B08_Att_9_Geotech_Report_181207.pdf

DRAFT

REPORT

Geotechnical Report Peaceful Valley Ranch Historic Building Stabilization and Rehabilitation

Submitted to:

Otak, Inc.

11241 Willows Road NE, Suite 200, Redmond, Washington 98052

Submitted by:

Golder Associates Inc.

44 Union Boulevard, Suite 300, Lakewood, Colorado 80228

+1 303 980-0540

1792708-2000-1-R-B

December 7, 2018

December 7, 2018 1792708-2000-1-R-B

DRAFT i

Distribution List

Chad Weiser, Otak, Principal & Vice President

DRAFT ii

Table of Contents

1.0 INTRODUCTION

1.1 General Site Description

2.0 FIELD PROCEDURES AND SOIL SAMPLING

2.1 Drilling and Sampling Methods

2.1.1 BH-3 Relocation

3.0 SUBSURFACE CONDITIONS

4.0 LABORATORY TESTING

5.0 CALCULATIONS

5.1 California Bearing Ratio

5.1.1 CBR Correlation Based on Soil Type

5.1.2 CBR Correlation Based on SPT Blow Counts

5.2 Soil Absorption Rate and Hydraulic Conductivity

5.2.1 Soil Absorption Rate

5.2.2 Hydraulic Conductivity

5.3 Foundation Parameters

5.3.1 Allowable Bearing Pressure

5.3.2 Frost Depth

6.0 RECOMMENDATIONS

7.0 CLOSING

8.0 REFERENCES

TABLES

Table 1: Borehole Locations (approximate)

Table 2: Soil Classifications

Table 3: Laboratory Testing Results

DRAFT iii

FIGURES

Figure 1: General Site Location Map

Figure 2: Vicinity Map

APPENDICES

APPENDIX A

Photo Log

APPENDIX B

Borehole Logs

APPENDIX C

Laboratory Results

APPENDIX D

California Bearing Ratio Correlation

APPENDIX E

Soil Absorption Correlation

DRAFT 1

1.0 INTRODUCTION

Golder Associates Inc. (Golder) has prepared this report to summarize the geotechnical services conducted for the Peaceful Valley Ranch in Theodore Roosevelt National Park located near Medora, North Dakota. Golder’s geotechnical services are intended to support the schematic design (SD) of the proposed parking facilities and septic drain fields for the THRO 228216 Project: A&E Design Services, Pre-Design, and Schematic Design, Convert Historic Peaceful Valley Ranch into Environmental Education Center, as provided in Task Order (TO) No. 140P2018F0021, Contract No. P17PD03120, Otak #32886.A00 dated December 20, 2017. This work has been performed under the master subconsultant agreement (MSA) between Otak, Inc. (Otak) and Golder prepared September 25, 2017. Subsurface investigation fieldwork was completed on September 18, 2018. This report presents the findings from the geotechnical scope of services.

1.1 General Site Description

The Peaceful Valley Ranch is located in the south unit of Theodore Roosevelt National Park. The site lies along the Little Missouri River Valley approximately 7 miles north of the city of Medora, North Dakota, on the Northern side of East River Road (Figure 1). The Little Missouri River valley was eroded through relatively flat lying sedimentary rocks of the Paleocene-aged Bullion Creek and Sentinel Butte Formations (Biek and Gonzalez 2001). The valley is bounded by alluvial and loam deposits of variable age. The Little Missouri River valley is relatively flat, with the Little Missouri River meandering across a wide alluvial plain. The river lies approximately 1,000 feet north of the Peaceful Valley Ranch. The site is at approximate elevation 2,250 feet above mean sea level (amsl). Vegetation at the site consists of grasses, shrubs, and trees. The main gravel parking area gradient is less than 4 percent. Existing ground north of the main parking lot area generally slopes to the north at slope gradients of between approximately 5 to 15 percent.

The climate of Theodore Roosevelt National Park is semi-arid with average annual precipitation of about 15 inches. Average summer highs range between the 70s and 80s (°F). Winters are cold with average lows in the single digits from December through February (HPRCC 2018).

2.0 FIELD PROCEDURES AND SOIL SAMPLING

The purpose of fieldwork was to identify the soil types and evaluate the spatial distribution of subsurface materials. Golder also collected samples for material properties testing related to the design work for the proposed parking lot facilities and septic drain field. Golder compiled and executed a site-specific health and safety environmental plan (HaSEP) for the project work. A photo log from the field work is provided in Appendix A.

2.1 Drilling and Sampling Methods

A Golder field engineer was on site during drilling to log the boreholes. Golder subcontracted Terracon Consultants, Inc. (Terracon) of Bismarck, North Dakota, to drill the geotechnical borings. Terracon facilitated a public utility locate service to mark the locations of underground utilities prior to drilling. Terracon advanced the borings with a truck mounted Diedrich D-90 rig using a hollow stem auger. Golder and Terracon collected representative soil samples for geotechnical laboratory testing. Boring logs are presented in Appendix B.

Golder directed soil sampling at 2.5-foot intervals using standard penetration testing (SPT) with a 2-inch-outer-diameter split-spoon sampler. The SPT consisted of a 140-pound automatic (hydraulic) hammer dropped 30 inches to drive the split-spoons.

DRAFT 2

Golder observed and documented the drilling of four geotechnical borings at the Peaceful Valley Ranch Site.

