consolidated drained - astm d 3080 · consolidated drained - astm d 3080 sample thickness(in.):...
TRANSCRIPT
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/08/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 5.0Soil Identification:
2.415 2.4151.000 1.000195.98 198.4843.13 44.85
Before Shearing208.34 208.34186.02 186.0262.15 62.150.0000 0.2837-0.0121 0.3098
After Shearing212.71 214.98186.97 189.4357.46 60.552.70 2.7062.43 62.43
Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
2DYB11-01
Olive Brown Lean Clay (CL)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
DS DYB11-01, 2 @ 5, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
Boring No.Sample No.Depth (ft)
DYB11-0125
87.30.9739
1.0002.415
19.8
Soil Identification: 18.02108.3
18.02107.7
4.0002.3302.3040.0017
1.0002.415
2.0001.2541.2170.0017
86.10.987919.9
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
07-11
Project No.: 2011-025
Sample Type:
Tube
Olive Brown Lean Clay (CL)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-01, 2 @ 5, rev 08-26-11
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/08/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 1.0Soil Identification:
2.415 2.4151.000 1.000184.42 187.4843.13 44.85
Before Shearing201.00 201.00172.16 172.1666.19 66.190.0000 0.2704-0.0142 0.3083
After Shearing206.81 198.97175.12 169.0865.45 57.832.70 2.7062.43 62.43
Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
1DYB11-02
Dark Brown Fat Clay (CH)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
DS DYB11-02, 1 @ 1, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
Boring No.Sample No.Depth (ft)
DYB11-0211
91.00.9621
1.0002.415
26.9
Soil Identification: 27.2293.2
27.2292.4
4.0002.2572.1820.0017
1.0002.415
2.0001.1541.1470.0017
89.10.985828.9
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
07-11
Project No.: 2011-025
Sample Type:
Tube
Dark Brown Fat Clay (CH)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-02, 1 @ 1, rev 08-26-11
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/08/11Boring No.: Sample Type: TubeSample No.: Depth (ft.): 7.0Soil Identification:
2.415 2.4151.000 1.000186.76 186.3344.06 43.70
Before Shearing180.55 180.55161.68 161.6853.36 53.360.0000 0.2818-0.0122 0.3165
After Shearing183.83 183.66158.01 159.3237.94 39.062.70 2.7062.43 62.43
Brown Lean Clay (CL)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
2DYB11-03
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DS DYB11-03, 2 @ 7
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Brown Lean Clay (CL)
70.40.987821.5
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.2611.2580.0017
4.0002.3862.3640.0017
20.2
Soil Identification: 17.42101.0
17.42101.1
70.40.9653
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-0327
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-03, 2 @ 7
Project Name: Tested By: A. Santos Date: 07/27/11Project No.: 2011-025 Checked By: J. Ward Date: 08/08/11Boring No.: Sample Type: TubeSample No.: Depth (ft.): 1.0Soil Identification:
2.415 2.4151.000 1.000195.10 196.8041.12 42.56
Before Shearing758.46 758.46661.93 661.93142.76 142.760.2540 0.00000.2670 -0.0287
After Shearing191.00 190.01163.54 163.8537.77 37.882.70 2.7062.43 62.43
Olive Brown Lean Clay with Sand (CL)sSample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
1DYB11-05
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DS DYB11-05, 1 @ 1
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Olive Brown Lean Clay with Sand (CL)s 89.5
0.987021.8
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.5591.2260.0017
4.0002.6852.4680.0017
20.8
Soil Identification: 18.59108.2
18.59108.0
89.90.9713
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-0511
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-05, 1 @ 1
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/09/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 5.0Soil Identification:
2.415 2.4151.000 1.000202.07 202.5843.85 43.18
Before Shearing192.41 192.41171.94 171.9452.24 52.240.2830 0.26300.2950 0.2846
After Shearing233.04 233.92208.72 210.5273.90 74.672.70 2.7062.43 62.43
Olive Brown Lean Clay with Sand (CL)sSample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
2DYB11-06
DS DYB11-06, 2 @ 5, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Olive Brown Lean Clay with Sand (CL)s 92.3
0.988018.0
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.1791.1410.0017
4.0002.3452.2950.0017
17.2
Soil Identification: 17.10113.2
17.10112.4
94.40.9784
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-0625
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-06, 2 @ 5, rev 08-26-11
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/09/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 7.0Soil Identification:
2.415 2.4151.000 1.000188.38 191.8143.85 43.82
Before Shearing182.46 182.46169.76 169.7658.05 58.050.0000 0.2777-0.0222 0.3014
After Shearing191.17 193.96165.49 169.6638.17 38.752.70 2.7062.43 62.43
Dark Yellowish Brown Lean Clay with Sand (CL)sSample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
2DYB11-08
DS DYB11-08, 2 @ 7, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Dark Yellowish Brown Lean Clay with Sand (CL)s 54.6
0.977820.2
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.2201.2170.0017
4.0002.3702.3550.0017
18.6
Soil Identification: 11.37110.5
11.37107.9
58.40.9763
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-0827
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-08, 2 @ 7, rev 08-26-11
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/09/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 11.0Soil Identification:
2.415 2.4151.000 1.000188.43 193.4743.85 44.06
Before Shearing221.89 221.89191.17 191.1757.21 57.210.2614 0.25810.2810 0.2951
After Shearing203.01 195.21176.35 170.3459.27 51.402.70 2.7062.43 62.43
Brown Lean Clay (CL)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
3DYB11-09
DS DYB11-09, 3 @ 11, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Brown Lean Clay (CL)
85.60.980422.8
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.2291.2170.0017
4.0002.0872.0750.0017
20.9
Soil Identification: 22.93101.1
22.9397.8
92.70.9630
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-09311
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-09, 3 @ 11, rev 08-26-11
Project Name: Tested By: A. Santos Date: 07/27/11Project No.: 2011-025 Checked By: J. Ward Date: 08/09/11Boring No.: Sample Type: TubeSample No.: Depth (ft.): 4.0Soil Identification:
2.415 2.4151.000 1.000195.80 200.1041.12 42.56
Before Shearing375.57 375.57325.48 325.4836.71 36.710.0000 0.2937-0.0136 0.3157
After Shearing194.75 194.25170.69 171.2139.26 37.372.70 2.7062.43 62.43
Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
2DYB11-10
Olive Brown Lean Clay (CL)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
DS DYB11-10, 2 @ 4
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
Boring No.Sample No.Depth (ft)
DYB11-1024
91.90.9780
1.0002.415
17.2
Soil Identification: 17.35111.7
17.35109.6
4.0002.5782.4050.0017
1.0002.415
2.0001.3611.3020.0017
87.10.986418.3
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
07-11
Project No.: 2011-025
Sample Type:
Tube
Olive Brown Lean Clay (CL)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-10, 2 @ 4
Project Name: Tested By: F. Tabibkhoei Date: 07/22/11Project No.: 2011-025 Checked By: J. Ward Date: 08/09/11Boring No.: Sample Type: Tube Revised: 08/26/11Sample No.: Depth (ft.): 10.0Soil Identification:
2.415 2.4151.000 1.000191.75 192.6342.21 43.70
Before Shearing202.37 202.37173.35 173.3556.17 56.170.1245 0.21980.1574 0.2724
After Shearing184.90 184.36159.80 158.0737.11 38.682.70 2.7062.43 62.43
Brown Lean Clay (CL)Sample Diameter(in):
Metro Exposition Line Maintenance Facility
Water Density(pcf):Specific Gravity (Assumed):Weight of Container(gm):Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):Weight of Dry Sample+Cont.(gm):Weight of Wet Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): FinalVertical Rdg.(in): Initial
DIRECT SHEAR TESTConsolidated Drained - ASTM D 3080
Sample Thickness(in.):Weight of Sample + ring(gm):
3DYB11-11
DS DYB11-11, 3 @ 10, rev 08-26-11
Normal Stress (kip/ft²)Peak Shear Stress (kip/ft²)Shear Stress @ End of Test (ksf)Deformation Rate (in./min.)
