Amend_0001_Atch_1_Geotech_Rpt_Bone_Hill_0001.pdf

REPORT C OVER PAGE

Geotechnical Exploration Report

Dam Exploration

Lamoure County, North Dakota

August 5, 2020

Terracon Project No. M1205033

Prepared for:

W. W. Wheeler & Associates, Inc.

Englewood, CO

Prepared by:

Terracon Consultants, Inc.

West Fargo, ND

Terracon Consultants, Inc. 860 9 th Street NE, Unit K West Fargo, ND 58078

P (701) 282 9633 F (701) 282 9635 terracon.com

REPORT C OVER LETTER TO SIGN

August 5, 2020

W. W. Wheeler & Associates, Inc.

3700 S. Inca Street

Englewood, CO 80110

Attn: Mr. John Treacy, III P.E.

P: (303) 761 4130

E: john.treacy@wwwheeler.com

Re: Geotechnical Exploration Report

Dam Exploration

Bone Hill Creek National Wildlife Refuge

Lamoure County, North Dakota

Terracon Project No. M1205033

Dear Mr. Treacy:

We have completed the Geotechnical Exploration services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. PM1205033 dated July

1, 2020. This report presents the findings of the subsurface exploration for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Alex L. Sprunk, P.E. Chad A. Cowley, P.E.

Geotechnical Group Manager Senior Engineer

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GENERAL COMMENTS

FIGURES

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the

GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

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INTRODUCTION

Geotechnical Exploration Report

Dam Exploration

Bone Hill Creek National Wildlife Refuge

Lamoure County, North Dakota Terracon Project No. M1205033

August 5, 2020

INTRODUCTION

This report presents the results of our subsurface exploration and laboratory testing services performed for the proposed dam removal project at Bone Hill Creek National Wildlife

Refuge in Lamoure County, North Dakota. The purpose of these services is to provide information relative to:

■ Subsurface soil conditions ■ Groundwater conditions

The geotechnical exploration Scope of Services for this project originally included the advancement of four test borings to depths of 15 feet below existing site grades. While on site, W. W. Wheeler amended the fieldwork scope and requested we advance all four borings to a depth of approximately 20 feet below existing grade.

Maps showing the site and boring locations are shown in the Site Location and Exploration

Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and/or as separate graphs in the Exploration Results section.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located at Bone Hill Creek National Wildlife Refuge in

Lamoure County, North Dakota.

Latitude: 46.5512° N, Longitude: 98.8605° W (approximate)

See Site Location

Existing

Improvements

Existing wildlife refuge

We understand there is an existing dam on the east side of Bone Hill Creek

Lake. Detailed information regarding the dam (height, width, etc.) were not provided.

Dam Exploration ■ Lamoure County, North Dakota

August 5, 2020 ■ Terracon Project No. M1205033

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Item Description

Current Ground Cover Moderately vegetated earthen cover

Existing Topography

Rolling terrain; from the top of the dam, the ground surface slopes downward to the east and west. Top of the dam is at approximate elevation 1645.

PROJECT DESCRIPTION

We understand the dam at Bone Hill Creek National Wildlife Refuge will be removed and the site restored to near original conditions. It is our understanding some of the existing embankment fill will be used to repair eroded areas adjacent to the dam. W. W. Wheeler requested us to provide geotechnical exploration (drilling and sampling) services at four points along the existing dam on the east side of Bone Hill Creek Lake which is located on the Bone Creek National Wildlife Refuge.

W. W. Wheeler also requested Terracon to provide laboratory testing on select samples.

GEOTECHNICAL CHARACTERIZATION

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization is termed GeoModel. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the

Exploration Results section and the GeoModel can be found in the Figures section of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

1 Fill 1 Sandy lean clay mixture - grayish brown and gray, trace gravel, occasional cobbles

2 Fill 2 Sandy lean clay mixture - dark/light gray and black, trace gravel, occasional cobbles, some decayed plant vegetation

3 Fill 3 Buried topsoil - organic clay or sandy silt, dark gray to black, some decayed plant vegetation

4 Fill 4 Silty sand or clayey sand - trace gravel, gray to black, medium to fine grained, waterbearing

5 Sand

Silty or clayey sand - grayish brown to gray, variable contents of gravel, occasional cobbles, fine to coarse grained, medium dense, waterbearing

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Model Layer Layer Name General Description

6 Gravel Poorly graded gravel with silt and sand – grayish brown, fine to coarse grained, waterbearing, occasional cobbles

7 Clay Sandy lean clay - grayish brown to gray, variable contents of gravel, occasional cobbles, medium stiff to very stiff

Due to the variability of soils encountered in the upper 15 feet of the soil borings, it was difficult to identify an accurate transition between fill and native soils. It is possible some of the soils we identified in the boring logs as “fill”, between depths of 10 and 15 feet below grade, are instead disturbed native soils.

