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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

Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, and the GIS user community, Source: Esri,DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity

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North Dakota state agencies andthe ND GIS Hub

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


(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



(lb/ft3) Cohesion







(%) Liquid Limit



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



(lb/ft3) Cohesion








(%) Liquid Limit



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



(lb/ft3) Cohesion



2.34 Existing Fill 120 1,670 0 Natural Ground 120 0 30




(%) Liquid Limit



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



(lb/ft3) Cohesion








(%) Liquid Limit



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



(lb/ft3) Cohesion



2.32 Existing Fill 120 1,170 0 Natural Ground 120 0 30




(%) Liquid Limit



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



(lb/ft3) Cohesion








(%) Liquid Limit



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



(lb/ft3) Cohesion







(%) Liquid Limit



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.


Total Stress Analysis - Existing Slope


(lb/ft3) Cohesion


(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



(%) 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


(lb/ft3) Cohesion


(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



(%) 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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LegendReference Point

!( LSS Boring Locations!H Deep Boring Locations Project Number: SOIB-7-804(060)267

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!(

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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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!(

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272+1000 LSS - 28 272+0750

LSS - 27272+0000 LSS - 26

272

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!(

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272+3935SB-3272+4000

LSS - 32 272+3600 LSS - 31

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!(

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!( 274+2500 LSS - 41

274+2000 LSS - 40

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!(

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LSS - 48 275+1500 LSS - 47 275+1000

LSS - 46 275+0500 LSS - 45

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!(

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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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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

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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



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 21785


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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



LimitPlasticLimit

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MaximumSize(mm)

%<#200Sieve


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PCN 21785


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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



LimitPlasticLimit

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MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

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(pcf)

USCSClass-

ificationBorehole

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(%)


PCN 21785


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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



LimitPlasticLimit

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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



LimitPlasticLimit

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Satur-ation(%)

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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



LimitPlasticLimit

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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



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 21785


LAB

SU

MM

AR

Y -

ND

DO

T 2

0171

019.

GD

T -

12/

1/1

7 1

0:05

- F

:\LA

B\P

RO

JEC

TS

\GIN

T\S

S-7

-804

(060

)267

.GP

J


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



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 21785


LAB

SU

MM

AR

Y -

ND

DO

T 2

0171

019.

GD

T -

12/

1/1

7 1

0:09

- F

:\LA

B\P

RO

JEC

TS

\GIN

T\S

S-7

-804

(060

)267

.GP

J


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


PCN 21785

DRILLED BY Dallan LOGGED BY Jamie

NOTES

DATE STARTED 8/24/17 COMPLETED 8/24/17

DRILLING METHOD Hollow Stem Auger


ELEVATION 1959 ft

DIR RtOFFSET 37.5 RP+FEET 282+3230

ENGINEER

ND

DO

T L

OG

- N

D D

OT

201

7101

9.G

DT

- 1

2/1/

17 1

1:0

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\SS

-7-8

04(0

60)2

67.G

PJ


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


PCN 21785


ND

DO

T L

OG

- N

D D

OT

201

7101

9.G

DT

- 1

2/1/

17 1

1:0

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\SS

-7-8

04(0

60)2

67.G

PJ


PAGE 2 OF 3

(Continued Next Page)

LOG OF BORING SB - 1

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


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


PCN 21785


ND

DO

T L

OG

- N

D D

OT

201

7101

9.G

DT

- 1

2/1/

17 1

1:0

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\SS

-7-8

04(0

60)2

67.G

PJ


PAGE 3 OF 3LOG OF BORING SB - 1

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


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


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


Cohesion'(psf)

Phi' (°)




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






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


Cohesion'(psf)

Phi' (°)





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







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


Cohesion'(psf)

Phi' (°)



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






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


Cohesion'(psf)

Phi' (°)





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







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


Cohesion'(psf)

Phi' (°)



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






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


Cohesion'(psf)

Phi'(°)




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






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


Cohesion'(psf)

Phi' (°)




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






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


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



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


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: Proposed Slope Effective Stress Analysis



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

slope stability report and recommendations - dot.nd.gov 38... · slope stability report and...

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