Initial Sample Height (in.)Diameter (in.)Initial Moisture Content (%)Dry Density (pcf)Saturation (%)Soil Height Before Shearing (in.)Final Moisture Content (%)
07-11
Project No.: 2011-025
Sample Type:
Tube
Brown Lean Clay (CL)
96.80.967120.5
Metro Exposition Line Maintenance FacilityDIRECT SHEAR TEST RESULTS
Consolidated Drained - ASTM D 3080
1.0002.415
2.0001.2731.2420.0017
4.0002.2762.2380.0017
22.0
Soil Identification: 24.7799.3
24.7799.7
95.80.9474
1.0002.415
Boring No.Sample No.Depth (ft)
DYB11-11310
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0 0.1 0.2 0.3
She
ar S
tress
(ksf
)
Horizontal Deformation (in.)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00
Shea
r Stre
ss (k
sf)
Normal Stress (ksf)
DS DYB11-11, 3 @ 10, rev 08-26-11
Plot revised 08/26/11
Project Name: Date:Project No.: Date:Boring No.: DYB11-02Sample No.: 2Sample Description:
0.0000 0.0 0.00 0.0000.0100 6.3 1.88 0.1820.0200 19.5 4.79 0.3640.0300 32.0 7.53 0.5460.0400 41.0 9.49 0.7280.0500 49.5 11.34 0.9100.0600 55.0 12.52 1.0920.0700 62.5 14.14 1.2740.0800 68.0 15.31 1.4560.0900 71.5 16.05 1.6380.1000 76.0 16.99 1.8200.1100 80.5 17.94 2.0020.1200 86.0 19.10 2.1840.1300 89.5 19.82 2.3660.1400 94.0 20.75 2.5480.1500 97.5 21.47 2.7300.1600 102.0 22.39 2.9120.1700 105.5 23.10 3.0940.1800 107.0 23.38 3.2760.1900 110.5 24.08 3.4570.2000 113.5 24.68 3.6390.2100 116.5 25.27 3.8210.2200 119.5 25.86 4.0030.2300 122.0 26.34 4.1850.2400 125.0 26.93 4.3670.2500 128.0 27.51 4.549
2011-025
Olive Brown Lean Clay with Sand (CL)s
0.36000.37000.3800
142.1142.2141.1
29.8529.81
2.70
75.90
Weight of Tube / Rings (g)Wet Weight of Soil + Container (g)
2.200.045
Weight of Container (g)Load Surcharge (lb)Rate of Deformation (in/min)Specific Gravity (Assumed)
0.00872.00736.80
129.0
Load (lb.)
Axial Deformation
(in.)
Load (lb.)
Compressive Stress (psi)
Weight of Sample + Tube / Rings (g) Sample Measurements797.90
Axial Strain (%)
Axial Deformation
(in.)
5.495
Dry Weight of Soil + Container (g)4.518
Axial Strain (%)
Compressive Stress (psi)
0.31000.32000.33000.34000.3500
132.527.830.2700
0.39000.40000.41000.4200
0.48000.4900
0.43000.44000.45000.46000.4700
138.0139.0140.0141.0142.0
139.5134.5124.0
77.575.073.071.0
15.1914.76
82.5
22.84
17.21
15.63
20.7518.67
109.599.589.5
16.17
6.376.556.736.91
5.645.826.016.19
7.107.287.467.64
8.738.92
7.828.018.198.378.55
Diameter (in)
Height (in)
2.4052.4002.390
5.4965.495
0.2800
Area (sq.in.)
UNCONFINED COMPRESSIVE STRENGTH
ASTM D 2166of COHESIVE SOIL
Tested by: 08/01/11Metro Exposition Line Maintenance Facility A. Santos
Tube3.0
Sample Type:Checked by:
Depth (ft):
J. Ward
4.73
5.28
27.670.2600
28.30130.0
5.46
08/10/11
4.91
0.29000.3000
134.55.10
136.028.6628.92
25.8528.06
29.89
29.2829.4429.5929.74
29.1429.53
At Failure
Saturation (%)Specific Gravity (assumed)Dry Density (pcf)Initial Moisture Content (%)
Compressive Strength (psi)Axial Strain (%)
Height / Diameter RatioRate of Deformation (in/min)
3.0
Olive Brown Lean Clay with Sand (CL)s
Tube
Boring No.:Sample No.:
2.7
2.3985.495
Sample Description:
08/01/11
2.29
29.896.37
Metro Exposition Line Maintenance FacilityUnconfined Compressive Strength
of Cohesive Soil ASTM D 2166
Project No.: 2011-025
84.00.0450
101.6
DYB11-022
Sample Height (in.)Sample Diameter (in.)
