Atch_6_Geotechnical_Investigation_Report__Juniper_Campground_Water_Tank.pdf

December 7, 2023

National Park Service Attn: Philip McCall E-mail: Philip_McCall@nps.gov

RE: Geotechnical Investigation Report Theodore Roosevelt National Park, Juniper Campground Water Tank McKenzie County, North Dakota

IMEG# 22005370.04

Dear Philip, Per your request, IMEG has conducted a subsurface soils investigation for the above referenced property located in the Northeast Quarter of Section 31, Township 148 North, Range 99 West in McKenzie County, North Dakota. The scope of services was to conduct a subsurface soils investigation and provide a soils investigation report. The report documents the subsurface conditions, soil properties, and provides foundation design and general earthwork recommendations.

Proposed Construction

It is our understanding that a 20,000 gallon above ground potable water tank is proposed for construction.

Detailed plans regarding this structure were not provided to this office prior to the completion of this report.

It was assumed that the proposed structure will be constructed with a slab on grade foundation.

In determining the allowable bearing capacity and settlement estimates, it has been assumed that the foundation footings will not be subjected to unusual loading conditions such as eccentric loads. A footing is eccentrically loaded if the load transferred to the footing is not directed through the center of the footing.

This creates a bending moment in the footing and results in a non-uniform load transfer to the underlying soil. If any of the foundation footings will be eccentrically loaded, please contact this office so we can appropriately revise our allowable bearing capacity and settlement estimates.

Site Description

The project site is located in the North Unit of Theodore Rosevelt National Park, approximately 0.5 miles north-northwest of the Juniper Campground. The slope across the desired building site was found to be 7 percent downgradient to the east-northeast. The desired building site is vegetated primarily with native grasses, and sagebrush. No other significant geological or topographic features were observed. It should

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 2 of 11 be noted the subject property was covered in snow on the day of the site visit, limiting observations of the grounds surface.

Subsurface Soil and Conditions

On October 30th and October 31st of 2023, a member of the staff of IMEG visited the site to conduct a subsurface soils investigation. The subsurface soils investigation consisted of drilling four soil borings. The exploratory borings were completed with a Mobile B-57 Drill Rig equipped with a hollow stem auger provided by Terracon Consultants, Inc. The boring locations were chosen based on site topography, accessibility, and the desired building location. The samples obtained from the soil borings were logged and visually classified according to ASTM D 2488, which utilizes the nomenclature of the Unified Soil Classification System (USCS). In addition, drilling reactions were observed to further aid in assessing the subsurface soils.

Standard Penetration tests were performed at 2.5-to-5-foot intervals in accordance with ASTM D 1586.

The standard penetration test involves driving a standard 2-inch (outside diameter) split-barrel sampler a total distance of 1.5 feet below the tip of the hollow stem auger utilizing a 140-pound hammer that is dropped a distance of 30 inches onto the sampler (each drop is considered 1 blow). The number of blows required to drive the sampler the last foot of penetration is recorded as an index of the soils strength. In the event that the sampler could not be driven 6 inches with 50 blows, the distance the sampler was driven with 50 blows was recorded. When this situation occurs in the first 6 inches of drive, it was noted as having occurred during the "set". Any evidence of seepage or other groundwater conditions were also noted. The locations of the borings are shown on the included Boring Location Map.

The following paragraphs briefly summarize the subsurface soils and conditions observed in the exploratory borings drilled for the field investigation. The soil horizons are described as they were encountered in the borings, starting with the horizon nearest the surface and proceeding with each additional horizon encountered with depth. Please refer to the attached boring logs for more detailed information.

The first soil horizon encountered in each exploratory boring was a Silty Sand with Gravel (SM). This material was brown in color, moist, and loose to medium dense in consistency. The material was encountered to depths varying from 0.5 feet bgs to 4.0 feet below grounds surface (bgs).