Borehole locations were not surveyed. Borehole locations were estimated by the Golder field engineer (Table 1) and are presented on Figure 2. Boreholes are summarized as follows:

1) Boring B1 was located north of the barn in the main gravel parking lot

2) Boring B2 was located to the northwest of the Ranch House just south of the asphalt entrance road

3) Boring B3 was located in the northeast corner of the north sloping gravel parking lot, north of the asphalt entrance road

4) Boring B4 was located about 20 to 25 feet north of the electric meter in the grass area northeast of the Bunk House

Table 1: Borehole Locations (approximate)

Hole ID Depth (feet)

Latitude (degrees)

Longitude (degrees)

B1 16.0 46.95877 N 103.50325 W

B2 16.0 46.95881 N 103.50397 W

B3 11.0 46.95912 N 103.50419 W

B4 11.0 46.95915 N 103.50338 W

Borings B1 and B2 were drilled to 16 feet below ground surface (bgs). Borings B3 and B4 were drilled to 11 feet bgs. Borings B1 and B3 were temporarily left open to observe for the presence of groundwater; however, material caved in the boreholes and did not allow for observation of groundwater. No groundwater was encountered during the drilling program. Additionally, Golder was requested to note the presence of expansive soils; however, no expansive soils were encountered during the drilling program. All borings were backfilled with cuttings.

During initial planning for the project, the scope of services document included the review of two existing geotechnical reports. However, once work was initiated, the reports were unable to be located and were not provided to Golder. Therefore, review and summary of existing geotechnical reports is not included herein.

2.1.1 BH-3 Relocation

Upon arrival to the Peaceful Valley Ranch and prior to drilling, Golder and Terracon conducted initial site observations to check for the utility markings and determine the route to each borehole. During site observations, Golder and Terracon noticed a vertical 4-inch PVC pipe to the northwest of the Bunk House. The PVC pipe was flush with the ground and had a broken cap (Appendix A, Photo 3). Golder and Terracon measured the depth of the pipe (2.5 feet). After discussion with the National Park Service representative, the pipe was determined to be likely related to the existing septic system. This pipe extends further west than the anticipated extent of the existing septic system into an area planned to be investigated. Therefore, the location of Boring B3 was modified from the proposed location to avoid potentially encroaching on the existing PVC pipe.

DRAFT 3

3.0 SUBSURFACE CONDITIONS

The understanding of the subsurface conditions for the Peaceful Valley Ranch are based on interpretations from four boreholes. Our understanding of the material properties was based on field observations and the results of laboratory testing, as summarized in Section 4.0. The borehole logs are provided in Appendix A.

No groundwater was encountered during drilling. Typically, groundwater levels may fluctuate throughout the year.

The month of the site investigation (September) generally corresponds to lower groundwater conditions within a given water year. Spring and early summer groundwater may potentially be higher due to increased precipitation and snow melt. Additionally, site water conditions may be influenced by the Little Missouri River, which lies approximately 1,000 feet north and west of the site.

Boreholes were terminated at target depths, rather than due to refusal in bedrock. Therefore, the bedrock surface at boreholes B1 and B2 was greater than 16 feet and at boreholes B3 and B4 was greater than 11 feet.

The subsurface material types can be generally categorized into two stratigraphic layers. The depths of these layers vary based upon the ground surface elevation of each borehole. These layers are summarized in Table 2.

The upper layer consists of fine sands with some fines. The lower layer consists of sands with gravel.

The blow counts show some variability within two layers; however, both layers vary from loose to compact. The cave ins observed in boreholes B1 and B3 are also indicative of looser soils. Since soil logging and laboratory testing show a similar spatial distribution of soil, previous construction activities and building loads may have affected the compactness of the soils in certain areas.

Table 2: Soil Classifications

Layer Approximate Elevation (feet amsl) USCS Classification USDA Classification

Layer 1 2,249 to 2,238 Silty Sand (SM) Sandy Loam/Loamy Sand

Layer 2 2,238 to 2,234 Poorly Graded Sand with Gravel (SP) Sand, fine to medium gravelly

4.0 LABORATORY TESTING

Golder subcontracted Terracon of Bismarck, North Dakota, to perform laboratory tests on soil samples collected during the field program. The laboratory test result reports are included in Appendix C and are summarized in Table 3. The laboratory program is summarized as follows:

Water Content

Moisture content tests were conducted on 5 soil samples

The gravimetric moisture content of the soils varied from 4% to 10% (ratio of mass of water to mass of solid soil particles) with an average of approximately 6.8%

Index Testing (Particle Size Distribution and Plasticity Index)

Index tests were conducted on five different soil samples

DRAFT 4

Table 3: Laboratory Testing Results

Sample Type Borehole

ID

Sample Depth (ft)

USCS USDA

Delivered Moisture

Atterberg Limits Grain Size Distribution

Soil Classification

Liquid Limit

Plastic Limit

Plasticity Index

<3/4”

<#4

<#200

Modified California Sampler

B1 4.5-6 SM Loamy Sand 6 NP NP NP 100 100 27.3

Bag B3 4.5-6 SM Sandy Loam 4 NP NP NP 100 99.8 41.1

Bag B3 9.5-11 SP Sand 6 N/A N/A N/A 96.8 71.2 4.6

Bag B4 4.5-6 SM Sandy Loam 8 21 20 1 100 100 41.5

Bag B4 9.5-11 SP Sand 10 N/A N/A N/A 100 79.5 0.2

5.0 CALCULATIONS

Golder performed calculations to estimate the California Bearing Ratio (CBR) for pavement design and the soil absorption rate and hydraulic conductivity for septic design, as requested by Otak.

5.1 California Bearing Ratio

Golder used two published correlations to estimate the CBR for pavement design. The first is based on soil type and the second is based on standard penetration test (SPT) blow count values. The pavement design will be performed by others. Golder recommends using a CBR value of 6%. The following subsections provide further detail on the correlations and calculations.

5.1.1 CBR Correlation Based on Soil Type

CBR can be estimated using correlations that relate CBR to the soil type classification. The American Concrete Institute (ACI 360R-06) provides a simplified reference document for correlating soil type to estimated CBR values (Appendix D). The uppermost soil layer (Layer 1) is a silty sand (SM) with a relatively high fines content (Table 2 and Table 3). Based on the ACI 360R-06, silty sand (SM) generally correlates to a CBR value between 10% and 40%. Due to the relatively high fines content, the CBR value would be towards the lower end of this range.