Depth (ft):Soil Type:
20.46
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Com
pres
sive
Str
ess
(psi
)
Axial Strain (%)
Plot revised 08/26/11
Project Name: Date:Project No.: Date:Boring No.: DYB11-03Sample No.: 4Sample Description:Note: Sample described as being loose in tube
0.0000 0.0 0.00 0.0000.0100 11.0 2.94 0.1950.0200 18.5 4.60 0.3900.0300 24.0 5.81 0.5840.0400 28.5 6.79 0.7790.0500 31.5 7.44 0.9740.0600 35.0 8.20 1.1690.0700 38.0 8.84 1.3630.0800 40.5 9.37 1.5580.0900 43.0 9.90 1.7530.1000 44.5 10.21 1.9480.1100 47.5 10.84 2.1420.1200 49.5 11.25 2.3370.1300 51.0 11.56 2.5320.1400 53.0 11.97 2.7270.1500 54.0 12.16 2.9220.1600 55.0 12.35 3.1160.1700 56.5 12.65 3.3110.1800 57.5 12.84 3.5060.1900 58.0 12.92 3.7010.2000 58.5 13.00 3.8950.2100 59.0 13.08 4.0900.2200 59.0 13.06 4.2850.2300 58.7 12.97 4.4800.2400 58.6 12.92 4.6740.2500 58.5 12.87 4.869
2011-025
Dark Olive Brown Lean Clay with Sand (CL)s
0.36000.37000.3800
35.034.033.2
7.717.49
2.70
110.60
Weight of Tube / Rings (g)Wet Weight of Soil + Container (g)
2.200.045
Weight of Container (g)Load Surcharge (lb)Rate of Deformation (in/min)Specific Gravity (Assumed)
0.00824.90703.00
56.5
Load (lb.)
Axial Deformation
(in.)
Load (lb.)
Compressive Stress (psi)
Weight of Sample + Tube / Rings (g) Sample Measurements715.70
Axial Strain (%)
Axial Deformation
(in.)
5.130
Dry Weight of Soil + Container (g)4.486
Axial Strain (%)
Compressive Stress (psi)
0.31000.32000.33000.34000.3500
54.412.290.2700
0.39000.40000.41000.4200
43.541.039.537.736.5
31.230.529.5
5.8726.5
6.827.017.217.40
6.046.236.436.62
7.607.797.998.18
Diameter (in)
Height (in)
2.4002.3802.390
5.1375.136
0.2800
Area (sq.in.)
UNCONFINED COMPRESSIVE STRENGTH
ASTM D 2166of COHESIVE SOIL
Tested by: 08/01/11Metro Exposition Line Maintenance Facility A. Santos
Tube17.0
Sample Type:Checked by:
Depth (ft):
J. Ward
5.06
5.65
12.420.2600
11.9356.0
5.84
08/10/11
5.26
0.29000.3000
51.55.45
46.511.2910.22
6.506.72
8.04
9.579.038.708.30
6.887.31
At Failure
Saturation (%)Specific Gravity (assumed)Dry Density (pcf)Initial Moisture Content (%)
Compressive Strength (psi)Axial Strain (%)
Height / Diameter RatioRate of Deformation (in/min)
17.0
Dark Olive Brown Lean Clay with Sand (CL)s
Tube
Boring No.:Sample No.:
2.7
2.3905.134
Sample Description:
08/01/11
2.15
13.084.09
Metro Exposition Line Maintenance FacilityUnconfined Compressive Strength
of Cohesive Soil ASTM D 2166
Project No.: 2011-025
77.60.0450
98.2
DYB11-034
Sample Height (in.)Sample Diameter (in.)
Depth (ft):Soil Type:
20.58
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Com
pres
sive
Str
ess
(psi
)
Axial Strain (%)
Plot revised 08/26/11
Project Name: Date:Project No.: Date:Boring No.: DYB11-11Sample No.: 2Sample Description:
0.0000 0.0 0.00 0.000.0100 4.5 1.45 0.190.0200 8.0 2.21 0.370.0300 10.5 2.74 0.560.0400 14.2 3.53 0.740.0500 16.4 4.00 0.930.0600 19.6 4.68 1.110.0700 23.0 5.40 1.300.0800 25.0 5.82 1.490.0900 27.5 6.34 1.670.1000 30.0 6.86 1.860.1100 32.5 7.38 2.040.1200 35.0 7.89 2.230.1300 38.0 8.51 2.410.1400 40.0 8.92 2.600.1500 42.5 9.43 2.790.1600 45.0 9.94 2.970.1700 47.0 10.34 3.160.1800 49.5 10.85 3.340.1900 50.5 11.03 3.530.2000 52.5 11.43 3.710.2100 54.5 11.83 3.900.2200 56.5 12.22 4.090.2300 58.5 12.61 4.270.2400 60.0 12.90 4.460.2500 62.0 13.29 4.64
15.2515.5315.76
16.9516.66
5.57
08/10/11
5.01
0.29000.3000
68.05.20
70.014.4214.80
4.83
5.39
13.570.2600
14.2665.5 13.960.2700
Tube5.0
Sample Type:Checked by:
Depth (ft):
J. Ward
UNCONFINED COMPRESSIVE STRENGTH
ASTM D 2166of COHESIVE SOIL
Tested by: 08/01/11Metro Exposition Line Maintenance Facility A. Santos
9.47
Diameter (in)
Height (in)
2.4252.4212.420
5.3865.385
0.2800
Area (sq.in.)
8.919.109.29
7.998.178.368.548.73
17.2917.12
5.765.946.136.31
7.247.43
16.07
14.95
6.506.696.877.06
7.617.8017.45
18.04
18.30
17.7117.84
85.086.587.3
18.16
18.7419.00
89.390.291.092.0
18.4318.59
0.43000.44000.45000.46000.4700
77.0
82.083.084.0
88.5
0.50000.5100
93.094.5
0.39000.40000.41000.4200
0.48000.4900
0.31000.32000.33000.34000.3500
67.1
70.972.574.075.3
Weight of Sample + Tube / Rings (g) Sample Measurements828.00
Axial Strain (%)
Axial Deformation
(in.)
5.382
Dry Weight of Soil + Container (g)4.607
Axial Strain (%)
Compressive Stress (psi)
0.00934.40797.20
63.5
Load (lb.)
Axial Deformation
(in.)
Load (lb.)
