/cm3 Unit weight, kN/m 1 2 332 50.9 100.6 3 320 50.2 100.1 Average 97638247 19-Jan-2009 Table 7: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Residual Laboratory Specimen Description: Sand BH2: 3.4-3.7 m Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method Result Spec. mm Liquid Limit % AS1289 3.1.2 9.5 Plastic Limit % AS1289 3.2.1 6.7 Linear Shrinkage % AS1289 3.4.1 4.75 100 Moisture Content % AS1289 2.1.1 Table 8 2.36 100 Wet Density t/m AS1289 F4.1 Table 9 1.18 99 Soil Particle Density t/m AS1289 F4.1 2.64 0.600 99 Maximum void ratio 0.935 0.425 95 Minimum void ratio 0.725 0.300 74 Sample History: Oven dried (100 deg.) 0.150 10 Preparation Method: Dry sieved 0.075 5 Crumbling / Curling of linear shrinkage: Nil Linear shrinkage mould length: 250mm Table 8: Data from water content tests Container ID Water content, % Mass of container, g 20.9 21.6 Mass of wet soil + container, g 41.2 33.7 La5 La 6 Mass of dry soil + container, g 37.2 31.3 Average Table 9: Characteristics of soil samples No Density, Sample mass, 8 361 Diameter, mm 50.3 Height, mm 100.2 Unit weight, kN/m g/cm3 1 2 371 50.9 100.6 3 359 50.2 100.1 Average Table 10: Data from a dynamic come penetrometer test. Location: near BH2 Depth, cm Number of Depth, cm Number of blows, Nd blows, Nd 10 8 240 9 20 7 250 7 30 7 260 5 40 6 270 3 50 6 280 4 60 7 290 5 70 6 300 3 80 8 310 4 90 7 320 4 100 6 330 5 110 7 340 11 120 6 350 12 130 5 360 18 140 7 370 22 150 8 380 160 9 390 170 8 400 180 7 410 190 8 420 200 9 430 210 8 440 220 7 450 230 8 460 Table 11: Data from standard Proctor compaction tests on borrow sand from Pit 1 Compaction effort: Standard Mould diameter: 105.2 mm Mould height: 108.9 mm Mass of mould: 4602 g Test No. 1 6304 2 6421 3 6564 4 6604 5 6603 Mass of compacted soil + mould (g) 6.7 Water content (%) 9.8 13.2 16.8 20.1 Table 12: Compaction control tests Control test No. Volume of soil, cm Mass of wet soil, g Mass of dry soil, g 1 1882 1298 1052 2222 1954 2 1680 Table 13. Results of field tests conducted for BH2 Test type Depth, m Results obtained Pocket penetrometer (PP) 3.0 0.7 kgf/cm Standard Penetration Test (SPT) 3.4 SPT 4,5,6 N=11 Note that SPT was conducted using the following parameters: Free fall of donut-type hammer (Australia), standard sampler, rod length of 4m. The borehole diameter was 100 mm. 2a. Schematically illustrate the subsurface conditions and calculate the effective vertical and total horizontal stresses at Point A before construction. Provide your work-out below Drilling Method Material Description Sample Type Graphic Log Depth (m) Water 3 3 Moisture Elevation (m) Consistency WT M St Grey fine to medium sandy gravel fill Firm CLAY - Firm brown clay F -0.5 -0.5 U50 -0 -0.5 Silty CLAY - high plasticity, brown clay w VS U50 -1.5 SAND - Coarse to medium sand w St F-2 U50 M -2.5 SANDSTONE - Slightly weathered sandstone, pale grey, high strength -3 4.5 -3.5 -4 5.5 -4.5 Terminated at 6 m -5 - 6.5 -5.5 Figure 2: Borehole BH2, Elevation - 1.40 m. Borehole log legend: Drilling method: W-washbore, T-TC bit. Sample type: U50-undisturbed sample 50 mm diameter. Moisture: M-moist, W-wet. Consistency: VS-very soft, F-firm, St-stiff, H-hard. Drilling Metho Material Description Sample Type Water Depth (m) W Graphic Log 3 Moisture Consistency o Elevation (m) WT Grey fine to medium sandy gravel fill St Firm CLAY - Firm brown clay M F - 1 U50 -0.5 -0 -0.5 -1 w VS -1.5 Silty CLAY -high plasticity, brown clay USO U50 -2 SAND - Coarse to medium sand W St U50 --2.5 H M SANDSTONE - slightly weathered sandstone, pale grey, high strength -3 --3.5 -4 Terminated at 6 m -4.5 -6.5 -5 Figure 3: Borehole BH4, Elevation - 1.64 m. Borehole log legend: Drilling method: W-washbore, T-TC bit. Sample type: U50-undisturbed sample 50 mm diameter. Moisture: M-moist, W-wet. Consistency: VS-very soft, F-firm, St-stiff, H-hard. 97638247 19-Jan-2009 Table 1: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Aeolian Laboratory Specimen Description: Firm clay BH2: 1.0-1.5 m Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method Result Spec. mm Liquid Limit % AS1289 3.1.2 42 9.5 Plastic Limit % AS1289 3.2.1 19 6.7 Linear Shrinkage % AS1289 3.4.1 3.1 4.75 Moisture Content % AS1289 2.1.1 Table 2 2.36 100 Wet Density t/m