Groundwater

The boreholes were observed while drilling for the presence and level of groundwater. The water levels observed in the boreholes can be found on the boring logs in Exploration Results and are summarized below.

Boring Number Approximate Depth to Groundwater while Drilling and Sampling (feet)

B-1 10

B-2 10

B-3 10

1. Below ground surface.

Groundwater was not observed in the remaining boring while drilling, or for the short duration the borings could remain open. However, this does not necessarily mean the boring terminated above groundwater, or the water levels summarized above are stable groundwater levels. Due to the low permeability of some of the soils encountered in the borings, a relatively long period may be necessary for a groundwater level to develop and stabilize in a borehole. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

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GENERAL COMMENTS

Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we can provide further evaluation.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others.

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FIGURES

Contents:

GeoModel

Note: All attachments are one page unless noted above.

1,624

1,626

1,628

1,630

1,632

1,634

1,636

1,638

1,640

1,642

1,644

1,646

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(f ee t)

Dam Exploration Lamoure County, ND Terracon Project No. M1205033

NOTES:

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

B-1 B-2 B-3 B-4

GEOMODEL

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

LEGEND

Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time.

Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details.

First Water Observation

Buried topsoil - organic clay or sandy silt, dark gray to black, some decayed plant vegetation3

Silty sand or clayey sand - trace gravel, gray to black, medium to fine grained, waterbearing4

Silty or clayey sand - grayish brown to gray, variable contents of gravel, occasional cobbles, fine to coarse grained, medium dense, waterbearing

Fill Poorly-graded Gravel with Silt and Sand

Sandy Lean Clay with Gravel Sandy Lean Clay

Clayey Sand with Gravel

Model Layer General DescriptionLayer Name

Sandy lean clay mixture - grayish brown and gray, trace gravel, occasional cobbles1

Sandy lean clay mixture - dark/light gray and black, trace gravel, occasional cobbles, some decayed plant vegetation2

Sandy lean clay - grayish brown to gray, variable contents of gravel, occasional cobbles, medium stiff to very stiff7

Poorly graded gravel with silt and sand - grayish brown, fine to coarse grained, waterbearing, contains occasional cobbles6

Fill 3

Fill 4

Sand

Fill 1

Fill 2

Clay

Gravel

10 10

20.1

10 10

15.5

ATTACHMENTS

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth (feet) Location

4 20 to 21 Along top of levee

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet) (See Exploration Plan). Since the top of the dam is relatively level, we assumed the elevations at the boreholes to be at or within ½ foot of the provided levee top elevation. If elevations and a more precise boring layout are desired, we recommend borings be surveyed.

Subsurface Exploration Procedures: We advanced the borings with an ATV-mounted rotary drill rig using 3¼-inch I.D. hollow stem auger. continuous flight augers (solid stem and/or hollow stem, as necessary, depending on soil conditions). Seven samples were obtained in the upper 15 feet of each boring and at intervals of 5 feet thereafter using the split-barrel sampling procedure. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths.

In addition to the split-barrel samples, bulk samples of the top 5 feet of soil (auger cuttings) were obtained at each boring location for laboratory testing purposes. We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with auger cuttings and bentonite chips after their completion.

The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the

Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil strata, as necessary, for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to

Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 methods were applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed.

■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)

Content of Soil and Rock by Mass

■ ASTM D7263 Standard Test Methods for Laboratory Determination of Density (Unit

Weight) of Soil Specimens

■ ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils

■ ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than

No. 200 Sieve in Soils by Washing

■ ASTM D6913 Standard Test Method for Particle-Size Analysis of Soils

■ ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort

The laboratory testing program included examination of soil samples by an engineer. Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System.