5.1.2 CBR Correlation Based on SPT Blow Counts

CBR can be estimated using empirical relations that relate CBR to SPT blow count values. The Transportation and Research Record article “Validation of Correlations Between a Number of Penetration Tests and In Situ California Bearing Ratio Tests” (Livneh 1989) provides an equation for correlating corrected blow counts (N60 values) to estimated CBR values. This empirical equation provided to calculate the CBR is as follows:

log𝐶𝐶𝐶𝐶𝐶𝐶 = −5.13 + 6.55 (log 𝑆𝑆𝑆𝑆𝑆𝑆)−0.26

Where: 𝐶𝐶𝐶𝐶𝐶𝐶 = California Bearing Ratio (%) 𝑆𝑆𝑆𝑆𝑆𝑆 = 300/𝑁𝑁60 = relationship between the depth of penetration in millimeters (300mm) and the number of blows required for such penetration

The proposed pavement design is located near boring B1 and B2. Therefore, corrected N60 values from borings B1 and B2 were used for the correlations. The pavement design is dependent on the near surface soil characteristics. Therefore, the corrected N60 values for the uppermost silty sand (SM) soil layer were used for

DRAFT 5

correlations. Corrected N60 values from 0.0 to 1.5 feet were ignored due to possibility that previous construction activities and building loads may have affected the compactness. The average CBR value for this method is 6% with a range from 4% to 11%.

5.2 Soil Absorption Rate and Hydraulic Conductivity

Golder used published correlations to estimate the soil absorption rates and hydraulic conductivities for septic design. Septic design will be performed by others.

5.2.1 Soil Absorption Rate

The soil absorption rates were estimated based on correlations included in the U.S. Environmental Protection Agency’s (EPA) Design Manual – Onsite Wastewater Treatment and Disposal Systems (Clements et al. 1980).

The EPA soil absorption rate table is based on USDA soil classification, as included in Appendix E. The proposed septic design is located near borings B3 and B4. Therefore, soil classification from borings B3 and B4 were used for the correlations. Golder recommends approximate soil absorption percolation values of 45 minutes per inch (min/in) for the sandy loam material (Layer 1, Table 2) and 10 min/in for the underlying sand material (Layer 2, Table 2).

5.2.2 Hydraulic Conductivity

The hydraulic conductivity values were estimated based on the Hazen equation (Hazen 1930). This correlation uses the following equation to calculate the hydraulic conductivity:

𝑘𝑘 = 𝑐𝑐𝐷𝐷102

Where: 𝑘𝑘 = hydraulic conductivity (cm/sec) 𝑐𝑐 = constant = 1.4 𝐷𝐷10 = the effective particle size (mm)

Golder recommends approximate hydraulic conductivity values of 𝟓𝟓.𝟎𝟎 × 𝟏𝟏𝟎𝟎−𝟓𝟓 cm/s for the sandy loam material (Layer 1, Table 2) and 𝟑𝟑.𝟑𝟑 × 𝟏𝟏𝟎𝟎−𝟐𝟐 cm/s for the underlying sand material (Layer 2, Table 2). These values are consistent with the hydraulic conductivity value ranges provided in the EPA Design table (Clements et al. 1980) included in Appendix D.

5.3 Foundation Parameters

Golder followed the National Highway Institute’s established procedure for calculating allowable bearing pressure for shallow spread footing design (NHI-06-089, Naresh and Edward 2006). Golder consulted published maps to determine average and extreme frost depth in southwestern North Dakota. The foundation design will be performed by others.

5.3.1 Allowable Bearing Pressure

Following NHI-06-089 (Naresh and Edward 2006) Golder used the Vesić effective stress analysis method for calculating the allowable bearing pressure. Golder relied on a series of assumptions to execute this calculation and the results and recommendations provided herein must be interpreted within the context of these assumptions. Significant assumptions include:

The foundation will be either a continuous, horizontal strip or a horizontal square spread footing

The footing will rest on a horizontal surface

DRAFT 6

The footing will be concentrically loaded

The water table is relatively deep

Additionally, Golder used assumed values for footing embedment depth (3 feet), footing width (1.5 feet for a continuous strip footing and 2 feet for a square footing), and vertical loads that will be placed on the footings.

Golder used a factor of safety of 3 for the calculation. The allowable bearing pressure was calculated using the following equations:

𝑞𝑞𝑎𝑎 = 𝑞𝑞𝑢𝑢

𝐹𝐹𝑆𝑆

𝑞𝑞𝑎𝑎 = Allowable Bearing Pressure 𝑞𝑞𝑢𝑢 = Ultimate Bearing Pressure

𝐹𝐹𝑆𝑆 = 𝐹𝐹𝐹𝐹𝑐𝑐𝐹𝐹𝐹𝐹𝐹𝐹 𝐹𝐹𝑜𝑜 𝑆𝑆𝐹𝐹𝑜𝑜𝑆𝑆𝐹𝐹𝑦𝑦

Effective Stress Analysis (cohesionless): 𝑞𝑞𝑢𝑢 = +𝜎𝜎𝑧𝑧𝑧𝑧′ 𝑁𝑁𝑞𝑞𝑠𝑠𝑞𝑞𝑑𝑑𝑞𝑞 + 0.5𝛾𝛾′𝐶𝐶𝑁𝑁𝛾𝛾𝑠𝑠𝛾𝛾𝑑𝑑𝛾𝛾 𝜎𝜎𝑧𝑧𝑧𝑧′ = Effective Stress at Depth 𝐷𝐷𝑓𝑓