Compressive Stress (psi)
2.70
108.40
Weight of Tube / Rings (g)Wet Weight of Soil + Container (g)
2.200.045
Weight of Container (g)Load Surcharge (lb)Rate of Deformation (in/min)Specific Gravity (Assumed)
2011-025
Dark Olive Lean Clay (CL)
0.36000.37000.3800
78.579.580.4
16.3416.51
Data, Page 1
Project Name: Date:Project No.: Date:Boring No.: DYB11-11Sample No.: 2Sample Description:
0.5200 95.5 19.16 9.660.5300 96.5 19.31 9.840.5400 97.0 19.37 10.030.5500 98.0 19.53 10.210.5600 99.0 19.68 10.400.5700 99.2 19.68 10.590.5800 100.0 19.79 10.770.5900 100.5 19.85 10.960.6000 101.5 20.00 11.140.6100 102.0 20.05 11.330.6200 102.5 20.11 11.510.6300 103.2 20.20 11.700.6400 103.7 20.25 11.890.6500 104.1 20.29 12.070.6600 104.5 20.32 12.260.6700 104.6 20.30 12.440.6800 104.6 20.25 12.630.6900 104.5 20.19 12.810.7000 104.0 20.05 13.000.7100 103.1 19.84 13.190.7200 102.1 19.61 13.370.7300 100.5 19.27 13.560.7400 99.1 18.97 13.740.7500 97.3 18.59 13.930.7600 95.0 18.12 14.120.7700 93.1 17.73 14.30
0.8100 83.5 15.80 15.04
0.7900 88.0 16.71 14.670.8000 86.0 16.30 14.86
Compressive Stress (psi)
Axial Strain (%)
0.7800 89.5 17.02 14.49
5.385Specific Gravity (Assumed) 2.70 5.382
Axial Deformation
(in.)
Load (lb.)
Compressive Stress (psi)
Axial Strain (%)
Axial Deformation
(in.)
Load (lb.)
Weight of Container (g) 108.40 Area (sq.in.) 4.607
Load Surcharge (lb) 2.20Height (in)
5.386Rate of Deformation (in/min) 0.045
Weight of Tube / Rings (g) 0.00Diameter (in)
2.425Wet Weight of Soil + Container (g) 934.40 2.421Dry Weight of Soil + Container (g) 797.20 2.420
Depth (ft): 5.0Dark Olive Lean Clay (CL)
Weight of Sample + Tube / Rings (g) 828.00 Sample Measurements
2011-025 Checked by: J. Ward 08/10/11Sample Type: Tube
UNCONFINED COMPRESSIVE STRENGTH of COHESIVE SOIL
ASTM D 2166
Metro Exposition Line Maintenance Facility Tested by: A. Santos 08/01/11
Data, Page 2
At Failure
91.30.0450
106.0
DYB11-112
Sample Height (in.)Sample Diameter (in.)
Depth (ft):Soil Type:
19.92
08/01/11
2.22
20.3212.26
Metro Exposition Line Maintenance FacilityUnconfined Compressive Strength
of Cohesive Soil ASTM D 2166
Project No.: 2011-025
5.0
Dark Olive Lean Clay (CL)Tube
Boring No.:Sample No.:
2.7
2.4225.384
Sample Description:
Saturation (%)Specific Gravity (assumed)Dry Density (pcf)Initial Moisture Content (%)
Compressive Strength (psi)Axial Strain (%)
Height / Diameter RatioRate of Deformation (in/min)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Com
pres
sive
Str
ess
(psi
)
Axial Strain (%)
Tested By: S. Felter Date: 07/27/11Checked By: J. Ward Date: 08/10/11Depth (ft.)
Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4
SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h
Project No. : 2011-025Boring No.: DYB11-01
EXPANSION INDEX of SOILSASTM D 4829
Project Name: Metro Exposition Line Maintenance Facility
1000.000.00
1000.000.00
1-5Sample No. : BSoil Identification: Dark Gray Sandy Lean Clay with Gravel s(CL)g
Specimen Diameter (in.) 4.01 4.01
100.00
MOLDED SPECIMEN Before Test After Test
Specimen Height (in.) 1.0000 1.0595Wt. Comp. Soil + Mold (g) 544.10 429.21Wt. of Mold (g) 163.90 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 761.20 593.11Dry Wt. of Soil + Cont. (g) 680.20 503.68Wt. of Container (g) 0.00 163.90Moisture Content (%) 11.91 26.32Wet Density (pcf) 114.7 122.2Dry Density (pcf) 102.5 96.7Void Ratio 0.645 0.743Total Porosity 0.392 0.426Pore Volume (cc) 81.2 93.5Degree of Saturation (%) [ S meas] 49.8 95.7
Date Time Pressure (psi)Elapsed Time
(min.)Dial Readings
(in.)
1007/27/11 11:00 1.0 0 0.0375
0.0365Add Distilled Water to the Specimen
07/27/11 12:00 1.0 50 0.0910
07/27/11 11:10 1.0
0.097007/28/11 7:58 1.0 1248 0.097007/28/11 6:32 1.0 1162
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 61
Tested By: S. Felter Date: 08/03/11Checked By: J. Ward Date: 08/10/11Depth (ft.)
Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4
SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h
Project No. : 2011-025Boring No.: DYB11-03
EXPANSION INDEX of SOILSASTM D 4829
Project Name: Metro Exposition Line Maintenance Facility
1000.000.00
1000.000.00
1-5Sample No. : BSoil Identification: Dark Brown Lean Clay with Sand (CL)s
Specimen Diameter (in.) 4.01 4.01
100.00
MOLDED SPECIMEN Before Test After Test
Specimen Height (in.) 1.0000 1.0550Wt. Comp. Soil + Mold (g) 585.30 422.21Wt. of Mold (g) 208.00 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 754.00 630.21Dry Wt. of Soil + Cont. (g) 671.40 543.97Wt. of Container (g) 0.00 208.00Moisture Content (%) 12.30 25.67Wet Density (pcf) 113.8 120.7Dry Density (pcf) 101.3 96.1Void Ratio 0.664 0.755Total Porosity 0.399 0.430Pore Volume (cc) 82.6 93.9Degree of Saturation (%) [ S meas] 50.1 91.8
Date Time Pressure (psi)Elapsed Time
(min.)Dial Readings
(in.)
1008/03/11 13:18 1.0 0 0.1360
0.1355Add Distilled Water to the Specimen
08/03/11 14:30 1.0 62 0.1790
08/03/11 13:28 1.0
0.191008/04/11 10:33 1.0 1265 0.191008/04/11 6:20 1.0 1012
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 56
Tested By: S. Felter Date: 08/03/11Checked By: J. Ward Date: 08/10/11Depth (ft.)
