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SLOPE STABILITY REPORT AND RECOMMENDATIONS
PROJECT NO. SOIB-7-804(060)267
PCN 21785
COUNTY Mountrail & Williams
ND Highway 1804 From RP 267.600 to RP 283.800
PREPARED BY: Jordan M. Nehls, P.E.
NORTH DAKOTA DEPARTMENT OF TRANSPORTATION MATERIALS AND RESEARCH DIVISION
DECEMBER 2017
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Slope Stability Report and Recommendation
Project: SOIB-7-804(060)267PCN: 21785Scope: HBP Structural Overlay, Widening, Selective Re-grading, Climbing/Passing Lanes, Turn Lanes, Structure ImprovementsLength: 16.20Location: ND Highway 1804 From Mountrail County Road West to Williams County Road 21
End Project - SOIB-7-804(060)267Williams County Road 21R.P. 283.800
Begin Project - SOIB-7-804(060)267Mountrail County Road 5R.P. 267.600
US Highway 2
ND Highway 1804
ND H
ighwa
y 40
ND H
ighwa
y 180
4
Table of Contents Subsurface Investigation ............................................................................................................. 4 Sampling and Testing Procedures ............................................................................................ 4 Test Results .................................................................................................................................. 5 Proposed Slope ............................................................................................................................ 5 Slope Recommendations ............................................................................................................ 6 Design Recommendations ........................................................................................................ 12
Design Information ................................................................................................................. 12 Plan Notes ............................................................................................................................... 12
List of Figures Figure 1 – Proposed Typical Section R.P. 267.000 to R.P. 283.738 ................................... 5
Appendices Appendix A – Boring Locations Appendix B – Summary of Soils Analysis Appendix C – SB-1 Boring LogAppendix D – Slope Stability Analysis
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 4 Introduction This report will provide slope recommendations for the construction of the widening for project SOIB-7-804(060)267. The Geotechnical Section evaluated cross sections that were provided by the Design Division and analyzed locations where the required widening caused fills that were believed to be critical. Subsurface Investigation The subsurface investigation was conducted during the Linear Soil Survey. In the area of the deep fills borings were conducted on the roadway surface to approximately the depth of the proposed fill. The borings were performed from 5/8/2017 to 5/11/2017. After further analysis of the deep fills at R.P. 272+0750 and R.P. 272+4000 it was determined that these locations were very sensitive to the additional fill that was being placed for the proposed widening and more precise soil strengths were necessary. Strength testing was only performed on select samples and the soils were not analyzed any further. Deep borings (SB-2, SB-3) were conducted on the roadway surface at each deep fill location to approximately 50 and 60 feet. The borings were performed on 11/27/2017. After further analysis of the deep fill at R.P. 282+3500 to R.P. 282+3750 it was determined that additional subsurface investigation was necessary for more precise soil classifications and soil strengths. A deep boring (SB-1) was conducted just off the roadway inslope to approximately 100 feet. The boring was performed from 8/21/2017 to 8/22/2017. All of the boring locations can be found in Appendix A. Sampling and Testing Procedures The initial soils investigation was conducted using a Mobile pickup mounted drill rig. Borings were conducted with a six inch solid flight auger. Soil samples were taken at each boring location. Borings that had significant changes in soil type were split into separate samples. Moisture content samples were taken at 1 foot intervals. The samples were submitted to the laboratory for determination of AASHTO classification, moisture content, dry density, sieve analysis, and Atterberg limits. The additional investigations were conducted using the Dietrich truck mounted drill rig. Shelby tube sampling and split spoon sampling were used to extract the samples from a hollow stem auger. Shelby tube sampling provides an “undisturbed” sample of fine grained soils for laboratory testing via a thin wall tube that is slowly pushed into the soils to be sampled. Triaxial testing equipment was used to determine shear strengths. Densities were calculated according to AASHTO test method T-296.
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 5 Split spoon samplers are utilized during advancement of the boring to perform the Standard Penetration Test (SPT). The samples are considered “disturbed”, due to the driving nature in which they are obtained. The SPT results in an N-value, or number of blows required to drive the split spoon sampler 1 foot. The samples from the split spoon and Shelby tubes are submitted to the laboratory for determination of AASHTO classification, moisture content, dry density, sieve analysis, Atterberg limits, and strength parameters. Test Results The summary of soils analysis obtained at the deep fill locations for the Linear Soils Report and Recommendation can be found in Appendix B. The summary of the soils analysis for the deep boring (SB-1) and the strength test results from the other deep borings (SB-2, SB-3) can also be found in Appendix B. The boring log for the deep boring (SB-1) can be found in Appendix C. Proposed Slope The proposed inslope is a 4:1 slope to the clear zone transitioning to a 3:1 slope to the bottom of the ditch. The locations that were analyzed have fills of 15 feet to 30 feet. The proposed typical section is shown in Figure 1 below.