𝐷𝐷𝑓𝑓 = Embedment Depth

𝑁𝑁𝑞𝑞 = 𝑆𝑆𝜋𝜋 tan𝜑𝜑′ tan2 �45 + 𝜑𝜑′ 𝜑𝜑′ = Friction Angle 𝑠𝑠𝑞𝑞 = 1 +

𝐶𝐶

𝐿𝐿

tan𝜑𝜑′

𝐶𝐶 = Base width of Footing

𝐿𝐿 = Length of Footing 𝑑𝑑𝑞𝑞 = 1 + 2𝑘𝑘 tan𝜑𝜑′ (1 − sin𝜑𝜑′)2 𝑘𝑘 = tan−1( 𝑧𝑧𝑓𝑓

𝐵𝐵

) in radians 𝛾𝛾′ = Unit Weight of Soil

𝑁𝑁𝛾𝛾 = 2�𝑁𝑁𝑞𝑞 + 1� tan𝜑𝜑′ 𝑠𝑠𝛾𝛾 = 1 − 0.4 𝐵𝐵

𝐿𝐿

𝑑𝑑𝛾𝛾 = 1

Calculation Results

Continuous strip footing with embedment depth 3 ft and base width 1.5 ft

Golder recommends an approximate allowable bearing pressure value of 2.5 ksf for a continuous strip footing.

DRAFT 7

Total settlement for the continuous footing under an assumed load of 4 kips per foot is expected to be less than 1 inch. Differential settlement under the same conditions is expected to be less than 0.5 inches.

Square footing with embedment depth 3 ft and base width 2 ft

Golder recommends an approximate allowable bearing pressure value of 4.0 ksf for a square footing.

Total settlement for the square footing under an assumed load of 16 kips is expected to be less than 1 inch. Differential settlement under the same conditions is expected to be less than 0.5 inches.

As discussed in Section 5.3.2 below, constructing the foundation at a depth of 3 feet would place it within the active zone of frost depth, requiring a frost-protected construction method. Alternatively, Otak could choose to construct the foundation below the frost depth.

5.3.2 Frost Depth

In southwestern North Dakota, the average frost depth is approximately 55 inches (Bowles 1968 and Davis 2001) and the extreme frost depth is approximately 75 inches (Floyd 1978).

Further considerations should be made when designing foundations with potential to be affected by frost penetration. The 2015 International Building Code (ICC 2015) provides the following:

1809.5 Frost Protection.

Except where otherwise protected from frost, foundations and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods:

1) Extending below the frost line of the locality.

2) Construction in accordance with ASCE 32

3) Erecting on solid rock

Exception: Free standing buildings meeting all of the following conditions shall not be required to be protected:

1) Assigned to Risk Category I.

2) Area of 600 square feet (56 m2) or less for light-frame construction or 400 square feet (37 m2) or less for other than light-frame construction

3) Eave height of 10 feet (3048 mm) or less.

Shallow foundations shall not bear on frozen soil unless such frozen condition is of permanent character.

Since the Bunkhouse is not a Risk Category I structure (i.e., it represents a substantial hazard to human life in the event of a failure), Golder recommends following the frost protection guidelines from the International Building Code, performing construction in accordance with ASCE 32 – 01, Design and Construction of Frost-Protected Shallow Foundations (ASCE 2001), or placing the foundation below the frost depth.

DRAFT 8

6.0 RECOMMENDATIONS

Recommendations included in this report are limited to the extent of the geotechnical investigation program executed and the assumptions described throughout. If observations from actual site conditions differ from what is presented herein, Golder should be notified so that updated recommendations may be considered. As requested, Golder has provided the following parameters:

California Bearing Ratio of 6% for the subgrade in the parking lot area

Soil absorption percolation values:

45 min/in for the sandy loam at depth of 0.4 to 7.5 ft in the area for the proposed septic system

10 min/in for the sand at depth of 7.5 to 11.0 ft in the area for the proposed septic system

Soil hydraulic conductivity values:

5.0 × 10−5 cm/s for the sandy loam at depth of 0.4 to 7.5 ft in the area for the proposed septic system

3.3 × 10−2 cm/s for the sand at depth of 7.5 to 11.0 ft in the area for the proposed septic system

Allowable bearing pressure values:

2.5 ksf for a continuous strip footing with embedment depth 3 ft and base width 1.5 ft

4.0 ksf for a square footing with embedment depth 3 ft and base width 2 ft

In southwestern North Dakota, the average frost depth is approximately 55 inches and the extreme frost depth is approximately 75 inches. Therefore, the foundation will either need to be constructed using a frost-protected method (ASCE 32 – 01) or be constructed below the frost depth.

No water table was encountered during drilling and mottling was not observed

No bedrock surface was encountered during drilling (maximum hole depth 16 ft)

Golder did not provide engineering analyses or design for the proposed improvements at the Peaceful Valley Ranch, as it was not a part of this scope of work.

7.0 CLOSING

We trust that the contents of this document, including all appendices, meet Otak’s needs at this time. We sincerely appreciate the opportunity to support Otak and the National Park Service and we look forward to further collaboration. Please contact the undersigned should you have any comments or questions on the information presented in this report.

DRAFT 9

Signature Page

Golder Associates Inc.

DRAFT DRAFT

Kevin Grasse Craig Schuettpelz, ND PE Engineer Senior Project Engineer

DRAFT DRAFT

Jean Kugel Jim Kleppe Senior Project Engineer Principal and Program Leader

KG/CS/JK/JK/rjg

Golder and the G logo are trademarks of Golder Associates Corporation

1792708-2000-1-R-B THRO_PeacefulValleyRanchGeotech 07DEC18.docx

DRAFT 10

8.0 REFERENCES

American Concrete Institute (ACI). 2006. Design of Slabs-on-Ground. 360R-06.

