GEOTECH+Investigation_BowmanHangar.pdf

Report of Geotechnical Exploration Bowman Airport Commercial Hangar; Bowman, North Dakota AMERICAN June 18, 2021 ENGINEERING Report No. P-0002413 TESTING, INC.

Appendix A Geotechnical Field Exploration and Testing

Boring Log Notes Unified Soil Classification System

Figure 1 – Site Location Map Figure 2 – Boring Location Map

Figure 3 – Fence Diagram Subsurface Boring Logs

Sieve Analysis Tests Atterberg Limit Tests

Consolidation Tests

Appendix A Geotechnical Field Exploration and Testing

Report No. P-0002413

Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC.

A.1 FIELD EXPLORATION

The subsurface conditions at the site were explored by drilling and sampling two (2) penetration test borings. The locations of the borings appear on Figure 1, preceding the Subsurface Boring Logs in this appendix.

A.2 SAMPLING METHODS

A.2.1 Split-Spoon Samples (SS) Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586. The ASTM test method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value.

A.2.2 Modified California Samples (MC) Sample types described as “MC” on the boring logs are obtained using a Modified California (MC) sampler, which is a large lined tube sampler. The sampler is thick-walled with an outside diameter of 2.5 inches and an inside diameter of 2 inches. The sampler is driven into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil.

A.2.3 Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of the auger.

Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate.

A.2.4 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs.

Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed.

A.3 CLASSIFICATION METHODS

Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs.

The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment.

A.4 WATER LEVEL MEASUREMENTS

The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water Level Measurements” on the logs:

Date and Time of measurement

Appendix A Geotechnical Field Exploration and Testing

Report No. P-0002413

Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC.

Sampled Depth: lowest depth of soil sampling at the time of measurement Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement Cave-in Depth: depth at which measuring tape stops in the borehole Water Level: depth in the borehole where free water is encountered Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid

The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include:

permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing.

A.5 LABORATORY TEST METHODS

A.5.1 Water Content Tests Conducted per AET Procedure 01-LAB-010, which is performed in general accordance with ASTM: D2216 and AASHTO: T265.

A.5.2 Atterberg Limits Tests Conducted per AET Procedure 01-LAB-030, which is performed in general accordance with ASTM: D4318 and AASHTO: T89, T90.

A.5.3 Sieve Analysis of Soils (thru #200 Sieve) Conducted per AET Procedure 01-LAB-040, which is performed in general conformance with ASTM: D6913, Method A.

A.5.4 One-Dimensional Consolidation of Soils Using Incremental Loading Conducted per AET Procedure 20-SOI-014, which is performed in general accordance with ASTM: D2435.

A.6 TEST STANDARD LIMITATIONS

Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied.

A.7 SAMPLE STORAGE

Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days.

01FLD012(05/02) AMERICAN ENGINEERING TESTING, INC.

BORING LOG NOTES

DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS

Symbol Definition Symbol Definition

B,H,N: Size of flush-joint casing

CA: Crew Assistant (initials)

CAS: Pipe casing, number indicates nominal diameter in inches

CC: Crew Chief (initials)

COT: Clean-out tube

DC: Drive casing; number indicates diameter in inches

DM: Drilling mud or bentonite slurry

DR: Driller (initials)

DS: Disturbed sample from auger flights

FA: Flight auger; number indicates outside diameter in inches

HA: Hand auger; number indicates outside diameter

HSA: Hollow stem auger; number indicates inside diameter in inches

LG: Field logger (initials)

MC: Column used to describe moisture condition of samples and for the ground water level symbols

N (BPF): Standard penetration resistance (N-value) in blows per foot (see notes)

NQ: NQ wireline core barrel

PQ: PQ wireline core barrel

RD: Rotary drilling with fluid and roller or drag bit

REC: In split-spoon (see notes) and thin-walled tube sampling, the recovered length (in inches) of sample. In rock coring, the length of core recovered (expressed as percent of the total core run). Zero indicates no sample recovered.

REV: Revert drilling fluid

SS: Standard split-spoon sampler (steel; 1d" is inside diameter; 2" outside diameter);

unless indicated otherwise

SU Spin-up sample from hollow stem auger

TW: Thin-walled tube; number indicates inside diameter in inches

WASH: Sample of material obtained by screening returning rotary drilling fluid or by which has collected inside the borehole after

Afalling@ through drilling fluid

WH: Sampler advanced by static weight of drill rod and 140-pound hammer

WR: Sampler advanced by static weight of drill rod

94mm: 94 millimeter wireline core barrel ▼: Water level directly measured in boring

: Estimated water level based solely on sample appearance

CONS: One-dimensional consolidation test

DEN: Dry density, pcf

DST: Direct shear test

E: Pressuremeter Modulus, tsf

HYD: Hydrometer analysis

LL: Liquid Limit, %

LP: Pressuremeter Limit Pressure, tsf

OC: Organic Content, %

PERM: Coefficient of permeability (K) test; F -

Field;

L - Laboratory

PL: Plastic Limit, % qp: Pocket Penetrometer strength, tsf

(approximate) qc: Static cone bearing pressure, tsf qu: Unconfined compressive strength, psf

R: Electrical Resistivity, ohm-cms

RQD: Rock Quality Designator in percent

(aggregate length of core pieces 4" or more in length as a percent of total core run)

SA: Sieve analysis

TRX: Triaxial compression test

VSR: Vane shear strength, remoulded (field), psf

VSU: Vane shear strength, undisturbed (field), psf

WC: Water content, as percent of dry weight

%-200: Percent of material finer than #200 sieve

STANDARD PENETRATION TEST NOTES

The standard penetration test consists of driving the sampler with a 140 pound hammer and counting the number of blows applied in each of three 6" increments of penetration. If the sampler is driven less than 18" (usually in highly resistant material), permitted in ASTM:D1586, the blows for each complete 6" increment and for each partial increment is on the boring log. For partial increments, the number of blows is shown to the nearest 0.1' below the slash.