Figure 1 – Proposed Typical Section R.P. 267.000 to R.P. 283.738
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 6 Slope Recommendations The stability analysis was conducted with Slope/W developed by Geo-Slope International. The analysis was a two-dimensional limit equilibrium method. The target factor of safety was 1.3. Each critical location was modeled using the most representative cross section. The cross section with its respective soil stratigraphy was modeled for both the total stress analysis (short term - undrained) and the effective stress analysis (long term - drained). For the total stress analysis, a unit weight of 120 lb/ft3 and a cohesion of 1,000 lb/ft3 were assumed for all soil layers unless additional strength testing was performed from samples obtained from deep borings. These values are considered conservative for this location and application. For the effective stress analysis, the soil parameters were based on the soil laboratory results if available. A correlation between the liquid limit and clay size fraction to the drained residual strength of cohesive soils was used. This correlation is based on a paper titled “Drained Residual Strength of Cohesive Soils” written by Timothy Stark and Hisham Eid. The proposed fill soil parameters are unknown at the time of this report so the clay fraction and liquid limit were conservatively assumed to be 70 and 90, respectively. If the borings did not get deep enough to accurately represent the natural ground soils they were also assumed to have the same soil parameters as the proposed fill. The soil parameters and corresponding factor of safety for each analysis and recommendation are given for each location below. The stability analysis outputs can be found in Appendix D.
Location 1: R.P. 267+5000 to R.P. 268+0000 Critical Cross Section: 14150+00 Boring: LSS 3 – LSS 4
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
2.65 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 7
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.67 Existing Fill 120 40 45 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis. Location 2: R.P. 270+2500 Critical Cross Section: 14279+00 Boring: LSS 17
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
2.87 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.77 Existing Fill 120 45 45 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis. Location 3: R.P. 271+1500 Critical Cross Section: 14322+00 Boring: LSS 22
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
2.17 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 8
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.69 Existing Fill 120 35 45 Natural Ground 120 30 35
The proposed slope meets the target factor of safety for both analysis. Location 4: R.P. 272+0750 Critical Cross Section: 14368+00 Boring: SB-2
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
2.34 Existing Fill 120 1,670 0 Natural Ground 120 0 30
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.40 Existing Fill 120 35 40 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis
Location 5: R.P. 272+3600 Critical Cross Section: 14397+00 Boring: LSS 31
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
1.33 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 9
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.31 Existing Fill 120 35 40 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis. Location 6: R.P. 272+4000 Critical Cross Section: 14400+00 Boring: SB-3
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
2.32 Existing Fill 120 1,170 0 Natural Ground 120 0 30
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.32 Existing Fill 120 35 40 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis.
Location 7: R.P. 274+2000 to R.P. 274+2500 Critical Cross Section: 14488+00 Boring: LSS 40
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
1.81 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 10
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.52 Existing Fill 120 35 45 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis. Location 8: R.P. 275+0500 to R.P. 275+2000 Critical Cross Section: 14528+00 Boring: LSS 45 – LSS 48
Total Stress Analysis
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill 120 1,000 0
1.40 Existing Fill 120 1,000 0 Natural Ground 120 1,000 0
Effective Stress Analysis
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill 120 70 90
1.41 Existing Fill 120 35 40 Natural Ground 120 70 90
The proposed slope meets the target factor of safety for both analysis.
Location 9: 282+3500 to 282+3750 Critical Cross Section: 14923+00 Boring: SB-1 This location has a creek that runs up next to the roadway embankment. The Design Division proposed using a steep slope to accommodate the widening for this project. However, after site reconnaissance and preliminary modeling we recommended that alternative solutions should be looked at to accommodate the widening. The decision was made that the road would be widened away from the creek and the inslope would not be affected by this work. For this location both the existing and proposed conditions were modeled to see what the effect of the proposed widening would be. The results are shown below.
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 11
Total Stress Analysis - Existing Slope
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Low Plasticity Clay TSA 120 1,000 0
1.84 Silty Sand TSA 120 0 30 High Plasticity Clay TSA 120 1,000 0
Effective Stress Analysis - Existing Slope
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Low Plasticity Clay ESA 120 45 45
1.34 Silty Sand ESA 120 * * High Plasticity Clay ESA 120 70 60
* Silty Sand is Non Plastic - Used Cohesion = 0 psf, Phi = 30o
Total Stress Analysis - Proposed Slope
Material Unit Weight
(lb/ft3) Cohesion
(lb/ft2) Friction Angle
(degrees) Factor of Safety Proposed Fill TSA 120 1,000 0
1.83 Low Plasticity Clay TSA 120 1,000 0 Silty Sand TSA 120 0 30
High Plasticity Clay TSA 120 1,000 0
Effective Stress Analysis - Proposed Slope
Material Unit Weight
(lb/ft3) Clay Fraction
(%) Liquid Limit
(%) Factor of Safety Proposed Fill ESA 120 70 90
1.34 Low Plasticity Clay ESA 120 45 45 Silty Sand ESA 120 * *
High Plasticity Clay ESA 120 70 60 * Silty Sand is Non Plastic - Used Cohesion = 0 psf, Phi = 30o
The proposed slope meets the target factor of safety for both analysis
Slope Stability Report and Recommendations SOIB-7-804(060)267 Page 12 Design Recommendations
Design Information
All new embankment should be benched into the existing embankment.