American Society of Civil Engineers (ASCE). 2001. Design and Construction of Frost-Protected Shallow Foundations.

Biek, R.F., and M.A. Gonzalez. 2001. The Geology of Theodore Roosevelt National Park: Billings and McKenzie Counties, North Dakota. North Dakota Geological Survey.

Bowles, Joseph. 1982. Foundation Analysis and Design. The McGraw-Hill Companies, Inc.

Clements, E.V., R.J. Otis, et al. 1980. Design Manual: Onsite Wastewater Treatment and Disposal Systems.

United States Environmental Protection Agency.

Davis, Neil. 2001. Permafrost: A Guide to Frozen Ground in Transition. University of Alaska Press. Accessed December 4, 2018. Website: https://nsidc.org/cryosphere/frozenground/whereis_fg.html

Floyd, R.P. 1978. Geodetic Bench Marks. NOAA Manual NOS NGS 1.

Hazen, A. 1930. Water Supply in American Civil Engineers Handbook, Wiley, New York.

High Plains Regional Climate Center (HPRCC). 2018. County Level Data for the period 1981 to 2010. Billings, North Dakota. Accessed October 15, 2018. Website: https://hprcc.unl.edu/datasets.php?set=CountyData#.

International Code Council (ICC). 2015. International Building Code (IBC).

Livneh, M. 1989. Validation of Correlations Between a Number of Penetration Tests and In Situ California Bearing Ratio Tests. Transportation Research Record 1219.

Samtani, Naresh and Nowatzki, Edward. 2006. Soils and Foundations Reference Manual – Volume II. FHWA- NHI-06-089. National Highway Institute. US Department of Transportation. Federal Highway Administration.

Figures

CLIENT

OTAK, INC.

11241 WILLOWS ROAD NE, SUITE 200

REDMOND, WASHINGTON 98052

PROJECT

GEOTECHNICAL REPORT

THRO PEACEFUL VALLEY RANCH

HISTORIC BUILDING STABILIZATION AND REHABILITATION

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CLIENT

OTAK, INC.

11241 WILLOWS ROAD NE, SUITE 200

REDMOND, WASHINGTON 98052

PROJECT

GEOTECHNICAL REPORT

THRO PEACEFUL VALLEY RANCH

HISTORIC BUILDING STABILIZATION AND REHABILITATION

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1. PLANNED LOCATION OF BOREHOLE B3 WAS CHANGED PRIOR TO DRI LLING DUE TO

DISCOVERY OF A VERTICAL 4 -INCH PVC PIPE FOUND IN THE PLANNED LOCATION.

1. BASEMAP: WORL D IMAGERY. SOURCES: ESRI, D IGITALGLOBE, GEOEYE, EARTHSTAR

GEOGRAPHICS, CNES/AIRBUS DS, USDA, USGS, AEROGRID , IGN

2. BASEMAP: BING MAPS HYBRID. SOURCES: M ICROSOFT CORPORATION, ESRI.

NOTE

REFERENCES

1792708 002

2018-10-1 7

KG

KG

JK

JK

CONSULTANT

PROJECT NO. FIGURE

YYYY-M M-DD

DESIGNED

PREPARED

REVIEWED

APPROVED

BUNK HOUSE

RANCH HOUSE

BARN

B1 B2

B3 B4

EXISTING PVC

LEGEND

' BOREHOLES

#* EXISTING PVC

KEY MAP

0 100 20050 Feet

MAP EXTENT

APPENDIX A

Photo Log

October 2018 1792708

Peaceful Valley Ranch Historic Building Stabilization and Rehabilitation

1/2

PHOTO 1

Borehole B1 after completion

PHOTO 2

Drilling borehole B2

PHOTO 3

Existing 3-inch PVC Pipe encountered; relocated

BH-3

October 2018 1792708

Peaceful Valley Ranch Historic Building Stabilization and Rehabilitation

2/2

PHOTO 4

Preparing to drill borehole B3

PHOTO 5

North side of bunk house

PHOTO 6

Drilling borehole B4

APPENDIX B

Borehole Logs

0 - 1.5

2 - 3.5

4.5 - 6

7 - 8.5

9.5 - 11

12 - 13.5

14.5 - 16

9-9-6 (15)

2-3-2 (5)

6-6-6 (12)

1-1-2 (3)

2-3-3 (6)

5-7-7 (14)

7-7-7 (14)

SS

SS

MC

SS

SS

SS

SS

13/18

12/18

/18

12/18

14/18

12/18

13/18

SM

SP

Surface Conditions: Gravel parking lot, flat, about 10 feet north of Barn

Laboratory testing conducted on sample B1 4.5-6 ft

Left open to check for groundwater, approx. 5 ft of cave in and no groundwater encountered

0.0 - 0.4 ft FILL/GRAVEL

0.4 - 12.0 ft (SM) SILTY SAND, fine sand, poorly graded, non-plastic fines;

dark brown, homogeneous;

non-cohesive, loose to compact, moist

4.5 ft Color changes to grayish brown

12.0 - 16.0 ft (SP) POORLY GRADED SAND with GRAVEL, coarse to fine sand, fine gravel; brown w/ reds;

non-cohesive, compact, moist

Bottom of borehole at 16.0 feet.

Loamy sand, very fine to fine sands, fine to coarse silts

Sand, fine to medium gravelly, fine to very coarse sand

DRILLING METHOD 3" Hollow Stem Auger

DRILLING CONTRACTOR Terracon Consultants, Inc.