The second soil horizon encountered in each exploratory boring was a High Plasticity Fat Clay (CH). This material varied in color from gray and reddish brown to brown, was moist, and medium stiff to very stiff in consistency. This material was encountered to depths varying from approximately 16.5 feet bgs to 25.0 feet bgs. Atterberg limits testing on this material indicated that it has a liquid limit ranging from 76 to 97 and a plasticity index ranging from 57 to 87. Soils with a liquid limit greater than 50 and a plasticity index greater than 25 are considered to have a high potential for expansion with increasing moisture content.

The liquid limit and plasticity index indicate that this material is highly expansive and not suitable for foundation support.

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 3 of 11

The third soil horizon encountered in each exploratory boring was a Silty Sand (SM). This material was grayish brown to brown in color, moist, and medium dense to dense in consistency. The material was encountered to the end of each boring at depths varying from 31.5 feet bgs to 41.5 feet bgs.

Due to the presence of expansive clay soils, it is recommended that a deep foundation such as helical piers that extend below the expansive clay soil be utilized.

Helical Piers consist of a steel shaft with helices that resemble large screws. They are screwed into the ground typically utilizing at attachment to a large excavator. The torque required to install the helical pier is correlated to the load carrying capacity of each helical pier. During installation the torque is monitored, and the helical pier is screwed into the ground until the required load carrying capacity is achieved. Once all the helical piers are installed, they are connected together utilizing a concrete grade beam. Please note that all helices must be extended down below the Fat Clay.

The required load carrying capacity of each helical pier will need to be determined by a licensed structural engineer. It is recommended that a couple of test helical piers be installed at the site to determine what depth is required to achieve the necessary load carrying capacity of each helical pier. This will allow an accurate cost estimate for the installation of the helical piers.

Groundwater

Groundwater or seepage was not observed within the exploratory borings drilled during the site visit.

Groundwater is not anticipated to be problematic for construction. However, please understand that groundwater conditions may change dramatically due to conditions that are out of our control and our assessment of the groundwater conditions is based on the conditions observed within the borings on the day of the drilling, our general experience in the project area, and any available literature regarding groundwater conditions in the vicinity of the subject property.

Please note that our subsurface investigation is not a detailed groundwater study, and groundwater conditions may change dramatically due to conditions that are out of our control. Our assessment of the groundwater conditions is based on the conditions observed within the exploratory borings on the day of the drilling, our general experience in the project area, and any available literature regarding groundwater conditions in the vicinity of the subject property. If more detailed knowledge of the seasonally high groundwater elevation across the subject property is desired, it is recommended that groundwater monitoring wells be installed and checked weekly from the early spring to late summer months.

Natural Resources Conservation Service Soil Survey

The Natural Resources Conservation Service (NRCS) Web Soil Survey (WSS) provides soil data and information produced by the National Cooperative Soil Survey. The NRCS has determined the physical characteristics and engineering properties, among other data, of near surface soils across the United States. These data are reviewed against our observations and analysis of the subsurface soils encountered

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 4 of 11 during the field investigation to determine if a correlation is present. If a strong correlation is determined, it is likely that other engineering properties or characteristics described by the NRCS regarding the soils present on the subject property are accurate as well. It should be noted that the NRCS typically only describes the soils located within 5 feet of the surface.

NRCS Soil Survey information of the area was taken from the NRCS WSS, Version 2.0. For more information, please visit the NRCS Web Soil Survey on the World Wide Web, at http://websoilsurvey.nrcs.usda.gov/app/. The NRCS Soils Survey identifies four soil types in the vicinity of the desired building site and the path of the proposed potable water line. The soil types are L0454B – Maltese-Gerda Complex. The NRCS describes this soil type as slope alluvium derived from shale and siltstone. L4121A – Havre Silt Loam. The NRCS describes this soil type as fine loamy alluvium derived from sedimentary rock. L3191F – Badland-Arikara-Cabbart Complex and L2311E – Scairt-Maltese-Boxwell Complex. The NRCS describes these soil types as residuum derived from shale and siltstone.

The NRCS indicates these soil types have a moderate to high risk of corrosion for concrete and uncoated steel.