If any of the proposed slopes throughout the project are modified during the design or construction phase they will need to be re-evaluated by the Geotechnical Section. Compact all embankment material per Section 203.04E.2 – Compaction Control Type A of the Standard Specifications. Plan Notes
None
The recommendations in this report are based on the scope of the project. If the scope of work, vertical profile or horizontal alignment is changed, in either the conceptual phase or the design phase, the Geotechnical Engineer must be notified as soon as possible to ensure that there is adequate geotechnical information addressing these areas.
APPENDIX A
BORING LOCATIONS
!(
!(!(
268+0000 LSS - 4 267+5000
LSS - 3268
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
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270+3000 LSS - 18 270+2500
LSS - 17 270+2000 LSS - 16
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!(!(
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271+2000 LSS - 23 271+1500
LSS - 22 271+1000 LSS - 21
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
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!(!(
!H272+0750SB-2
272+1000 LSS - 28 272+0750
LSS - 27272+0000 LSS - 26
272
0 500250Feet
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
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!(!( !H
272+3935SB-3272+4000
LSS - 32 272+3600 LSS - 31
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!( 274+2500 LSS - 41
274+2000 LSS - 40
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
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!(275+2500 LSS - 49 275+2000
LSS - 48 275+1500 LSS - 47 275+1000
LSS - 46 275+0500 LSS - 45
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
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282+3230SB-1
282+4000 LSS - 92
282+3750 LSS - 91
282+3500 LSS - 90
282+3000 LSS - 89
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!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267
APPENDIX B
SUMMARY OF SOIL ANALYSIS
LSS - 3 2.0 43 19 24 25 65 A-7-6 (13) CL 18.2 18.9
LSS - 3 3.0 18.6 18.9
LSS - 3 4.0 18.2 18.9
LSS - 3 5.0 19.7 18.9
LSS - 3 6.0 18.9 18.9
LSS - 3 7.0 22.6 18.9
LSS - 3 8.0 24.6 18.9
LSS - 3 9.0 20.8 18.9
LSS - 3 10.0 20.3 18.9
LSS - 3 11.0 21.2 18.9
LSS - 3 12.0 18.8 18.9
LSS - 3 13.0 11.2 18.9
LSS - 3 14.0 12.8 18.9
LSS - 3 15.0 18.7 18.9
LSS - 4 2.0 45 18 27 25 65 A-7-6 (15) CL 17.8 20.7
LSS - 4 3.0 17.8 20.7
LSS - 4 4.0 18.1 20.7
LSS - 4 5.0 18.9 20.7
LSS - 4 6.0 19.3 20.7
LSS - 4 7.0 22.4 20.7
LSS - 4 8.0 20.4 20.7
LSS - 4 9.0 22.2 20.7
LSS - 4 10.0 23.8 20.7
LSS - 4 11.0 22.6 20.7
LSS - 4 12.0 20.4 20.7
LSS - 4 13.0 23.2 20.7
LSS - 4 14.0 19.1 20.7
LSS - 4 15.0 24.4 20.7
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
LSS - 17 2.0 44 17 27 9.5 78 A-7-6 (20) CL 15.6 23.1
LSS - 17 3.0 16.1 23.1
LSS - 17 4.0 18.5 23.1
LSS - 17 5.0 14.5 23.1
LSS - 17 6.0 29.7 23.1
LSS - 17 7.0 19.0 23.1
LSS - 17 8.0 26.5 23.1
LSS - 17 9.0 29.7 23.1
LSS - 17 10.0 26.6 23.1
LSS - 17 11.0 25.2 23.1
LSS - 17 12.0 23.8 23.1
LSS - 17 13.0 21.3 23.1
LSS - 17 14.0 21.7 23.1