Dry Wt. of Soil + Cont. (g)Wt. of Container No. (g)Dry Wt. of Soil (g)Weight Soil Retained on #4 SievePercent Passing # 4
SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate < 0.0002 in./h
Project No. : 2011-025Boring No.: DYB11-10
EXPANSION INDEX of SOILSASTM D 4829
Project Name: Metro Exposition Line Maintenance Facility
1000.000.00
1000.000.00
1-5Sample No. : BSoil Identification: Olive Brown Clayey Sand (SC)
Specimen Diameter (in.) 4.01 4.01
100.00
MOLDED SPECIMEN Before Test After Test
Specimen Height (in.) 1.0000 1.0340Wt. Comp. Soil + Mold (g) 570.70 445.24Wt. of Mold (g) 163.80 0.00Specific Gravity (Assumed) 2.70 2.70Container No. O OWet Wt. of Soil + Cont. (g) 815.20 609.04Dry Wt. of Soil + Cont. (g) 746.50 536.38Wt. of Container (g) 0.00 163.80Moisture Content (%) 9.20 19.50Wet Density (pcf) 122.7 129.9Dry Density (pcf) 112.4 108.7Void Ratio 0.500 0.551Total Porosity 0.333 0.355Pore Volume (cc) 69.0 76.0Degree of Saturation (%) [ S meas] 49.7 95.6
Date Time Pressure (psi)Elapsed Time
(min.)Dial Readings
(in.)
1008/03/11 14:00 1.0 0 0.1080
0.1060Add Distilled Water to the Specimen
08/03/11 14:25 1.0 15 0.1290
08/03/11 14:10 1.0
0.142008/04/11 10:38 1.0 1228 0.142008/04/11 6:30 1.0 980
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 36
Tested By : G. Berdy Date: 08/02/11
Input By : J. Ward Date: 08/08/11DYB11-02 Depth (ft.)
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.03340 Ram Weight = 10 lb.; Drop = 18 in.
1 2 3 4 5 6
3692.0 3803.0 3822.0 3813.0
1880.0 1880.0 1880.0 1880.0
1812.0 1923.0 1942.0 1933.0
443.40 472.90 458.40 435.20
415.00 432.80 411.30 384.10
51.20 50.90 51.60 53.00
7.81 10.50 13.09 15.43
119.6 126.9 128.2 127.6
110.9 114.9 113.3 110.5
115.0 11.0
PROCEDURE USED
X Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less
Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less
Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%
Particle-Size Distribution:
GR:SA:FIAtterberg Limits:
LL,PL,PI
Sample No. :Dark Brown Lean Clay with Sand (CL)s
1-5
MODIFIED PROCTOR COMPACTION TEST ASTM D 1557
Project No.:Boring No.:
Weight of Container (g)
Weight of Mold (g)
Metro Exposition Line Maintenance Facility
Preparation Method:
Wt. Compacted Soil + Mold (g)
B
2011-025
TEST NO.
Soil Identification:
Project Name:
Optimum Moisture Content (%) Maximum Dry Density (pcf)
Net Weight of Soil (g)
Wet Density (pcf)
Dry Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
100.0
105.0
110.0
115.0
120.0
0.0 5.0 10.0 15.0 20.
Dry
Den
sity
(pcf
)
Moisture Content (%)
SP. GR. = 2.45SP. GR. = 2.50SP. GR. = 2.55
XX
MX DYB11-02, B @ 1-5
Tested By : G. Berdy Date: 07/27/11
Input By : J. Ward Date: 07/28/11DYB11-04 Depth (ft.)
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.07550 Ram Weight = 10 lb.; Drop = 18 in.
1 2 3 4 5 6
6810.0 6961.0 7033.0 6990.0
2657.0 2657.0 2657.0 2657.0
4153.0 4304.0 4376.0 4333.0
708.50 618.80 560.50 693.00
658.60 563.50 500.60 606.70
76.20 77.20 72.70 77.00
8.57 11.37 14.00 16.29
121.3 125.7 127.8 126.5
111.7 112.8 112.1 108.8
113.0 12.0
PROCEDURE USED
Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less
Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less
X Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%
Particle-Size Distribution:
GR:SA:FIAtterberg Limits:
LL,PL,PI
Optimum Moisture Content (%) Maximum Dry Density (pcf)
Net Weight of Soil (g)
Wet Density (pcf)
Dry Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
Weight of Container (g)
Weight of Mold (g)
Metro Exposition Line Maintenance Facility
Preparation Method:
Wt. Compacted Soil + Mold (g)
B
2011-025
TEST NO.
Soil Identification:
Project Name:
Sample No. :Gray Lean Clay with Gravel (CL)g
1-5
MODIFIED PROCTOR COMPACTION TEST ASTM D 1557
Project No.:Boring No.:
100.0
105.0
110.0
115.0
120.0
0.0 5.0 10.0 15.0 20.
Dry
Den
sity
(pcf
)
Moisture Content (%)
SP. GR. = 2.45SP. GR. = 2.50SP. GR. = 2.55
XX
MX DYB11-04, B @ 1-5
Tested By : G. Berdy Date: 07/28/11
Input By : J. Ward Date: 07/29/11DYB11-09 Depth (ft.)
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.07550 Ram Weight = 10 lb.; Drop = 18 in.
1 2 3 4 5 6
6980.0 7239.0 7301.0 7204.0
2657.0 2657.0 2657.0 2657.0
4323.0 4582.0 4644.0 4547.0
851.90 855.40 771.80 830.70
803.50 790.40 699.70 738.70
80.40 75.00 73.60 77.30
6.69 9.09 11.52 13.91
126.2 133.8 135.6 132.8
118.3 122.6 121.6 116.6
123.0 10.0
PROCEDURE USED
Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less
Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less
X Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%
Particle-Size Distribution:
GR:SA:FIAtterberg Limits:
LL,PL,PI
Optimum Moisture Content (%) Maximum Dry Density (pcf)
Net Weight of Soil (g)
Wet Density (pcf)
Dry Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
Weight of Container (g)
Weight of Mold (g)
Metro Exposition Line Maintenance Facility
Preparation Method:
Wt. Compacted Soil + Mold (g)
B
2011-025
TEST NO.
Soil Identification:
Project Name:
Sample No. :Yellowish Brown Lean Clay with Gravel (CL)g
1-5
MODIFIED PROCTOR COMPACTION TEST ASTM D 1557
Project No.:Boring No.:
110.0
115.0
120.0
125.0
130.0
0.0 5.0 10.0 15.0 20.
Dry
Den
sity
(pcf
)
Moisture Content (%)
SP. GR. = 2.55SP. GR. = 2.60SP. GR. = 2.65
XX
MX DYB11-09, B @ 1-5
Tested By : G. Berdy Date: 08/03/11
Input By : J. Ward Date: 08/08/11DYB11-10 Depth (ft.)