DATE STARTED 9/18/18 COMPLETED 9/18/18 CHECKED BY Jean KugelLOGGED BY Kevin Grasse

GROUNDWATER DEPTHGROUNDWATER DEPTH N/A, Not Encountered

APPROX. LOCATION N = 46.95877 ; W = 103.50325

D E

P T

H (f t)

S A

M P

LE

/S

P T

D E

P T

H

F T

S P

T B

LO

W

C O

U N

T S

(N V

A

LU

E

S A

M P

LE

R

LEGEND

SS - SPLIT SPOON

CS - MODIFIED CALIFORNIA SAMPLE

SPT - STANDARD PENETRATION TEST

LEGEND

USCS Silty Sand (SM) USCS Poorly Graded Sand (SP)TopsoilFill/Gravel

*Uncorrect, field N-Values provided are not corrected for sampler diameters

R E

C

A T

T (in

U S

C S

C

LA

S S

IF

IC

A T

IO

N

G R

A P

H

IC

LO

G FIELD NOTES

AND

COMMENTS

LITHOLOGY DESCRIPTION

U S

D A

T E

X T

U R

A L

S O

IL

C

LA

S

S

IF

IC

A

T

IO

N

BORING NUMBER B1

CLIENT Otak, Inc.

PROJECT NUMBER 1792708

PROJECT NAME THRO Peaceful Valley Ranch

PROJECT LOCATION Medora, ND

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

0/

/1

:1

C :\U

S E

R S

\P U

B

LI

C \D

O C

U M

E N

T S

\B E

N T

LE

Y

\G

IN

T \P

R O

JE

C

T S

\G

IN

T S

T D

U S

L A

B .G

P J

Golder Associates 44 Union Blvd #404 Lakewood, CO 80206

4.5 - 6

7 - 8.5

9.5 - 11

12 - 13.5

14.5 - 16

3-6-7 (13)

2-1-2 (3)

3-5-7 (12)

4-5-6 (11)

1-2-2 (4)

3-2-3 (5)

3-3-4 (7)

SS

SS

SS

SS

SS

SS

SS

13/18

12/18

12/18

14/18

12/18

10/18

10/18

SM

SP

Surface Conditions: Grassy flat surface about 10 ft northwest of Ranch House and 5 ft south of asphalt

No groundwater encountered

0.0 - 0.4 ft TOPSOIL/ORGANICS

0.4 - 12.0 ft (SM) SILTY SAND, fine sand, poorly graded, low plasticity fines; dark brown, homogenous;

non-cohesive, loose to compact, moist

4.5 ft Plasticity of fines changes to non-plastic

12.0 - 16.0 ft (SP) POORLY GRADED SAND with GRAVEL, coarse to fine sand, fine gravel; brown w/ reds;

non-cohesive, loose, moist

Bottom of borehole at 16.0 feet.

Loamy sand, very fine to fine sands, fine to coarse silts

Sand, fine to medium gravelly, fine to very coarse sand

DRILLING METHOD 3" Hollow Stem Auger

DRILLING CONTRACTOR Terracon Consultants, Inc.

DATE STARTED 9/18/18 COMPLETED 9/18/18 CHECKED BY Jean KugelLOGGED BY Kevin Grasse

GROUNDWATER DEPTHGROUNDWATER DEPTH N/A, Not Encountered

APPROX. LOCATION N = 46.95881 ; W = 103.50397

D E

P T

H (f t)

S A

M P

LE

/S

P T

D E

P T

H

F T

S P

T B

LO

W

C O

U N

T S

(N V

A

LU

E

S A

M P

LE

R

LEGEND

SS - SPLIT SPOON

CS - MODIFIED CALIFORNIA SAMPLE

SPT - STANDARD PENETRATION TEST

LEGEND

USCS Silty Sand (SM) USCS Poorly Graded Sand (SP)TopsoilFill/Gravel

*Uncorrect, field N-Values provided are not corrected for sampler diameters

R E

C

A T

T (in

U S

C S

C

LA

S S

IF

IC

A T

IO

N

G R

A P

H

IC

LO

G FIELD NOTES

AND

COMMENTS

LITHOLOGY DESCRIPTION

U S

D A

T E

X T

U R

A L

S O

IL

C

LA

S

S

IF

IC

A

T

IO

N

BORING NUMBER B2

CLIENT Otak, Inc.

PROJECT NUMBER 1792708

PROJECT NAME THRO Peaceful Valley Ranch

PROJECT LOCATION Medora, ND

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

0/

/1

:2

C :\U

S E

R S

\P U

B

LI

C \D

O C

U M

E N

T S

\B E

N T

LE

Y

\G

IN

T \P

R O

JE

C

T S

\G

IN

T S

T D

U S

L A

B .G

P J

Golder Associates

4.5 - 6

7 - 8.5

9.5 - 11

4-6-6 (12)

2-2-3 (5)

2-3-3 (6)

3-5-4 (9)

4-7-6 (13)

SS

SS

SS

SS

SS

10/18

12/18

13/18

14/18

13/18

SM

SP

Surface Conditions: Northeast in gravel parking lot, flat to slightly sloping north

Laboratory testing conducted on sample B3 4.5-6 ft

Laboratory testing conducted on sample B3 9.5-11 ft;

Left open to check for groundwater, approx. 5 ft of cave in and no groundwater encountered

0.0 - 0.4 ft FILL/GRAVEL

0.4 - 9.5 ft (SM) SILTY SAND, fine sand, poorly graded, non-plastic fines;

dark brown, homogenous;

non-cohesive, loose to compact, moist

9.5 - 11.0 ft (SP) POORLY GRADED SAND with GRAVEL, coarse to fine sand, fine gravel; brown w/ reds;

non-cohesive, compact, moist

Bottom of borehole at 11.0 feet.

Sandy loam, very fine to fine sands, fine to coarse silts

Sand, fine to medium gravelly, fine to very coarse sand

DRILLING METHOD 3" Hollow Stem Auger

DRILLING CONTRACTOR Terracon Consultants, Inc.