LSS - 17 15.0 35.2 23.1
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
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LSS - 22 2.0 41 17 24 9.5 68 A-7-6 (14) CL 19.8 22.9
LSS - 22 3.0 25.1 22.9
LSS - 22 4.0 26.3 22.9
LSS - 22 5.0 34.8 22.9
LSS - 22 6.0 22.2 22.9
LSS - 22 7.0 21.3 22.9
LSS - 22 8.0 17.9 22.9
LSS - 22 9.0 22.1 22.9
LSS - 22 10.0 19.9 22.9
LSS - 22 11.0 21.1 22.9
LSS - 22 12.0 22.4 22.9
LSS - 22 13.0 35 19 16 9.5 88 A-6 (14) CL 21.8 22.9
LSS - 22 14.0 21.9 22.9
LSS - 22 15.0 22.9 22.9
LSS - 22 16.0 22.8 22.9
LSS - 22 17.0 22.6 22.9
LSS - 22 18.0 22.7 22.9
LSS - 22 19.0 24.3 22.9
LSS - 22 20.0 23.8 22.9
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
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LSS - 31 2.0 39 16 23 9.5 63 A-6 (12) CL 17.4 20.0
LSS - 31 3.0 14.5 20.0
LSS - 31 4.0 16.6 20.0
LSS - 31 5.0 17.7 20.0
LSS - 31 6.0 18.5 20.0
LSS - 31 7.0 18.5 20.0
LSS - 31 8.0 18.9 20.0
LSS - 31 9.0 19.4 20.0
LSS - 31 10.0 20.0 20.0
LSS - 31 11.0 36 15 21 25 49 A-6 (6) SC 21.1 20.0
LSS - 31 12.0 20.8 20.0
LSS - 31 13.0 19.0 20.0
LSS - 31 14.0 25.8 20.0
LSS - 31 15.0 26.7 20.0
LSS - 31 16.0 27.5 20.0
LSS - 31 17.0 26.5 20.0
LSS - 31 18.0 28.1 20.0
LSS - 31 19.0 22.7 20.0
LSS - 31 20.0 35.6 20.0
LSS - 31 21.0 17.9 20.0
LSS - 31 22.0 14.8 20.0
LSS - 31 23.0 12.9 20.0
LSS - 31 24.0 15.2 20.0
LSS - 31 25.0 16.8 20.0
LSS - 31 26.0 15.9 20.0
LSS - 31 27.0 15.2 20.0
LSS - 31 28.0 18.8 20.0
LSS - 31 29.0 17.9 20.0
LSS - 31 30.0 18.8 20.0
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
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LSS - 40 2.0 45 17 28 25 61 A-7-6 (14) CL 17.7 12.9
LSS - 40 3.0 14.8 12.9
LSS - 40 4.0 18.6 12.9
LSS - 40 5.0 17.3 12.9
LSS - 40 6.0 10.1 12.9
LSS - 40 7.0 16.2 12.9
LSS - 40 8.0 8.8 12.9
LSS - 40 9.0 5.2 12.9
LSS - 40 10.0 7.9 12.9
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
LSS - 45 2.0 27 17 10 9.5 58 A-4 (3) CL 14.8 19.3
LSS - 45 3.0 15.8 19.3
LSS - 45 4.0 16.0 19.3
LSS - 45 5.0 18.3 19.3
LSS - 45 6.0 18.1 19.3
LSS - 45 7.0 19.8 19.3
LSS - 45 8.0 18.8 19.3
LSS - 45 9.0 19.2 19.3
LSS - 45 10.0 17.9 19.3
LSS - 45 11.0 18.6 19.3
LSS - 45 12.0 18.7 19.3
LSS - 45 13.0 19.2 19.3
LSS - 45 14.0 18.8 19.3
LSS - 45 15.0 18.1 19.3
LSS - 45 16.0 20.8 19.3
LSS - 45 17.0 16.3 19.3
LSS - 45 18.0 14.5 19.3
LSS - 45 19.0 24.0 19.3
LSS - 45 20.0 24.3 19.3
LSS - 45 21.0 20.1 19.3
LSS - 45 22.0 21.8 19.3
LSS - 45 23.0 21.8 19.3
LSS - 45 24.0 21.7 19.3
LSS - 45 25.0 24.9 19.3
LSS - 45 26.0 25.3 19.3
LSS - 45 27.0 22.6 19.3
LSS - 45 28.0 16.8 19.3
LSS - 45 29.0 9.3 19.3
LSS - 45 30.0 23.7 19.3
LSS - 46 2.0 37 15 22 25 63 A-6 (11) CL 12.8 17.3
LSS - 46 3.0 12.2 17.3
LSS - 46 4.0 10.8 17.3
LSS - 46 5.0 14.8 17.3
LSS - 46 6.0 15.1 17.3
LSS - 46 7.0 16.6 17.3
LSS - 46 8.0 19.2 17.3
LSS - 46 9.0 18.3 17.3
LSS - 46 10.0 16.2 17.3
LSS - 46 11.0 18.8 17.3
LSS - 46 12.0 18.1 17.3
LSS - 46 13.0 20.0 17.3
LSS - 46 14.0 19.1 17.3
LSS - 46 15.0 19.2 17.3
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 3
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
LAB
SU
MM
AR
Y -
ND
DO
T 2
0171
019.