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.03340 Ram Weight = 10 lb.; Drop = 18 in.
1 2 3 4 5 6
3653.0 3803.0 3879.0 3890.0
1880.0 1880.0 1880.0 1880.0
1773.0 1923.0 1999.0 2010.0
473.70 449.60 461.10 470.20
454.80 422.30 425.50 425.00
50.10 51.20 53.10 51.60
4.67 7.36 9.56 12.10
117.0 126.9 131.9 132.7
111.8 118.2 120.4 118.3
120.5 10.0
PROCEDURE USED
X Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less
Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less
Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%
Particle-Size Distribution:
GR:SA:FIAtterberg Limits:
LL,PL,PI
Sample No. :Olive Brown Clayey Sand (SC)
1-5
MODIFIED PROCTOR COMPACTION TEST ASTM D 1557
Project No.:Boring No.:
Weight of Container (g)
Weight of Mold (g)
Metro Exposition Line Maintenance Facility
Preparation Method:
Wt. Compacted Soil + Mold (g)
B
2011-025
TEST NO.
Soil Identification:
Project Name:
Optimum Moisture Content (%) Maximum Dry Density (pcf)
Net Weight of Soil (g)
Wet Density (pcf)
Dry Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
105.0
110.0
115.0
120.0
125.0
0.0 5.0 10.0 15.0 20.
Dry
Den
sity
(pcf
)
Moisture Content (%)
SP. GR. = 2.45SP. GR. = 2.50SP. GR. = 2.55
XX
MX DYB11-10, B @ 1-5
Tested By : G. Berdy Date: 08/05/11
Input By : G. Bathala Date: 08/08/11DYB11-11 Depth (ft.)
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.07550 Ram Weight = 10 lb.; Drop = 18 in.
1 2 3 4 5 6
7178.0 7543.0 7484.0
2657.0 2657.0 2657.0
4521.0 4886.0 4827.0
757.40 580.20 698.10
731.80 548.10 643.90
77.30 78.20 72.60
3.91 6.83 9.49
132.0 142.7 140.9
127.0 133.5 128.7
133.5 7.0
PROCEDURE USED
Procedure ASoil Passing No. 4 (4.75 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)May be used if +#4 is 20% or less
Procedure BSoil Passing 3/8 in. (9.5 mm) SieveMold : 4 in. (101.6 mm) diameterLayers : 5 (Five)Blows per layer : 25 (twenty-five)Use if +#4 is >20% and +3/8 in. is 20% or less
X Procedure CSoil Passing 3/4 in. (19.0 mm) SieveMold : 6 in. (152.4 mm) diameterLayers : 5 (Five)Blows per layer : 56 (fifty-six)Use if +3/8 in. is >20% and +¾ in. is <30%
Particle-Size Distribution:
GR:SA:FIAtterberg Limits:
LL,PL,PI
Sample No. :Yellowish Brown Clayey Sand with Gravel (SC)g
1-5
MODIFIED PROCTOR COMPACTION TEST ASTM D 1557
Project No.:Boring No.:
Weight of Container (g)
Weight of Mold (g)
Metro Exposition Line Maintenance Facility
Preparation Method:
Wt. Compacted Soil + Mold (g)
B
2011-025
TEST NO.
Soil Identification:
Project Name:
Optimum Moisture Content (%) Maximum Dry Density (pcf)
Net Weight of Soil (g)
Wet Density (pcf)
Dry Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
120.0
125.0
130.0
135.0
140.0
0.0 5.0 10.0 15.0 20.
Dry
Den
sity
(pcf
)
Moisture Content (%)
SP. GR. = 2.60SP. GR. = 2.65SP. GR. = 2.70
XX
MX DYB11-11, B @ 1-5
PROJECT NAME: Metro Exposition Line Maintenance Facility PROJECT NUMBER: 2011-025
BORING NUMBER: DYB11-02 DEPTH (FT.): 1-5
SAMPLE NUMBER: B TECHNICIAN: S. Felter
SAMPLE DESCRIPTION: Dark Brown (CL)s DATE COMPLETED: 7/28/2011
TEST SPECIMEN a b cMOISTURE AT COMPACTION % 16.7 17.2 17.6
HEIGHT OF SAMPLE, Inches 2.41 2.54 2.64
DRY DENSITY, pcf 114.8 113.6 113.7
COMPACTOR PRESSURE, psi 125 75 50
EXUDATION PRESSURE, psi 473 352 224
EXPANSION, Inches x 10exp-4 80 51 40
STABILITY Ph 2,000 lbs (160 psi) 90 98 117
TURNS DISPLACEMENT 2.93 2.95 3.09
R-VALUE UNCORRECTED 40 35 23
R-VALUE CORRECTED 38 35 25
DESIGN CALCULATION DATA a b cGRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.99 1.04 1.20
EXPANSION PRESSURE THICKNESS, ft. 2.67 1.70 1.33
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 21
R-VALUE BY EXUDATION: 31
EQUILIBRIUM R-VALUE: 21
R-VALUE TEST RESULTS DOT CA 301
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
CO
VER
TH
ICKN
ESS
BY S
TABI
LOM
ETER
in fe
et
COVER THICKNESS BY EXPANSION in feet
0
10
20
30
40
50
60
70
80
90
0100200300400500600700800
R-V
ALU
E
EXUDATION PRESSURE (psi)
PROJECT NAME: Metro Exposition Line Maintenance Facility PROJECT NUMBER: 2011-025
BORING NUMBER: DYB11-10 DEPTH (FT.): 1-5
SAMPLE NUMBER: B TECHNICIAN: S. Felter
SAMPLE DESCRIPTION: Olive Brown (SC) DATE COMPLETED: 7/28/2011
TEST SPECIMEN a b cMOISTURE AT COMPACTION % 14.2 14.7 15.1
HEIGHT OF SAMPLE, Inches 2.57 2.44 2.46
DRY DENSITY, pcf 118.3 119.0 116.2
COMPACTOR PRESSURE, psi 120 75 50
EXUDATION PRESSURE, psi 425 325 188
EXPANSION, Inches x 10exp-4 44 30 25
STABILITY Ph 2,000 lbs (160 psi) 77 83 88
TURNS DISPLACEMENT 3.13 3.12 3.28
R-VALUE UNCORRECTED 46 43 38
R-VALUE CORRECTED 48 41 38
DESIGN CALCULATION DATA a b cGRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.83 0.94 0.99
EXPANSION PRESSURE THICKNESS, ft. 1.47 1.00 0.83