Geologic Setting

The following paragraphs discuss the geologic setting in the direct vicinity of the subject property. The geologic setting is determined from a review of surface geology maps and reports published by the United States Geological Survey and others that contain the subject property. This information is especially helpful in determining any geologic hazards that may be present in the immediate area (such as landslide deposits) and what types of soil and rock may be present in the area. Additional information regarding the parent material and depositional environment of a given soil type can also sometimes be obtained or inferred from these maps and reports.

The local surface geology in the direct vicinity of the subject property was determined from the USGS Geologic Map of the Long X Divide, North Dakota Quadrangle. The USGS Geological Map identifies three surface geology formation in the vicinity of the desired building site. Qca – Colluvium/Alluvium Deposit.

This formation is described as “Colluvium or slopewash overlying alluvial deposits. A wedge shaped apron or mantle of slopewash extends from adjacent hillslopes onto older alluvium – typically terraces.” Qat – Terrace Deposit. This formation is described as “Well defined terraces that occur approximately 20 or more feet above the modern floodplain. These are generally fill terraces consisting of alluvium.” Tsb – Sentinel Butte Formation. This formation is described as “Alternating beds of grayish brown to gray sandstone, siltstone, mudstone, claystone, and lignite.”

Seismicity

The USGS provides seismic design parameters for the design of buildings and bridges across the United States. These parameters are based on the 2015 National Earthquake Hazards Reduction Program (NEHRP) Recommended Seismic Provisions. The primary intent of the NEHRP Recommended Seismic Provisions

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 5 of 11 is to prevent, for typical buildings and structures, serious injury and life loss caused by damage from earthquake ground shaking.

The following seismic design parameters were determined for the subject property using the USGS Seismic Design Application:

Approximate site Location:

Latitude = 47.6001° N Longitude = 103.3434° W

Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters:

Short Period (SS) = 0.063g

1-Second Period (S1) = 0.024g

Site Coefficients and Adjusted MCE Spectral Response Acceleration Parameters:

SMS = 0.101g SM1 = 0.058g

Design Spectral Response Acceleration Parameters:

SDS = 0.067g SD1 = 0.038g

The seismic site class for this project is D.

Liquefaction

In general terms, liquefaction is defined as the condition when saturated, loose, fine sand-type soils lose their support capabilities due to the development of excessive pore water pressure, which can develop during a seismic event. Loose silty sandy soils, if located below the groundwater table, have the potential to liquefy during a major seismic event.

Our subsurface investigation did not encounter any loose sand or silt horizons within the depth of excavation that will be located within the water table, and it is our opinion that the potential for differential settlement resulting from liquefaction during a moderate seismic event is low, provided the recommendations in this report are properly implemented.

Foundation Recommendations

Based on the site evaluation and geotechnical analysis it is recommended that a deep foundation such as helical piers be utilized. Please find the following as general recommendations for all foundation elements:

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 6 of 11

• In order to prevent the expansive clay soils from expanding and heaving the grade beams connecting the helical piers, it is recommended that a minimum of 6 inches of structural void form be utilized beneath all grade beams or as directed by a licensed structural engineer.

• All helical piers shall be driven down into the ground until an ultimate pier capacity of 2 times the design capacity is achieved or until the helical piers are driven below the depth of expansive clay, whichever is deeper. Please note that all helices must extend down below the expansive Fat Clay.

• The subgrade must remain in a dry condition throughout construction of the foundation elements.

• If construction takes place during the colder months of the year, the subgrade must be protected from freezing. This may require the use of insulated blankets and/or ground heaters.

Geotechnical Helical Pier Capacity

As stated previously, it is recommended that a deep foundation such as helical piers be utilized. This will allow the loads from the structure to be transmitted to soil and/or rock located below the expansive clay soil.

The required pier capacities will need to be determined by a licensed structural engineer. A minimum factor of safety of 2 shall be utilized to determine the allowable capacity of each helical pier. For example, if an ultimate pier capacity of 50 kips is achieved, the allowable pier capacity shall be 25 kips. Based on the conditions encountered in the borings it is expected that an allowable pier capacity of 25 kips can be achieved.

As stated previously, the helical piers shall be installed so that all helices are located below the expansive clay soils. The pier shaft shall be sleeved so that the pier shaft is not in contact with the expansive clay soils.