GD
T -
12/
1/1
7 1
0:05
- F
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
LSS - 46 16.0 20.0 17.3
LSS - 46 17.0 17.9 17.3
LSS - 46 18.0 18.8 17.3
LSS - 46 19.0 17.0 17.3
LSS - 46 20.0 6.3 17.3
LSS - 46 21.0 20.2 17.3
LSS - 46 22.0 19.7 17.3
LSS - 46 23.0 19.5 17.3
LSS - 46 24.0 18.7 17.3
LSS - 46 25.0 17.6 17.3
LSS - 46 26.0 20.3 17.3
LSS - 46 27.0 16.9 17.3
LSS - 46 28.0 18.9 17.3
LSS - 46 29.0 19.3 17.3
LSS - 46 30.0 19.2 17.3
LSS - 47 2.0 39 17 22 9.5 69 A-6 (13) CL 12.5 22.0
LSS - 47 3.0 21.6 22.0
LSS - 47 4.0 17.9 22.0
LSS - 47 5.0 20.0 22.0
LSS - 47 6.0 15.5 22.0
LSS - 47 7.0 30.7 22.0
LSS - 47 8.0 19.4 22.0
LSS - 47 9.0 15.9 22.0
LSS - 47 10.0 17.9 22.0
LSS - 47 11.0 20.9 22.0
LSS - 47 12.0 21.4 22.0
LSS - 47 13.0 22.0 22.0
LSS - 47 14.0 22.0 22.0
LSS - 47 15.0 21.2 22.0
LSS - 47 16.0 22.8 22.0
LSS - 47 17.0 NP NP NP 9.5 38 A-4 (0) SM 25.6 22.0
LSS - 47 18.0 24.6 22.0
LSS - 47 19.0 22.9 22.0
LSS - 47 20.0 22.2 22.0
LSS - 47 21.0 51 16 35 4.75 88 A-7-6 (32) CH 24.7 22.0
LSS - 47 22.0 24.7 22.0
LSS - 47 23.0 25.0 22.0
LSS - 47 24.0 24.3 22.0
LSS - 47 25.0 24.9 22.0
LSS - 47 26.0 23.6 22.0
LSS - 47 27.0 23.1 22.0
LSS - 47 28.0 19.7 22.0
LSS - 47 29.0 26.6 22.0
SUMMARY OF LABORATORY RESULTSPAGE 2 OF 3
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
LAB
SU
MM
AR
Y -
ND
DO
T 2
0171
019.
GD
T -
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1/1
7 1
0:05
- F
:\LA
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
LSS - 47 30.0 25.0 22.0
LSS - 48 2.0 36 15 21 9.5 70 A-6 (12) CL 11.5 17.8
LSS - 48 3.0 21.1 17.8
LSS - 48 4.0 16.0 17.8
LSS - 48 5.0 20.4 17.8
LSS - 48 6.0 26.8 17.8
LSS - 48 7.0 18.1 17.8
LSS - 48 8.0 19.9 17.8
LSS - 48 9.0 17.8 17.8
LSS - 48 10.0 17.8 17.8
LSS - 48 11.0 17.3 17.8
LSS - 48 12.0 17.6 17.8
LSS - 48 13.0 17.2 17.8
LSS - 48 14.0 16.7 17.8
LSS - 48 15.0 17.2 17.8
LSS - 48 16.0 19.7 17.8
LSS - 48 17.0 17.7 17.8
LSS - 48 18.0 19.3 17.8
LSS - 48 19.0 17.8 17.8
LSS - 48 20.0 18.1 17.8
LSS - 48 21.0 17.1 17.8
LSS - 48 22.0 17.0 17.8
LSS - 48 23.0 17.6 17.8
LSS - 48 24.0 16.8 17.8
LSS - 48 25.0 17.6 17.8
LSS - 48 26.0 15.9 17.8
LSS - 48 27.0 17.2 17.8
LSS - 48 28.0 17.2 17.8
LSS - 48 29.0 17.3 17.8
LSS - 48 30.0 14.5 17.8
SUMMARY OF LABORATORY RESULTSPAGE 3 OF 3
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
LAB
SU
MM
AR
Y -
ND
DO
T 2
0171
019.