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 41
R-VALUE BY EXUDATION: 40
EQUILIBRIUM R-VALUE: 40
R-VALUE TEST RESULTS DOT CA 301
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
CO
VER
TH
ICKN
ESS
BY S
TABI
LOM
ETER
in fe
et
COVER THICKNESS BY EXPANSION in feet
0
10
20
30
40
50
60
70
80
90
0100200300400500600700800
R-V
ALU
E
EXUDATION PRESSURE (psi)
Project Name: Tested By : GB/GEB Date: 7/28/2011Project No. : Height of Drop (in): 18.0Boring No.: 10.0Sample No.: Height of Sample (in) : 4.584Depth (ft.) : Piston Diameter (in): 1.954Soil Description : Load Constant: 2.005327
SAMPLE PREPARATION
AFTER SOAKING
LOAD TEST DATALoad Rdg Stress (psi) Load Rdg Stress (psi) Load Rdg Stress (psi)
0.0 0.0 0.0 0.0 0.0 0.06.0 4.0 10.0 6.7 14.0 9.412.0 8.0 28.0 18.7 33.0 22.119.0 12.7 46.0 30.8 55.0 36.824.0 16.0 60.0 40.1 76.0 50.829.0 19.4 71.0 47.5 97.0 64.934.0 22.7 81.0 54.2 120.0 80.238.0 25.4 90.0 60.2 141.0 94.341.0 27.4 98.0 65.5 161.0 107.743.0 28.8 105.0 70.2 180.0 120.446.0 30.8 112.0 74.9 201.0 134.449.0 32.8 119.0 79.6 220.0 147.151.0 34.1 125.0 83.6 236.0 157.853.0 35.4 131.0 87.6 253.0 169.255.0 36.8 137.0 91.6 271.0 181.257.0 38.1 142.0 95.0 290.0 193.959.0 39.5 149.0 99.6 306.0 204.661.0 40.8 154.0 103.0 321.0 214.763.0 42.1 160.0 107.0 338.0 226.065.0 43.5 164.0 109.7 353.0 236.167.0 44.8 171.0 114.4 367.0 245.4
Metro Exposition Line Maintenance Facility
1-5
2011-025DYB11-04B
0.2000 0.1330 0.1370
73.60
0.2690
7166
4367
74.80
46030.029340358.80
CALIFORNIA BEARING RATIO (CBR)OF LABORATORY-COMPACTED SOIL
ASTM D 1883-99
4208
Blows Per LayerMold Number
255
85504183
404.90339.7077.30
4750318.50345.20
296.30 277.90
4320
0.28601180972164593
0.3790115537233
565A
87644161
50.70
11916
0.029411306.30278.30 325.40
52.60Initial Swell / Collapse Reading (in.)
Final Swell / Collapse Reading (in.)
0.029425
256.7051.20Weight of Container (g)
Mold FactorWet Weight Soil + Container (g)Dry Weight Soil + Container (g)
Gray Lean Clay with Gravel (CL)g
Weight of Wet Soil (g)
Weight of Wet Soil & Mold (g)Weight of Mold (g)
Wt. of Rammer (lbs) :
Penetration (in.)
281.70
106
8168
Wt. Wet Soil + Mold + Base Plate (g)Weight of Mold+ Base Plate (g)Weight of Wet Soil (g)
3960
0.275
0.0000.025
Wet Wt. Soil + Container (g)
Weight of Container (g)Dry Wt. Soil + Container (g)
0.3000.3250.3500.3750.400
0.2000.2250.250
0.4250.4500.4750.500
0.0500.0750.1000.1250.1500.175
# 2# 5# 8
Blows per layer
Moisture Content (%) 12.2
10
Condition
Dry Density (pcf)
Before
103.9
1.8
3.90
24.8
After
101.8
Swell(+)/Collapse(-) (%)
Bearing Ratio
3.34 2.88
114.4
4.5
110.8
Project No.:
116.1
Depth (ft):
2011-025
7.6
120.3
Gray Lean Clay with Gravel (CL)g
DYB11-04
After Before BAfter
25
20.0 1-512.3 22.0 12.2
56 Boring No.:
Sample No.:
Metro Exposition Line Maintenance Facility
CALIFORNIA BEARING RATIO of LABORATORY-COMPACTED SOIL
(ASTM D 1883)07-11
Before
Sample Description:
0
20
40
60
80
100
120
140
160
180
0.000 0.100 0.200 0.300
Shea
r St
ress
(ps
i)
Horizontal Deformation (in.)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
100.0 105.0 110.0 115.0 120.0 125.0
Corr
ecte
d CB
R
Dry Density as Molded (pcf)
Project Name: Tested By : GB/GEB Date: 8/4/2011Project No. : Height of Drop (in): 18.0Boring No.: 10.0Sample No.: Height of Sample (in) : 4.584Depth (ft.) : Piston Diameter (in): 1.954Soil Description : Load Constant: 2.005327
SAMPLE PREPARATION
AFTER SOAKING
LOAD TEST DATALoad Rdg Stress (psi) Load Rdg Stress (psi) Load Rdg Stress (psi)
0.0 0.0 0.0 0.0 0.0 0.038.0 25.4 34.0 22.7 39.0 26.1124.0 82.9 143.0 95.6 140.0 93.6212.0 141.8 280.0 187.2 265.0 177.2274.0 183.2 420.0 280.9 396.0 264.8309.0 206.6 550.0 367.8 538.0 359.8330.0 220.7 673.0 450.1 671.0 448.7345.0 230.7 765.0 511.6 788.0 527.0359.0 240.1 855.0 571.8 905.0 605.2371.0 248.1 942.0 629.9 1020.0 682.1383.0 256.1 1019.0 681.4 1124.0 751.6395.0 264.1 1086.0 726.2 1220.0 815.8406.0 271.5 1150.0 769.0 1305.0 872.7415.0 277.5 1215.0 812.5 1396.0 933.5426.0 284.9 1273.0 851.3 1487.0 994.4435.0 290.9 1324.0 885.4 1576.0 1053.9444.0 296.9 1368.0 914.8 1649.0 1102.7453.0 302.9 1418.0 948.2 1727.0 1154.9461.0 308.3 1462.0 977.7 1810.0 1210.4470.0 314.3 1505.0 1006.4 1887.0 1261.9478.0 319.6 1542.0 1031.2 1962.0 1312.0
0.4250.4500.4750.500
0.0500.0750.1000.1250.1500.175
Dry Wt. Soil + Container (g)
0.3000.3250.3500.3750.400
0.2000.2250.250
Wt. Wet Soil + Mold + Base Plate (g)Weight of Mold+ Base Plate (g)Weight of Wet Soil (g)
4332
0.275
0.0000.025
Wet Wt. Soil + Container (g)
Weight of Container (g)
Yellowish Brown Lean Clay with Gravel (CL)g
Weight of Wet Soil (g)
Weight of Wet Soil & Mold (g)Weight of Mold (g)
Wt. of Rammer (lbs) :
Penetration (in.)