Settlement

When a soil deposit is loaded by a structure, deformations within the soil deposit will occur. The total vertical deformation of the soil at the surface is called total settlement. Total settlement is made up of two components: elastic settlement and consolidation settlement. Elastic settlement is the result of soil particles rearranging themselves into a denser configuration due to a load being imposed on them and usually occurs during the construction process and shortly after. Consolidation settlement occurs more slowly and over time as water within the pore spaces of a soil are forced out and the soil compresses as the stress from the load is transferred from the water molecules to the soil particles. Consolidation settlement is more of a concern with fine-grained soils with low permeability and high in-situ moisture contents. The degree of settlement is a function of the type of bearing material, the bearing pressure of the foundation elements, local groundwater conditions, and in some cases determines the allowable bearing capacity for a structures’ footings.

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 7 of 11

In addition to analyzing total settlement, the potential for differential settlement must also be considered.

Differential settlement occurs in soils that are not homogeneous over the length of the foundation or in situations where the foundation rests on cut and fill surfaces. If the foundation rests on structural fill overlaying properly prepared soils with rock, differential settlement is expected to be well within tolerable limits. Areas that have significantly more fill under the foundation footings (four feet of more) create greater potential for differential settlement. In these cases, the structural fill must be installed properly and tested frequently. Compaction efforts and structural fill consistence are vital in minimizing differential settlement.

For this project it is not anticipated that significant quantities of structural fill will be required. For this project, total settlement is expected to consist of elastic settlement.

A settlement analysis based on conservative soil parameter estimates and the assumption that all recommendations made in this report are properly adhered to, indicates the total and differential settlement are expected to be ¾-inch or less. Structures of the type assumed can generally tolerate this amount of movement, however, these values should be checked by a structural engineer to verify that they are acceptable.

Please note that the settlement estimates are based on loads originating from the proposed structure. If additional loads are introduced, such as the placement of large quantities of fill, our office should be contacted to re-evaluate the settlement estimates.

Subgrade Preparation and Structural Fill

In general, the excavation for the foundation must be level and uniform and continue down to the desired bottom of footing/grade beam elevation. If any soft spots, saturated soils, or boulders are encountered, they will need to be removed and replaced with structural fill.

The subgrade must be kept dry throughout construction. At no time should surface water runoff be allowed to flow into and accumulate within the excavation for the foundation elements. If necessary, a swale or berm should be temporarily constructed to reroute all surface water runoff away from the excavation.

Excavation should not proceed during large precipitation events. If the subgrade does become excessively moist or saturated, construction should not proceed until IMEG has inspected the subgrade and determined it has sufficiently dried.

Structural fill is defined as all fill that will ultimately be subjected to structural loadings, such as those imposed by footings, floor slabs, pavements, etc. None of the soils encountered in exploratory boring are suitable for use as structural fill. Structural fill will need to be imported for this project if required. Imported structural fill is recommended to be a well graded gravel with sand that contains less than 15 percent of material that will pass a No. 200 sieve and that has a maximum particle size of 3 inches. Also, the fraction of material passing the No. 40 sieve shall have a liquid limit not exceeding 25 and a plasticity index not exceeding 6, and the gravel and sand particles need to be made up of durable rock materials that will not degrade due to moisture or compaction effort; no shale or mudstone fragments should be present.

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 8 of 11

Structural fill must be placed in lifts no greater than 12 inches (uncompacted thickness) and be uniformly compacted to a minimum of 97 percent of its maximum dry density, as determined by ASTM D698.

Typically, the structural fill must be moisture conditioned to within +/- 2 percent of the materials optimum moisture content to achieve the required density. It is recommended that the structural fill be compacted with a large vibrating smooth drum roller. Please note that if a moisture-density relationship test (commonly referred to as a proctor) needs to be performed for a proposed structural fill material to determine its maximum dry density in accordance with ASTM D698, a sample of the material must be delivered to this office a minimum of three full working days prior to beginning placement of the structural fill.

Achieving proper compaction is imperative, as it will ensure no additional settlement of the structure occurs. Therefore, it is required that IMEG verifies proper compaction of all structural fill lifts.