GD
T -
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7 1
0:05
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
SB - 1 3.0 41 17 24 9.5 67 A-7-6 (14) CL 7.6 17.8
SB - 1 8.0 40 15 25 25 66 A-6 (14) CL 18.0 17.8
SB - 1 15.0 39 12 27 25 57 A-6 (11) CL 16.9 17.8
SB - 1 17.0 39 16 23 9.5 67 A-6 (13) CL 12.1 17.8
SB - 1 23.0 37 15 22 9.5 68 A-6 (12) CL 16.0 17.8
SB - 1 28.0 38 15 23 25 66 A-6 (13) CL 16.3 17.8
SB - 1 30.0 39 16 23 25 62 A-6 (11) CL 15.9 17.8
SB - 1 32.0 38 15 23 25 67 A-6 (13) CL 10.7 17.8
SB - 1 38.0 39 14 25 25 70 A-6 (15) CL 17.4 17.8
SB - 1 45.0 42 16 26 25 64 A-7-6 (14) CL 17.8 17.8
SB - 1 47.0 40 14 26 9.5 69 A-6 (15) CL 18.2 17.8
SB - 1 53.0 42 14 28 9.5 73 A-7-6 (18) CL 17.2 17.8
SB - 1 58.0 45 17 28 9.5 74 A-7-6 (19) CL 18.2 17.8
SB - 1 63.0 41 14 27 25 75 A-7-6 (18) CL 18.3 17.8
SB - 1 68.0 44 15 29 9.5 75 A-7-6 (20) CL 19.1 17.8
SB - 1 73.0 NP NP NP 9.5 19 A-2-4 (0) SM 47.5 17.8
SB - 1 78.0 NP NP NP 25 8 A-1-b (0) SW-SM 10.2 17.8
SB - 1 83.0 NP NP NP 25 10 A-1-b (0) SW-SM 11.5 17.8
SB - 1 88.0 60 19 41 4.75 95 A-7-6 (43) CH 27.0 17.8
SB - 1 93.0 51 18 33 9.5 88 A-7-6 (30) CH 17.6 17.8
SB - 1 98.0 49 19 30 25 86 A-7-6 (27) CL 20.5 17.8
SUMMARY OF LABORATORY RESULTSPAGE 1 OF 1
VoidRatioDepth Liquid
LimitPlasticLimit
PlasticityIndex
MaximumSize(mm)
%<#200Sieve
AASHTOClassification
Satur-ation(%)
DryDensity
(pcf)
USCSClass-
ificationBorehole
Avg.Water
Content(%)
WaterContent
(%)
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
LAB
SU
MM
AR
Y -
ND
DO
T 2
0171
019.
GD
T -
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1/1
7 1
0:09
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
APPENDIX C
SB-1 BORING LOG
Dark Brown Sandy Lean ClayLow PlasticityMedium Stiff to Stiff
Coal Deposits in top 10'
Pebble / Gravel Mix Throughout85
90
90
100
100
100
85
100
100
CL
CL
CL
CL
CL
CL
CL
CL
CL
A-7-6
A-6
A-6
A-6
A-6
A-6
A-6
A-6
A-6
SS737
SS738
3TW739
SS740
SS741
SS742
3TW743
SS744
SS745
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
DRILLED BY Dallan LOGGED BY Jamie
NOTES
DATE STARTED 8/24/17 COMPLETED 8/24/17
DRILLING METHOD Hollow Stem Auger
LOCATION Mountrail & Williams County
ELEVATION 1959 ft
DIR RtOFFSET 37.5 RP+FEET 282+3230
ENGINEER
ND
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T L
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- N
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
PAGE 1 OF 3
(Continued Next Page)
LOG OF BORING SB - 1
DE
PT
H (
ft)
ELE
VA
TIO
N (
ft)
MATERIAL DESCRIPTION
RE
CO
VE
RY
(%
)
GR
AP
HIC
LO
G
TESTS &REMARKS
20 40 60 80
PL LL MC
SPT N VALUE
20 40 60 80
CLAY FRACTION(%)
20 40 60 80
US
CS
AA
SH
TO
SA
MP
LE T
YP
E&
NU
MB
ER
0
5
10
15
20
25
30
35
1955
1950
1945
1940
1935
1930
1925
1920
17 4141
15 4040
12 3939
16 3939
15 3737
15 3838
16 3939
15 3838
14 3939
11
15
16
13
12
18
13
Dark Brown Sandy Lean ClayLow PlasticityMedium Stiff to Stiff
Coal Deposits in top 10'
Pebble / Gravel Mix Throughout (continuedfrom previous page)
1886.0 ftBrown Well Graded Sand with Silt and GravelNon - PlasticMedium Stiff to Stiff
Coal Deposits
Heaving Sand
100
100
100
35
100
100
100
50
100
73.0 ft
CL
CL
CL
CL
CL
CL
SM
SW-SM
SW-SM
A-7-6
A-6
A-7-6
A-7-6
A-7-6
A-7-6
A-2-4
A-1-b
A-1-b
3TW746
SS747
SS748
SS749
SS750
SS751
SS752
SS753
SS754
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
ND
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
PAGE 2 OF 3
(Continued Next Page)
LOG OF BORING SB - 1
DE
PT
H (
ft)
ELE
VA
TIO
N (
ft)
MATERIAL DESCRIPTION
RE
CO
VE
RY
(%
)
GR
AP
HIC
LO
G
TESTS &REMARKS
20 40 60 80
PL LL MC
SPT N VALUE
20 40 60 80
CLAY FRACTION(%)
20 40 60 80
US
CS
AA
SH
TO
SA
MP
LE T
YP
E&
NU
MB
ER
40
45
50
55
60
65
70
75
80
1915
1910
1905
1900
1895
1890
1885
1880
1875
16 4242
14 4040
14 4242
17 4545
14 4141
15 4444
000
000
000
16
13
19
16
20
11
15
20
1874.0 ftGray Fat ClayHigh PlasticityStiff
Coal Deposits
1859.0 ftBottom of borehole at 100.0 ft
100
100
85
85.0 ft
100.0 ft
CH
CH
CL
A-7-6
A-7-6
A-7-6
SS755
SS756
SS757
PROJECT NUMBER SOIB-7-804(060)267
PCN 21785
LOCATION Mountrail & Williams County
ND
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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504
PAGE 3 OF 3LOG OF BORING SB - 1