SITE LOCATION AND EXPLORATION PLANS

Site Location

Exploration Plan

SITE LOCATION

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SITE LOC ATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN

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EXPLOR ATION PLAN

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION RESULTS

Boring Logs (B-1 through B-4)

Atterberg Limits

Grain Size Distribution

Moisture Density Relationship

7-7-6 N=13

3-4-6 N=10

4-6-7 N=13

0-2-2 N=4

1-1-2 N=3

7-23-12 N=35

4-8-12 N=20

3-5-7 N=12

18.6

17.8

23.1

31.1

12.8

15.1

20.0

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, grayish brown and gray, contains occasional cobbles cobbles encountered @ 6' while drilling

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, dark and light gray, contains decayed plant vegetation FILL - BURIED TOPSOIL - SANDY SILT , dark gray to black

POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM),

fine to coarse grained, grayish brown, dense, waterbearing, contains occasional cobbles

SANDY LEAN CLAY WITH GRAVEL (CL), gray, very stiff, contains occasional cobbles cobbles encountered @ 17' while drilling

SANDY LEAN CLAY (CL), trace gravel, grayish brown, stiff

3" sand seam @ 20'

Boring Terminated at 21 Feet

9.0

10.0

11.0

14.0

19.0

21.0

12': N-value influenced by cobble

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 46.551° Longitude: -98.8606°

G R

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M O

D E

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Y E

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DEPTH

Advancement Method:

3¼" I.D. Hollow Stem Auger

Abandonment Method:

Boring backfilled with soil cuttings bentonite chips.

Notes:

Project No.: M1205033

Drill Rig: CME 750X

BORING LOG NO. B-1

W W Wheeler & Associates IncCLIENT:

Englewood, CO

Driller: CN

Boring Completed: 07-16-2020

PROJECT: Dam Exploration

Elevations were provided by others.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Bone Hill Creek National Wildlife Refuge Lamoure County, ND

SITE:

Boring Started: 07-16-2020

860 9th St. NE, Unit K West Fargo, ND

While sampling

WATER LEVEL OBSERVATIONS

S A

M P

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T

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4-7-12 N=19

3-5-7 N=12

3-5-7 N=12

1-3-5 N=8

1-2-3 N=5

0-2-1 N=3

1-6-10 N=16

50/7"

16.9

17.9

17.2

18.6

30.8

11.2

12.9

38-17-21

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, grayish brown and gray, contains occasional cobbles

3" layer of black organic clay encountered @ 3' 2" sand seam encountered @ 3.3'

FILL - BURIED TOPSOIL - ORGANIC CLAY , dark gray to black, contains decayed plant vegetation FILL - SILTY SAND (SM), trace gravel, medium to fine grained, gray, waterbearing

FILL - CLAYEY SAND (SC), trace gravel, medium to fine grained, gray and black, waterbearing

CLAYEY SAND WITH GRAVEL (SC), fine to coarse grained, gray, medium dense

SANDY LEAN CLAY (CL), trace gravel, gray, contains occasional cobbles

Boring Terminated at 20.1 Feet

10.0

11.0

12.5

14.0

17.0

20.1

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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WATER LEVEL OBSERVATIONS

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ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 46.5512° Longitude: -98.8605°

G R

A P

H

IC

L O

G

M O

D E

L

LA

Y E

R

DEPTH

Advancement Method:

3¼" I.D. Hollow Stem Auger

Abandonment Method:

Boring backfilled with soil cuttings bentonite chips.

Notes:

Project No.: M1205033

Drill Rig: CME 750X

BORING LOG NO. B-2

W W Wheeler & Associates IncCLIENT:

Englewood, CO

Driller: CN

Boring Completed: 07-16-2020

PROJECT: Dam Exploration

Elevations were provided by others.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Bone Hill Creek National Wildlife Refuge Lamoure County, ND

SITE:

Boring Started: 07-16-2020

860 9th St. NE, Unit K West Fargo, ND

S A

M P

LE

T

Y

4-7-9 N=16

4-10-23 N=33

2-5-6 N=11

3-4-4 N=8

3-2-2 N=4

1-2-3 N=5

1-1-1 N=2

2-5-6 N=11

14.1

16.2

20.1

24.2

24.4

23.8

20.3

39-17-22

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, grayish brown and gray, contains occasional cobbles