Foundation Wall Backfill

Approved backfill material should be placed and compacted between the foundation wall and the edge of the excavation. Structural fill is recommended as foundation wall backfill in all areas that will support concrete slabs-on-grade or asphalt paving improvements. The native Clay is expansive and shall not be used as backfill against the foundation walls. It is recommended that a well-draining granular material be imported for use as foundation wall backfill along the exterior of the foundation.

The foundation wall backfill shall be placed in uniform lifts and be compacted to a minimum of 95 percent of the material’s maximum dry density, as determined by ASTM D698. The foundation wall backfill will need to be compacted with either walk behind compaction equipment or hand operated compaction equipment in order to avoid damaging the foundation walls. If walk behind compaction equipment is used lifts should not exceed 8-inches (loose thickness) and if hand operated compaction equipment is used lifts should not exceed 4-inches (loose thickness).

Slabs-on-Grade

Due to the presence of expansive clay soils it is recommended that the structure utilize a structural slab such as a waffle slab with beams that are supported on helical piers.

Capillarity is the result of the liquid property known as surface tension, which arises from an imbalance of cohesive and adhesive forces near the interface between different materials. With regards to soils, surface tension arises at the interface between groundwater and the mineral grains and air of a soil. The height of capillary rise within a given soil is controlled by the size of the pores between the soil particles and not the size of the soil particles directly. Soils that have small pore spaces experience a higher magnitude of capillary rise than soils with large pore spaces. Typically, soils composed of smaller particles (such as silt and clay) have smaller pore spaces. Based on the foundation type recommended in this report, capillary rise will not be an issue.

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 9 of 11

Site Grading

Surface water should not be allowed to accumulate and infiltrate the soil near the foundation. Proper site grading will ensure surface water runoff is directed away from the foundation elements and will aid in the mitigation of excessive settlement. Please find the following as general site grading recommendations:

• Finished grade must slope away from the building a minimum of 5 percent within the first 10 feet, in order to quickly drain ground surface and roof runoff away from the foundation walls. Please note that in order to maintain this slope; it is imperative that any backfill placed against the foundation walls be compacted properly. If the backfill is not compacted properly, it will settle and positive drainage away from the structure will not be maintained.

• All roads, walkways, and architectural land features must properly drain away from all structures.

Special attention should be made during the design of these features to not create any drainage obstructions that may direct water towards or trap water near the foundation.

Underground Utilities

It is understood that the proposed underground utilities will be installed utilizing traditional trench and boring methods. As stated previously the NRCS identifies the soils in the vicinity of the project site as being moderate to high risk of corrosion for concrete and untreated steel. We recommend specifying non-corrosive materials or providing corrosion protection unless additional tests are performed to verify the onsite soils are not corrosive.

For areas utilizing traditional utility trenches, it is recommended that ¾-inch minus gravel be used as a bedding material, where bedding material is defined as all material located within 6 inches of the utility pipe(s). The bedding material should be thoroughly compacted around all utility pipes. Trench backfill shall be compacted to a minimum of 95 percent of its maximum dry density in paved or landscaped areas and a minimum of 97 percent of its maximum dry density beneath foundation footings. Backfilling around and above utilities shall meet the requirements of North Dakota Public Works Standard Specifications.

Construction Administration

The foundation is a vital element of a structure; it transfers all of the structure’s dead and live loads to the native soil. It is imperative that the recommendations made in this report are properly adhered to. A representative from IMEG should observe the construction of any foundation or drainage elements recommended in this report. The recommendations made in this report are contingent upon our involvement. If the soils encountered during the excavation differ than those described in this report or any unusual conditions are encountered, our office should be contacted immediately to examine the conditions, re-evaluate our recommendations and provide a written response.