AS1289 F4.1 Table 3 1.18 98 Soil Particle Density t/m AS1289 F4.1 2.61 0.600 96 0.425 91 Sample History: Oven dried (100 deg.) 0.300 77 Preparation Method: Dry sieved 0.150 42 Crumbling / Curling of linear shrinkage: Nil 0.075 23 Linear shrinkage mould length: 250mm 0.020 21 0.006 18 0.002 14 Table 2: Data from water content tests Container ID Water content, % Mass of container, g 8.7 9.3 Mass of wet soil + container, g 27.8 25.9 La1 La2 Mass of dry soil + container, g 24.9 23.4 Average Table 3: Characteristics of soil samples No Sample mass, g 377 Diameter, mm 50.3 Height mm 100.2 Density, g/cm3 Unit weight, kN/m3 1 2 389 50.9 100.6 3 372 50.2 100.1 Average 97638247 19-Jan-2009 Table 4: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Aeolian Laboratory Specimen Description: Silty clay BH2:2.8-3.2 m Result Spec. Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method mm Liquid Limit % AS1289 3.1.2 9.5 Plastic Limit % AS1289 3.2.1 6.7 Linear Shrinkage % AS1289 3.4.1 4.75 Moisture Content % AS1289 2.1.1 2.36 Wet Density t/m AS1289 F4.1 1.18 100 Soil Particle Density t/m AS1289 F4.1 0.600 99 0.425 98 Sample History: 0.300 98 Preparation Method: 0.150 95 Crumbling / Curling of linear shrinkage: 0.075 93 Linear shrinkage mould length: 0.020 87 0.006 81 0.002 73 67 29 12 Table 5 Table 6 2.57 Oven dried (100 deg.) Dry sieved Nil 250mm Table 5: Data from water content tests Container ID Water content, % Mass of container, g 21.8 9.5 Mass of wet soil + container, g 36.8 29.1 La3 La4 Mass of dry soil + container, g 31.7 22.4 Average Table 6: Characteristics of soil samples No Sample mass, 8 321 Diameter, mm 50.3 Height, mm 100.2 Density, g/cm3 Unit weight, kN/m 1 2 332 50.9 100.6 3 320 50.2 100.1 Average 97638247 19-Jan-2009 Table 7: Particle size distribution and consistency limits test report Client: Home PTY LTD Job No. Project: Riverside Development - Pimpama Date Checked: Location: BH2, Refer to Map Checked by: Lab Reference No. B15761 Sample Identification: Soil origin: Residual Laboratory Specimen Description: Sand BH2: 3.4-3.7 m Particle Size Distribution AS1289 3.6.1 Consistency Limits and Moisture Content Sieve Size % Passing Specification Test Method Result Spec. mm Liquid Limit % AS1289 3.1.2 9.5 Plastic Limit % AS1289 3.2.1 6.7 Linear Shrinkage % AS1289 3.4.1 4.75 100 Moisture Content % AS1289 2.1.1 Table 8 2.36 100 Wet Density t/m AS1289 F4.1 Table 9 1.18 99 Soil Particle Density t/m AS1289 F4.1 2.64 0.600 99 Maximum void ratio 0.935 0.425 95 Minimum void ratio 0.725 0.300 74 Sample History: Oven dried (100 deg.) 0.150 10 Preparation Method: Dry sieved 0.075 5 Crumbling / Curling of linear shrinkage: Nil Linear shrinkage mould length: 250mm Table 8: Data from water content tests Container ID Water content, % Mass of container, g 20.9 21.6 Mass of wet soil + container, g 41.2 33.7 La5 La 6 Mass of dry soil + container, g 37.2 31.3 Average Table 9: Characteristics of soil samples No Density, Sample mass, 8 361 Diameter, mm 50.3 Height, mm 100.2 Unit weight, kN/m g/cm3 1 2 371 50.9 100.6 3 359 50.2 100.1 Average Table 10: Data from a dynamic come penetrometer test. Location: near BH2 Depth, cm Number of Depth, cm Number of blows, Nd blows, Nd 10 8 240 9 20 7 250 7 30 7 260 5 40 6 270 3 50 6 280 4 60 7 290 5 70 6 300 3 80 8 310 4 90 7 320 4 100 6 330 5 110 7 340 11 120 6 350 12 130 5 360 18 140 7 370 22 150 8 380 160 9 390 170 8 400 180 7 410 190 8 420 200 9 430 210 8 440 220 7 450 230 8 460 Table 11: Data from standard Proctor compaction tests on borrow sand from Pit 1 Compaction effort: Standard Mould diameter: 105.2 mm Mould height: 108.9 mm Mass of mould: 4602 g Test No. 1 6304 2 6421 3 6564 4 6604 5 6603 Mass of compacted soil + mould (g) 6.7 Water content (%) 9.8 13.2 16.8 20.1 Table 12: Compaction control tests Control test No. Volume of soil, cm Mass of wet soil, g Mass of dry soil, g 1 1882 1298 1052 2222 1954 2 1680 Table 13. Results of field tests conducted for BH2 Test type Depth, m Results obtained Pocket penetrometer (PP) 3.0 0.7 kgf/cm Standard Penetration Test (SPT) 3.4 SPT 4,5,6 N=11 Note that SPT was conducted using the following parameters: Free fall of donut-type hammer (Australia), standard sampler, rod length of 4m. The borehole diameter was 100 mm