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, dark gray, contains occasional cobbles

FILL - LEAN CLAY WITH SAND , trace gravel, light gray and black, contains decayed plant vegetation

SANDY LEAN CLAY (CL), trace gravel, grayish brown, mottled, stiff, contains occasional cobbles

Boring Terminated at 21 Feet

10.0

12.0

15.5

21.0

2': N-value influenced by cobble

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 46.5513° Longitude: -98.8605°

G R

A P

H

IC

L O

G

M O

D E

L

LA

Y E

R

DEPTH

Advancement Method:

3¼" I.D. Hollow Stem Auger

Abandonment Method:

Boring backfilled with soil cuttings bentonite chips.

Notes:

Project No.: M1205033

Drill Rig: CME 750X

BORING LOG NO. B-3

W W Wheeler & Associates IncCLIENT:

Englewood, CO

Driller: CN

Boring Completed: 07-16-2020

PROJECT: Dam Exploration

Elevations were provided by others.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Bone Hill Creek National Wildlife Refuge Lamoure County, ND

SITE:

Boring Started: 07-16-2020

860 9th St. NE, Unit K West Fargo, ND

While drilling

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

4-7-8 N=15

3-5-6 N=11

2-3-4 N=7

1-3-3 N=6

2-2-4 N=6

2-3-4 N=7

3-4-5 N=9

2-5-7 N=12

18.5

17.4

20.3

22.6

21.3

19.1

19.3

39-17-22

FILL - SANDY LEAN CLAY MIXTURE , trace gravel, grayish brown and gray, contains occasional cobbles

SANDY LEAN CLAY (CL), trace gravel, grayish brown, mottled, medium stiff to stiff, contains occasional cobbles

Boring Terminated at 21 Feet

12.0

21.0

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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LD

T

E S

T R

E S

U

LT

S

R E

C O

V E

R Y

In

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 46.5515° Longitude: -98.8604°

G R

A P

H

IC

L O

G

M O

D E

L

LA

Y E

R

DEPTH

Advancement Method:

3¼" I.D. Hollow Stem Auger

Abandonment Method:

Boring backfilled with soil cuttings bentonite chips.

Notes:

Project No.: M1205033

Drill Rig: CME 750X

BORING LOG NO. B-4

W W Wheeler & Associates IncCLIENT:

Englewood, CO

Driller: CN

Boring Completed: 07-16-2020

PROJECT: Dam Exploration

Elevations were provided by others.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Bone Hill Creek National Wildlife Refuge Lamoure County, ND

SITE:

Boring Started: 07-16-2020

860 9th St. NE, Unit K West Fargo, ND

Not measurable before auger removal

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

0 20 40 60 80 100

CH

o r

OH

CL

o r

OL

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: M1205033

SITE: Bone Hill Creek National Wildlife Refuge Lamoure County, ND

PROJECT: Dam Exploration

CLIENT: W W Wheeler & Associates Inc Englewood, CO

860 9th St. NE, Unit K West Fargo, 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

A

T E

R B

E R

G L

IM

IT

S M

L E

V E

E E

X P

LO

R

A T

IO

N

.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

/5 /2

PIPLLLBoring ID Depth

B-2

B-3

B-4

Bag 1 61.9

Fines

12 - 13.5

9.5 - 11

14.5 - 16

0 - 5

SC

CL

CL

CL

CLAYEY SAND

SANDY LEAN CLAY

SANDY LEAN CLAY

SANDY LEAN CLAY

DescriptionUSCS

CL-ML

0.0010.010.1110100

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: M1205033

SITE: Bone Hill Creek National Wildlife Refuge Lamoure County, ND

PROJECT: Dam Exploration

CLIENT: W W Wheeler & Associates Inc Englewood, CO

860 9th St. NE, Unit K West Fargo, 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

L

E V

E E

E X

P

LO

R A

T

IO

N .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

/2

/2

B-1

B-2

Bag 1 fine coarse finemedium

COBBLES

GRAVEL SAND

SILT OR CLAY

D30

D60

BORING ID

1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

100.0 75.42 56.68 45.47 35.06 27.08 21.35 16.08 11.46 8.11

1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

100.0 81.13 73.45 62.7 51.28 43.54 36.19 26.39 19.39 14.83

100.0 99.46 98.51 96.06 92.72 88.12 81.16 72.73 61.95

1/2" 3/8" #4 #10 #20 #40 #60 #100 #200

CC

CU

coarse

D10

PG GRAVEL W/ SILT & SAND (GP-GM)