DATE STARTED 9/18/18 COMPLETED 9/18/18 CHECKED BY Jean KugelLOGGED BY Kevin Grasse

GROUNDWATER DEPTHGROUNDWATER DEPTH N/A, Not Encountered

APPROX. LOCATION N = 46.95912 ; W = 103.50419

D E

P T

H (f t)

S A

M P

LE

/S

P T

D E

P T

H

F T

S P

T B

LO

W

C O

U N

T S

(N V

A

LU

E

S A

M P

LE

R

LEGEND

SS - SPLIT SPOON

CS - MODIFIED CALIFORNIA SAMPLE

SPT - STANDARD PENETRATION TEST

LEGEND

USCS Silty Sand (SM) USCS Poorly Graded Sand (SP)TopsoilFill/Gravel

*Uncorrect, field N-Values provided are not corrected for sampler diameters

R E

C

A T

T (in

U S

C S

C

LA

S S

IF

IC

A T

IO

N

G R

A P

H

IC

LO

G FIELD NOTES

AND

COMMENTS

LITHOLOGY DESCRIPTION

U S

D A

T E

X T

U R

A L

S O

IL

C

LA

S

S

IF

IC

A

T

IO

N

BORING NUMBER B3

CLIENT Otak, Inc.

PROJECT NUMBER 1792708

PROJECT NAME THRO Peaceful Valley Ranch

PROJECT LOCATION Medora, ND

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

0/

/1

:3

C :\U

S E

R S

\P U

B

LI

C \D

O C

U M

E N

T S

\B E

N T

LE

Y

\G

IN

T \P

R O

JE

C

T S

\G

IN

T S

T D

U S

L A

B .G

P J

Golder Associates

4.5 - 6

7 - 8.5

9.5 - 11

3-2-3 (5)

2-3-4 (7)

2-4-6 (10)

2-4-5 (9)

3-2-3 (5)

SS

SS

SS

SS

SS

10/18

12/18

14/18

14/18

14/18

SM

SP

Surface Conditions: About 15 ft north of electrical box on moderately sloping grassy land

Laboratory testing conducted on sample B4 4.5-6 ft

Laboratory testing conducted on sample B4 9.5-11 ft;

No groundwater encountered

0.0 - 0.4 ft TOPSOIL/ORGANICS

0.4 - 7.5 ft (SM) SILTY SAND, fine sand, poorly graded, slightly to medium plastic fines; dark brown, homogenous; non-cohesive, loose to compact, moist

7.5 - 11 ft (SP) POORLY GRADED SAND with GRAVEL, coarse to fine sand, fine gravel; brown w/ reds;

non-cohesive, loose to compact, moist

Bottom of borehole at 11.0 feet.

Sandy Loam, very fine to fine sands, fine to coarse silts

Sand, fine to medium gravelly, fine to very coarse sand

DRILLING METHOD 3" Hollow Stem Auger

DRILLING CONTRACTOR Terracon Consultants, Inc.

DATE STARTED 9/18/18 COMPLETED 9/18/18 CHECKED BY Jean KugelLOGGED BY Kevin Grasse

GROUNDWATER DEPTHGROUNDWATER DEPTH N/A, Not Encountered

APPROX. LOCATION N = 46.95915 ; W = 103.50338

D E

P T

H (f t)

S A

M P

LE

/S

P T

D E

P T

H

F T

S P

T B

LO

W

C O

U N

T S

(N V

A

LU

E

S A

M P

LE

R

LEGEND

SS - SPLIT SPOON

CS - MODIFIED CALIFORNIA SAMPLE

SPT - STANDARD PENETRATION TEST

LEGEND

USCS Silty Sand (SM) USCS Poorly Graded Sand (SP)TopsoilFill/Gravel

*Uncorrect, field N-Values provided are not corrected for sampler diameters

R E

C

A T

T (in

U S

C S

C

LA

S S

IF

IC

A T

IO

N

G R

A P

H

IC

LO

G FIELD NOTES

AND

COMMENTS

LITHOLOGY DESCRIPTION

U S

D A

T E

X T

U R

A L

S O

IL

C

LA

S

S

IF

IC

A

T

IO

N

BORING NUMBER B4

CLIENT Otak, Inc.

PROJECT NUMBER 1792708

PROJECT NAME THRO Peaceful Valley Ranch

PROJECT LOCATION Medora, ND

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

0/

/1

:4

C :\U

S E

R S

\P U

B

LI

C \D

O C

U M

E N

T S

\B E

N T

LE

Y

\G

IN

T \P

R O

JE

C

T S

\G

IN

T S

T D

U S

L A

B .G

P J

Golder Associates

APPENDIX C

Laboratory Results

B-1 4.5 - 6 6 NP NP NP 0.0 72.7 27.3

B-3 4.5 - 6 4 NP NP NP 0.2 58.7 41.1

B-3 9.5 - 11 6 28.8 66.6 4.6

B-4 4.5 - 6 8 21 20 1 0.0 58.5 41.5

B-4 9.5 - 11 10 20.5 79.4 0.2

Sheet 1 of 1

Summary of Laboratory Results

PROJECT NUMBER: M2185053

SITE: Peaceful Valley Ranch Medora, ND

PROJECT: Peaceful Valley Ranch Drilling

CLIENT: Golder Associates, Inc.

Lakewood, CO

1805 Hancock Dr, PO Box 2084 Bismarck, ND

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R T

S M

A R

T L

A B

S U

M M

A R

Y -P

O R

T R

A

IT

M

P

E A

C E

F U

L V

A

LL

E Y

R .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

0/

/1

BORING

ID Depth (Ft.) Liquid Limit

Plastic Limit

Plasticity Index % Gravel % Sand % FinesWater

Content (%)

0 20 40 60 80 100

CH

o r

OH

CL

o r

O L

ML or OL

MH or OH

"U " L ine

"A " L ine

ATTERBERG LIMITS RESULTS

ASTM D4318

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

PROJECT NUMBER: M2185053

SITE: Peaceful Valley Ranch Medora, ND

PROJECT: Peaceful Valley Ranch Drilling

CLIENT: Golder Associates, Inc.