DE
PT
H (
ft)
ELE
VA
TIO
N (
ft)
MATERIAL DESCRIPTION
RE
CO
VE
RY
(%
)
GR
AP
HIC
LO
G
TESTS &REMARKS
20 40 60 80
PL LL MC
SPT N VALUE
20 40 60 80
CLAY FRACTION(%)
20 40 60 80
US
CS
AA
SH
TO
SA
MP
LE T
YP
E&
NU
MB
ER
85
90
95
100
1870
1865
1860
19 6060
18 5151
19 4949
25
26
29
APPENDIX D
SLOPE STABILITY ANALYSIS
2.645
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
2,271
2,276
2,281
2,286
2,291
2,296
2,301
2,306
2,311
2,316
2,321
2,326
2,331
2,336
2,341
2,346
2,351
2,356
2,361
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 267+5000 to R.P. 268+0000Cross Section: 14150+00Boring: LSS 3 - LSS 4Analysis: Total Stress Analysis
1.674
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
2,271
2,276
2,281
2,286
2,291
2,296
2,301
2,306
2,311
2,316
2,321
2,326
2,331
2,336
2,341
2,346
2,351
2,356
2,361
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=40, LL=45 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 267+5000 to R.P. 268+0000Cross Section: 14150+00Boring: LSS 3 - LSS 4Analysis: Effective Stress Analysis
2.871
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340
Elev
atio
n
2,260
2,265
2,270
2,275
2,280
2,285
2,290
2,295
2,300
2,305
2,310
2,315
2,320
2,325
2,330
2,335
2,340
2,345
2,350
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 270+2500Cross Section: 14279+00Boring: LSS 17Analysis: Total Stress Analysis
1.772
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340
Elev
atio
n
2,260
2,265
2,270
2,275
2,280
2,285
2,290
2,295
2,300
2,305
2,310
2,315
2,320
2,325
2,330
2,335
2,340
2,345
2,350
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=45, LL=45 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 270+2500Cross Section: 14279+00Boring: LSS 17Analysis: Effective Stress Analysis
2.174
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
2,265
2,270
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 271+1500Cross Section: 14322+00Boring: LSS 22Analysis: Total Stress Analysis
1.688
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
2,265
2,270
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=45 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=30, LL=35 1
Project: SOIB-7-804(060)267Location: R.P. 271+1500Cross Section: 14322+00Boring: LSS 22Analysis: Effective Stress Analysis
2.336
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440
Elev
atio
n
2,100
2,105
2,110
2,115
2,120
2,125
2,130
2,135
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,670 0
06 - Natural Ground TSA Mohr-Coulomb 120 0 30
Project: SOIB-7-804(060)267Location: R.P. 272+0750Cross Section: 14368+00Boring: SB-2Analysis: Total Stress Analysis
1.402
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440
Elev
atio
n
2,100
2,105
2,110
2,115
2,120
2,125
2,130
2,135
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=40 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 272+0750Cross Section: 14368+00Boring: SB-2Analysis: Effective Stress Analysis
1.331
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
2,265
2,270
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 272+3600Cross Section: 14397+00Boring: LSS 31Analysis: Total Stress Analysis
1.311
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
2,265
2,270
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=40 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 272+3600Cross Section: 14397+00Boring: LSS 31Analysis: Effective Stress Analysis
2.320
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,177 0
06 - Natural Ground TSA Mohr-Coulomb 120 0 30
Project: SOIB-7-804(060)267Location: R.P. 272+4000Cross Section: 14400+00Boring: SB-3Analysis: Total Stress Analysis
1.319
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Elev
atio
n
2,140
2,145
2,150
2,155
2,160
2,165
2,170
2,175
2,180
2,185
2,190
2,195
2,200
2,205
2,210
2,215
2,220
2,225
2,230
2,235
2,240
2,245
2,250
2,255
2,260
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=40 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 272+4000Cross Section: 14400+00Boring: SB-3Analysis: Effective Stress Analysis
1.814
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400
Elev
atio
n
1,860
1,865
1,870
1,875
1,880
1,885
1,890
1,895
1,900
1,905