486.30
106A
8454
76.30Initial Swell / Collapse Reading (in.)
Final Swell / Collapse Reading (in.)
0.029444
448.5077.30Weight of Container (g)
Mold FactorWet Weight Soil + Container (g)Dry Weight Soil + Container (g)
564A
89234132
76.90
12005
0.029372350.50325.50 330.00
0.18701196172164745
0.0670116407142
331.10299.7077.00
4821319.10337.20
310.10 293.40
4498
CALIFORNIA BEARING RATIO (CBR)OF LABORATORY-COMPACTED SOIL
ASTM D 1883-99
4122
Blows Per LayerMold Number
251
88484165
77.30
0.1145
7184
4683
76.30
47910.029360355.40
Metro Exposition Line Maintenance Facility
1-5
2011-025DYB11-09B
0.0580 0.1810 0.1170
# 16# 42# 46
Boring No.:
Sample No.:
Metro Exposition Line Maintenance Facility
CALIFORNIA BEARING RATIO of LABORATORY-COMPACTED SOIL
(ASTM D 1883)08-11
Before
Sample Description:
25
11.8 1-510.1 11.6 10.0
56 DYB11-09
After Before BAfter
Depth (ft):
2011-025
46.0
127.9
Yellowish Brown Lean Clay with Gravel (CL)g
0.13 -0.05
125.0
41.7
124.8
Project No.:
126.6Dry Density (pcf)
Before
115.8
16.0
0.20
14.1
After
116.1
Swell(+)/Collapse(-) (%)
Bearing Ratio
Blows per layer
Moisture Content (%) 10.2
10
Condition
0
100
200
300
400
500
600
700
800
900
0.000 0.100 0.200 0.300
Shea
r St
ress
(ps
i)
Horizontal Deformation (in.)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
105.0 110.0 115.0 120.0 125.0 130.0
Corr
ecte
d CB
R
Dry Density as Molded (pcf)
Project Name: Tested By : GB/GEB Date: 8/6/2011Project No. : Height of Drop (in): 18.0Boring No.: 10.0Sample No.: Height of Sample (in) : 4.584Depth (ft.) : Piston Diameter (in): 1.954Soil Description : Load Constant: 2.005327
Note: Re-testSAMPLE PREPARATION
AFTER SOAKING
LOAD TEST DATALoad Rdg Stress (psi) Load Rdg Stress (psi) Load Rdg Stress (psi)
0.0 0.0 0.0 0.0 0.0 0.027.0 18.1 35.0 23.4 30.0 20.188.0 58.8 110.0 73.6 90.0 60.2160.0 107.0 205.0 137.1 165.0 110.3212.0 141.8 314.0 210.0 258.0 172.5250.0 167.2 418.0 279.5 356.0 238.1284.0 189.9 520.0 347.7 460.0 307.6314.0 210.0 615.0 411.3 560.0 374.5340.0 227.4 704.0 470.8 658.0 440.0365.0 244.1 792.0 529.6 760.0 508.2393.0 262.8 880.0 588.5 867.0 579.8418.0 279.5 960.0 642.0 962.0 643.3438.0 292.9 1035.0 692.1 1050.0 702.2460.0 307.6 1113.0 744.3 1150.0 769.0481.0 321.7 1194.0 798.5 1243.0 831.2502.0 335.7 1268.0 847.9 1338.0 894.8519.0 347.1 1333.0 891.4 1423.0 951.6537.0 359.1 1402.0 937.5 1512.0 1011.1555.0 371.1 1472.0 984.4 1605.0 1073.3571.0 381.8 1542.0 1031.2 1695.0 1133.5588.0 393.2 1608.0 1075.3 1778.0 1189.0
Metro Exposition Line Maintenance Facility
1-5
2011-025DYB11-11B
0.1550 0.1310 0.2040
78.30
0.2120
7233
4878
77.30
49820.029425326.30
CALIFORNIA BEARING RATIO (CBR)OF LABORATORY-COMPACTED SOIL
ASTM D 1883-99
4183
Blows Per LayerMold Number
254A
90104132
361.30334.0073.60
5022299.30369.80
345.00 282.40
4730
0.12301212471844940
0.1630119467216
566
91904208
72.60
12255
0.029360440.80417.00 310.00
77.00Initial Swell / Collapse Reading (in.)
Final Swell / Collapse Reading (in.)
0.029411
377.4077.40Weight of Container (g)
Mold FactorWet Weight Soil + Container (g)Dry Weight Soil + Container (g)
Yellowish Brown (SC)g
Weight of Wet Soil (g)
Weight of Wet Soil & Mold (g)Weight of Mold (g)
Wt. of Rammer (lbs) :
Penetration (in.)
398.20
105
8750
Wt. Wet Soil + Mold + Base Plate (g)Weight of Mold+ Base Plate (g)Weight of Wet Soil (g)
4567
0.275
0.0000.025
Wet Wt. Soil + Container (g)
Weight of Container (g)Dry Wt. Soil + Container (g)
0.3000.3250.3500.3750.400
0.2000.2250.250
0.4250.4500.4750.500
0.0500.0750.1000.1250.1500.175
# 16# 35# 36
Blows per layer
Moisture Content (%) 6.9
10
Condition
Dry Density (pcf)
Before
125.6
16.0
0.17
10.5
After
125.9
Swell(+)/Collapse(-) (%)
Bearing Ratio
-0.17 0.17
134.0
35.3
132.7
Project No.:
136.5
Depth (ft):
2011-025
35.7
137.0
Yellowish Brown (SC)g
DYB11-11
After Before BAfter
25
8.2 1-56.9 9.3 7.0
56 Boring No.:
Sample No.:
Metro Exposition Line Maintenance Facility
CALIFORNIA BEARING RATIO of LABORATORY-COMPACTED SOIL
(ASTM D 1883)08-11
Before
Sample Description:
0
100
200
300
400
500
600
700
800
0.000 0.100 0.200 0.300
Shea
r St
ress
(ps
i)
Horizontal Deformation (in.)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
115.0 120.0 125.0 130.0 135.0 140.0
Corr
ecte
d CB
R
Dry Density as Molded (pcf)