CLAYEY SAND WITH GRAVEL (SC)

SANDY LEAN CLAY (CL)

Composite sample of B-1 through B-4

54.5

37.3

1.5

37.4

47.9

36.6 31.3

8.1

14.8

0.0

0.0

0.0 30.6

12 - 13.5

14.5 - 16

0 - 5

GP-GM

SC

CL

10.74 3.872 0.066

1.163 0.304 0.005

0.111

96.86

1.14

Sieve

REMARKS

SOIL DESCRIPTION

% Finer% Finer SieveSieve% Finer

USCS% CLAY% FINES% SILT% SAND% GRAVEL% COBBLESDEPTH

COEFFICIENTS

GRAIN SIZE

0 5 10 15 20 25 30 35 40 45

D R

Y D

E N

S

IT

Y pc f

WATER CONTENT, %

ZAV for G s = 2.8

ZAV for G s = 2.7

ZAV for G s = 2.6

MOISTURE-DENSITY RELATIONSHIP

ASTM D698/D1557

PROJECT NUMBER: M1205033

SITE: Bone Hill Creek National Wildlife Refuge Lamoure County, ND

PROJECT: Dam Exploration

CLIENT: W W Wheeler & Associates Inc Englewood, CO

860 9th St. NE, Unit K West Fargo, 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

C O

M P

A C

T

IO

N

V

M

L

E V

E E

E X

P

LO

R A

T

IO

N .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

/2

/2

Composite sample of B-1 through B-4

ASTM D698 Method A

Bag 1 @ 0 - 5 feetSource of Material

Description of Material

Remarks:

Test Method

PCF

TEST RESULTS

SANDY LEAN CLAY

Maximum Dry Density

LL

110.4

61.9 Optimum Water Content

PIPL

17 23

ATTERBERG LIMITS

16.7

Percent Fines

SUPPORTING INFORMATION

General Notes

Unified Soil Classification System

500 to 1,000

> 8,000

4,000 to 8,000

2,000 to 4,000

1,000 to 2,000 less than 500

Unconfined Compressive Strength Qu, (psf)

Auger Cuttings

Shelby Tube

Standard Penetration Test

Trace

PLASTICITY DESCRIPTION

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

GENERAL NOTES

> 30

11 - 30

1 - 10Low

Non-plastic

Plasticity Index

#4 to #200 sieve (4.75mm to 0.075mm

Boulders

12 in. to 3 in. (300mm to 75mm)Cobbles

3 in. to #4 sieve (75mm to 4.75 mm)Gravel

Sand

Passing #200 sieve (0.075mm)Silt or Clay

Particle Size

Water Level After a Specified Period of Time

Water Level After a Specified Period of Time

Water Initially Encountered

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

GRAIN SIZE TERMINOLOGY

RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL

DESCRIPTIVE SOIL CLASSIFICATION

LOCATION AND ELEVATION NOTES

SAMPLING WATER LEVEL FIELD TESTS

N

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration Test Resistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined Compressive Strength

Photo-Ionization Detector

Organic Vapor Analyzer

Medium

0Over 12 in. (300 mm)

>12

5-12

<5

Percent of Dry Weight

TermMajor Component of Sample

Modifier

With

Trace

Descriptive Term(s) of other constituents

>30Modifier

<15

Percent of Dry Weight

Descriptive Term(s) of other constituents

With 15-29

High

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Density)

CONSISTENCY OF FINE-GRAINED SOILS

Hard

15 - 30Very Stiff> 50Very Dense

8 - 15Stiff30 - 50Dense

4 - 8Medium Stiff10 - 29Medium Dense

2 - 4Soft4 - 9Loose

0 - 1Very Soft0 - 3Very Loose

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

STRENGTH TERMS

> 30

Descriptive Term (Consistency)

Standard Penetration or N-Value

Blows/Ft.

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL C LASSIFIC ATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol

Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line J

CL Lean clay K, L, M

PI 4 or plots below “A” line J ML Silt K, L, M

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI 4 and plots on or above “A” line.

O PI 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

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