1,910
1,915
1,920
1,925
1,930
1,935
1,940
1,945
1,950
1,955
1,960
1,965
1,970
1,975
1,980
1,985
1,990
1,995
2,000
2,005
2,010
2,015
2,020
2,025
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi'(°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 274+2000 - R.P. 274+2500Cross Section: 14488+00Boring: LSS 40Analysis: Total Stress Analysis
1.523
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400
Elev
atio
n
1,860
1,865
1,870
1,875
1,880
1,885
1,890
1,895
1,900
1,905
1,910
1,915
1,920
1,925
1,930
1,935
1,940
1,945
1,950
1,955
1,960
1,965
1,970
1,975
1,980
1,985
1,990
1,995
2,000
2,005
2,010
2,015
2,020
2,025
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=45 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 274+2000 - R.P. 274+2500Cross Section: 14488+00Boring: LSS 40Analysis: Effective Stress Analysis
1.398
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400
Elev
atio
n
1,857
1,862
1,867
1,872
1,877
1,882
1,887
1,892
1,897
1,902
1,907
1,912
1,917
1,922
1,927
1,932
1,937
1,942
1,947
1,952
1,957
1,962
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
04 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
05 - Existing Fill TSA Mohr-Coulomb 120 1,000 0
06 - Natural Ground TSA Mohr-Coulomb 120 1,000 0
Project: SOIB-7-804(060)267Location: R.P. 275+0500 - R.P. 275+2000Cross Section: 14528+00Boring: LSS 45 - LSS 48Analysis: Total Stress Analysis
1.412
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400
Elev
atio
n
1,857
1,862
1,867
1,872
1,877
1,882
1,887
1,892
1,897
1,902
1,907
1,912
1,917
1,922
1,927
1,932
1,937
1,942
1,947
1,952
1,957
1,962
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
02 - Existing Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=35, LL=40 1
03 - Natural Ground ESA Shear/Normal Fn. 120 Stark Correlation - CF=70, LL=90 1
Project: SOIB-7-804(060)267Location: R.P. 275+0500 - R.P. 275+2000Cross Section: 14528+00Boring: LSS 45 - LSS 48Analysis: Effective Stress Analysis
1.837
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
1,859
1,869
1,879
1,889
1,899
1,909
1,919
1,929
1,939
1,949
1,959
1,969
Project: SOIB-7-804(060)267Location: R.P. 282+3500Cross Section: 14923+00Boring: SB-1Analysis: Existing Slope Total Stress Analysis
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
06 - Low Plasticity Clay TSA Mohr-Coulomb 120 1,000 0
07 - Silty Sand TSA Mohr-Coulomb 120 0 30
08 - High Plasticity Clay TSA Mohr-Coulomb 120 1,000 0
1.336
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
1,859
1,869
1,879
1,889
1,899
1,909
1,919
1,929
1,939
1,949
1,959
1,969
Project: SOIB-7-804(060)267Location: R.P. 282+3500Cross Section: 14923+00Boring: SB-1Analysis: Existing Slope Effective Stress Analysis
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
Cohesion'(psf)
Phi'(°)
02 - Low Plasticity Clay ESA Shear/Normal Fn. 120 Stark Correlation - CF=45 LL=45 1
03 - Silty Sand ESA Mohr-Coulomb 120 1 0 30
04 - High Plasticity Clay ESA Shear/Normal Fn. 120 Stark Correlation - CF=70 LL=60 1
1.832
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
1,859
1,869
1,879
1,889
1,899
1,909
1,919
1,929
1,939
1,949
1,959
1,969
Project: SOIB-7-804(060)267Location: R.P. 282+3500Cross Section: 14923+00Boring: SB-1Analysis: Proposed Slope Total Stress Analysis
Color Name Model Unit Weight (pcf)
Cohesion'(psf)
Phi' (°)
05 - Proposed Fill TSA Mohr-Coulomb 120 1,000 0
06 - Low Plasticity Clay TSA Mohr-Coulomb 120 1,000 0
07 - Silty Sand TSA Mohr-Coulomb 120 0 30
08 - High Plasticity Clay TSA Mohr-Coulomb 120 1,000 0
1.336
Distance0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Elev
atio
n
1,859
1,869
1,879
1,889
1,899
1,909
1,919
1,929
1,939
1,949
1,959
1,969
Project: SOIB-7-804(060)267Location: R.P. 282+3500Cross Section: 14923+00Boring: SB-1Analysis: Proposed Slope Effective Stress Analysis
Color Name Model Unit Weight (pcf)
Strength Function PiezometricLine
Cohesion'(psf)
Phi'(°)
01 - Proposed Fill ESA Shear/Normal Fn. 120 Stark Correlation - CF=70 LL=90 1
02 - Low Plasticity Clay ESA Shear/Normal Fn. 120 Stark Correlation - CF=45 LL=45 1
03 - Silty Sand ESA Mohr-Coulomb 120 1 0 30
04 - High Plasticity Clay ESA Shear/Normal Fn. 120 Stark Correlation - CF=70 LL=60 1