National Park Service–Geotechnical Investigation, Theodore Roosevelt National Park, Juniper Campground December 7, 2023 Page 10 of 11

If construction and site grading take place during cold weather, it is recommended that appropriate winter construction practices be observed. All snow and ice shall be removed from cut and fill areas prior to site grading taking place. No fill should be placed on soils that are frozen or contain frozen material. No frozen soils can be used as fill under any circumstances. Additionally, Concrete should not be placed on frozen soils and should meet the temperature requirements of ASTM C 94. Any concrete placed during cold weather conditions shall be protected from freezing until the necessary compressive strength has been attained. Once the footings are placed, frost shall not be permitted to extend below the foundation footings, as this could heave and crack the foundation footings and/or foundation walls.

It is the responsibility of the contractor to provide a safe working environment with regards to excavations on the site. All excavations should be sloped or shored in the interest of safety and in accordance with local and federal regulations, including the excavation and trench safety standards provided by the Occupational Safety and Health Administration (OSHA).

Report Limitations and Guidelines for Use

This report was prepared to be used exclusively by the National Park Service for an above ground potable water tank to be constructed on the referenced property, located in the Northeast Quarter of Section 31, Township 148 North, Range 99 West in McKenzie County, North Dakota. All of the work was performed in accordance with generally accepted principles and practices used by geotechnical engineers and geologists practicing in this or similar localities. This report should not be used by anyone it was not prepared for, or for uses it was not intended for. Field investigations and preparation of this report was conducted in accordance with a specific set of requirements set out by the client, which may not satisfy the requirements of others. This report should not be used for nearby sites or for structures on the same site that differ from the structures that were proposed at the time this report was prepared. Any changes in the structures (type, orientation, size, elevation, etc.) proposed for this site must be discussed with our company for this report to be valid.

The recommendations made in this report are based upon data obtained from soil borings performed at the locations indicated on the attached Boring Location Map. It is not uncommon that variations will occur between these locations, the nature and extent of which will not become evident until additional exploration or construction is conducted. These variations may result in additional construction costs, and it is suggested that a contingency be provided for this purpose. If the soils encountered during the excavation differ than those described in this report or any unusual conditions are encountered, our office should be contacted immediately to examine the conditions and re-evaluate our recommendations and provide a written response.

This report is valid as a complete document only. No portion of this report should be transmitted to other parties as an incomplete document. Misinterpretation of portions of this report (i.e. test pit logs) is possible when this information is transmitted to others without the supporting information presented in other portions of the report.

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14-19-24 (43)

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MC = 11%

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high plasticity; medium stiff to stiff; approximately 1 percent fine to coarse grain sand; approximately 99 percent clayey fines.

9: FEET, gray in color.

15: FEET, brown in color.

21: FEET, gray in color.

25 TO 41.5 FEET: SILTY SAND; (SM); grayish brown to brown; moist; medium dense to dense.

Bottom of borehole at 41.5 feet.

NOTES Driller: Mike Roberts, Partly Cloudy, Snow Flurries, 10F

GROUND ELEVATION 2027 ft

LOGGED BY Noah J. Schaible, E.I.

DRILLING METHOD B-57 Mobile Drill Rig

DRILLING CONTRACTOR Terracon Consultants, Inc. GROUND WATER LEVELS:

DATE STARTED 10/30/23 COMPLETED 10/30/23

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PROJECT NUMBER 22005370.04

CLIENT National Park Service

PROJECT LOCATION Theodore Roosevelt NP, ND - Juniper Campground

PROJECT NAME Geotechnical Investigation

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Bottom of borehole at 41.5 feet.

NOTES Driller: Mike Roberts, Partly Cloudy, Snow Flurries, 10F

GROUND ELEVATION 2023 ft

LOGGED BY Noah J. Schaible, E.I.

DRILLING METHOD B-57 Mobile Drill Rig

DRILLING CONTRACTOR Terracon Consultants, Inc. GROUND WATER LEVELS:

DATE STARTED 10/30/23 COMPLETED 10/30/23

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BORING NUMBER B2

PROJECT NUMBER 22005370.04

CLIENT National Park Service

PROJECT LOCATION Theodore Roosevelt NP, ND - Juniper Campground

PROJECT NAME Geotechnical Investigation

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SA34

2020.5

2005.5

1990.5

3-3-2 (5)

5-8-12 (20)

7-10-16 (26)

14-19-24 (43)

14-24-27 (51)

14-18-20 (38)

11-30-21 (51)

12-15-25 (40)

22-50/5"

18-28-48 (76)

MC = 17%

LL = 84

PL = 8

PI = 76

MC = 22%

Fines = 100%

MC = 10%

Fines = 39%

SM

CH

SM

1.5

16.5

31.5

0 TO 1.5 FEET: SILTY SAND; (SM); brown; moist; loose.

1.5 TO 16.5 FEET: FAT CLAY; (CH); gray to brown; moist;

high plasticity; medium stiff to very stiff; approximately 100 percent clayey fines.