Lakewood, CO

1805 Hancock Dr, PO Box 2084 Bismarck, ND

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R

A

T E

R B

E R

G L

IM

IT

S M

P

E A

C E

F U

L V

A

LL

E Y

R .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

0/

2/

NP

NP

NP

NP

NP

NP

SM

SM

SM

SILTY SAND

SILTY SAND

SILTY SAND

DescriptionUSCSFinesPIPLLLBoring ID Depth

B-1

B-3

B-4

4.5 - 6

4.5 - 6

4.5 - 6

CL-ML

0.0010.010.1110100

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

PROJECT NUMBER: M2185053

SITE: Peaceful Valley Ranch Medora, ND

PROJECT: Peaceful Valley Ranch Drilling

CLIENT: Golder Associates, Inc.

Lakewood, CO

1805 Hancock Dr, PO Box 2084 Bismarck, ND

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R

G R

A

IN

S

IZ

E : U

S C

S

M

P E

A C

E F

U L

V A

LL

E

Y R

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/ fine coarse finemediumcoarse

POORLY GRADED SAND with GRAVEL (SP)

POORLY GRADED SAND with GRAVEL (SP)

D10

% Finer

COEFFICIENTS

REMARKS

0.89 0.86

CU

CC

Sieve

100.0 90.18 88.62 79.54 61.44 46.48 20.57 10.89 4.34 0.15

3/4" 1/2" 3/8" #4 #10 #16 #40 #60 #100 #200

100.0 96.83 88.97 84.22 71.18 57.25 46.56 22.85 16.59 9.24 4.58

D60

D30

0.158 0.233

0.0

0.0

SILT OR CLAY

SANDGRAVEL

COBBLES

0.578 0.616

GRAIN SIZE

2.373 1.901

B-3

B-4

15.00 8.15

SP

SP

4.6

0.2

66.6

79.4

28.8

20.5

SOIL DESCRIPTION

9.5 - 11

9.5 - 11

1" 3/4" 1/2" 3/8" #4 #10 #16 #40 #60 #100 #200

BORING ID DEPTH % GRAVEL % CLAY USCS% COBBLES % SAND % FINES% SILT

% FinerSieve% FinerSieve

0.0010.010.1110100

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

PROJECT NUMBER: M2185053

SITE: Peaceful Valley Ranch Medora, ND

PROJECT: Peaceful Valley Ranch Drilling

CLIENT: Golder Associates, Inc.

Lakewood, CO

1805 Hancock Dr, PO Box 2084 Bismarck, ND

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R

G R

A

IN

S

IZ

E : U

S C

S

M

P E

A C

E F

U L

V A

LL

E

Y R

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/ fine coarse finemediumcoarse

SILTY SAND (SM)

SILTY SAND (SM)

SILTY SAND (SM)D10

% Finer

COEFFICIENTS

REMARKS

2.97 1.96

CU

CC

Sieve

#4 #10 #16 #40 #60 #100 #200

100.0 99.88 99.82 98.74 86.56 56.79 41.53

100.0 99.82 99.55 99.29 98.67 97.24 71.15 41.1

3/8" #4 #10 #16 #40 #60 #100 #200

100.0 99.98 99.85 96.83 66.84 27.29

D60

D30

0.016 0.011

6.9

7.6

16.5

0.0

0.0

0.0

SILT OR CLAY

SANDGRAVEL

COBBLES

0.079 0.05 0.028

GRAIN SIZE

0.133 0.116 0.158

B-1

B-3

B-4

8.49 10.37

SM

SM

SM

20.4

33.5

25.1

72.7

58.7

58.5

0.0

0.2

0.0

SOIL DESCRIPTION

4.5 - 6

4.5 - 6

4.5 - 6

#10 #16 #40 #60 #100 #200

BORING ID DEPTH % GRAVEL % CLAY USCS% COBBLES % SAND % FINES% SILT

% FinerSieve% FinerSieve

APPENDIX D

California Bearing Ratio Correlation

APPENDIX E

Soil Absorption Correlation

3.3.3.10 Hydraulic Conductivity

Several methods of measuring the hydraul i c conductivity of soi ls have been developed (1)(11). The most commonly used test i s the percolation test. When r u n properly, the test can give an approximate measure of the soi l ' s saturated hydraulic conductivity. However, the percolation of wastewater through soil bel ow soil disposal systems usual l y occurs th rough unsaturated so i l s . Therefore, empirical factors must be used to estimate unsaturated conductivities. The unsaturated hydraulic conduc-tivi ties can vary dramatically from the saturated hydraulic conductivity w i t h changes i n soi l character is t ics and moisture content (see Appendix

The percolation test i s often c r i t i c i z ed because of i t s var iab i l i ty and fa i lu re t o measure the hydraulic conductivity accurately. Percolation tests conducted in the same soils can vary by 90% or more (1)(11)(12) (13)(14). Reasons for the large variability are attributed to the pro-cedure used, the soil moisture conditions at the time of the test, and the individual performing the test. Despite these shortcomings, the percolation test can be useful i f used together w i t h the soil borings data. The test can be used to rank the re la t ive hydraulic conductivity o f the soil. Estimated percolation ra tes for various soil textures a r e given i n Table 3-7.

TABLE 3-7

CHARACTERISTICS OF SOIL (15)ESTIMATED HYDRAULIC

Soil Texture

Sand >6.0 <10

Sandy loams Porous si1t loams Si 1ty clay 1oams

Clays, compact Si1t loams Si1ty clay 1oams li t yPermeabi

in. / h r

0.2-6.0

<0.2

Percol ation min/in.

10-45

>45 golder.com