8: FEET, gray in color.

10: FEET, brown in color.

12.5: FEET, gray in color.

14: FEET, brown in color.

15: FEET, reddish brown in color.

16.5 TO 31.5 FEET: SILTY SAND; (SM); grayish brown to

brown; moist; medium dense to dense; approximately 60 percent fine to coarse grain sand; approximately 40 percent silty fines.

Refusal at 31.5 feet.

Bottom of borehole at 31.5 feet.

NOTES Driller: Mike Roberts, Clear Sky, -3F

GROUND ELEVATION 2022 ft

LOGGED BY Noah J. Schaible, E.I.

DRILLING METHOD B-57 Mobile Drill Rig

DRILLING CONTRACTOR Terracon Consultants, Inc. GROUND WATER LEVELS:

DATE STARTED 10/30/23 COMPLETED 10/31/23

AT TIME OF DRILLING ---

AFTER DRILLING ---

AT END OF DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

BORING NUMBER B3

PROJECT NUMBER 22005370.04

CLIENT National Park Service

PROJECT LOCATION Theodore Roosevelt NP, ND - Juniper Campground

PROJECT NAME Geotechnical Investigation

G E

N E

R A

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S (N

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TESTS

U .S

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G R

A P

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IC

LO

SA37

SS

SA38

SS

SA39

SS

SA40

SS

SA41

SS

SA42

SS

SA43

SS

SA44

SS

SA45

SS

SA46

SS

SA47

SS

SA48

2020.0

2004.0

1982.5

3-7-7 (14)

3-2-2 (4)

4-4-7 (11)

8-15-20 (35)

8-16-22 (38)

8-13-15 (28)

11-22-14 (36)

15-25-26 (51)

17-35- 50/4"

50/3"

18-40- 50/4"

28-50/5"

MC = 22%

Fines = 96%

MC = 22%

LL = 76

PL = 19

PI = 57

MC = 14%

Fines = 32%

SM

CH

SM

4.0

20.0

41.5

0 TO 4 FEET: SILTY SAND; (SM); brown; moist; loose.

4 TO 20 FEET: FAT CLAY; (CH); reddish brown to brown;

moist; high plasticity; stiff to soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines.

15: FEET, reddish brown in color, trace small coal inclusions.

20 TO 41.5 FEET: SILTY SAND; (SM); grayish brown to brown; moist; medium dense to dense; approximately 70 percent fine to coarse grain sand; approximately 30 percent silty fines.

Bottom of borehole at 41.5 feet.

NOTES Driller: Mike Roberts, Clear Sky, -3F

GROUND ELEVATION 2024 ft

LOGGED BY Noah J. Schaible, E.I.

DRILLING METHOD B-57 Mobile Drill Rig

DRILLING CONTRACTOR Terracon Consultants, Inc. GROUND WATER LEVELS:

DATE STARTED 10/31/23 COMPLETED 10/31/23

AT TIME OF DRILLING ---

AFTER DRILLING ---

AT END OF DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

BORING NUMBER B4

PROJECT NUMBER 22005370.04

CLIENT National Park Service

PROJECT LOCATION Theodore Roosevelt NP, ND - Juniper Campground

PROJECT NAME Geotechnical Investigation

G E

N E

R A

L B

H

T P

W

E

LL

G

IN

T

S T

D U

S .G

D T

2/

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0.

4) .G

P J

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C O

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B

LO

W C

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S (N

V A

LU

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TESTS

U .S

.C .S

G R

A P

H

IC

LO