The length of sample recovered, as shown on the

“REC” column, may be greater than the distance indicated in the N column. The disparity is because the

N-value is recorded below the initial 6" set (unless partial penetration defined in ASTM:D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18").

UNIFIED SOIL CLASSIFICATION SYSTEM

ASTM Designations: D 2487, D2488

AMERICAN

ENGINEERING

TESTING, INC.

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA

Soil Classification Notes ABased on the material passing the 3-in (75-mm) sieve.

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

CGravels 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 DSands 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

(D30)

ECu = D60 /D10, Cc = D10 x D60

FIf soil contains >15% sand, add “with sand” to group name.

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

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

IIf soil contains >15% gravel, add “with gravel” to group name.

JIf Atterberg limits plot is hatched area, soils is a CL-ML silty clay.

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

LIf soil contains >30% plus No. 200, predominantly sand, add “sandy” to group name.

MIf soil contains >30% plus No. 200, predominantly gravel, add “gravelly” to group name.

NPl>4 and plots on or above “A” line.

OPl<4 or plots below “A” line.

PPl plots on or above “A” line.

QPl plots below “A” line.

RFiber Content description shown below.

Group Symbol

Group NameB

Coarse-Grained Soils More than 50% retained on No. 200 sieve

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

Clean Gravels Less than 5% finesC

Cu>4 and 1<Cc<3E GW Well graded gravelF

Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF

Gravels with Fines more than 12% fines C

Fines classify as ML or MH GM Silty gravelF.G.H

Fines classify as CL or CH GC Clayey gravelF.G.H

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

Clean Sands Less than 5% finesD

Cu>6 and 1<Cc<3E SW Well-graded sandI

Cu<6 and 1>Cc>3E SP Poorly-graded sandI

Sands with Fines more than 12% fines D

Fines classify as ML or MH SM Silty sandG.H.I

Fines classify as CL or CH SC Clayey sandG.H.I

Fine-Grained Soils 50% or more passes the No. 200 sieve

(see Plasticity Chart below)

Silts and Clays Liquid limit less than 50 inorganic PI>7 and plots on or above “A” lineJ

CL Lean clayK.L.M

PI<4 or plots below “A” lineJ

ML SiltK.L.M organic Liquid limit–oven dried <0.75

Liquid limit – not dried

OL Organic clayK.L.M.N

Organic siltK.L.M.O

Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK.L.M

PI plots below “A” line MH Elastic siltK.L.M organic Liquid limit–oven dried <0.75

Liquid limit – not dried

OH Organic clayK.L.M.P

Organic siltK.L.M.Q

Highly organic soil

Primarily organic matter, dark in color, and organic in odor

PT PeatR

3 2 ½ 1 ¾ 4 10 20 40 60 140 200

Sieve NumberScreen Opening (in.)

50 10 5 1.0 0.10.5

PARTICLE SIZE IN MILLIMETERS

SIEVE ANALYSIS

P E

R C

E N

T

P

A S

S

IN

G

P E

R C

E N

T

R

E T

A

IN

E D

D60 = 15mm

D30 = 2.5mm

D10 = 0.075mm

Cu = = = 200 D60

D10

0.075 Cc = = = 5.6

(D30)

D10 x D60

2.5

0.075 x 15

2 2

CL-ML

For classification of fine-grained soils and fine-grained fraction of coarse-grained soils.

Equation of "A"-line Horizontal at PI = 4 to LL = 25.5.

then PI = 0.73 (LL-20)

Equation of "U"-line Vertical at LL = 16 to PI = 7.

then PI = 0.9 (LL-8)

"A " L

IN

E

"U " L

IN

E

CL

OR O

L

CH OR O

H

10 20 30 40 50 60 70 80 90 100 110 0

P L A

S T

IC

IT

Y

I N

D E

X

P I)

LIQUID LIMIT (LL)

Plasticity Chart

ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION

Grain Size Term Particle Size Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand #200 to #4 sieve Fines (silt & clay) Pass #200 sieve

Gravel Percentages Term Percent A Little Gravel 3% - 14% With Gravel 15% - 29% Gravelly 30% - 50%

Consistency of Plastic Soils Term N-Value, BPF Very Soft less than 2 Soft 2 - 4 Firm 5 - 8 Stiff 9 - 15 Very Stiff 16 - 30 Hard Greater than 30

Relative Density of Non-Plastic Soils Term N-Value, BPF

Very Loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50

Very Dense Greater than 50

Moisture/Frost Condition (MC Column)

D (Dry): Absense of moisture, dusty, dry to touch.

M (Moist): Damp, although free water not visible. Soil may still have a high water content (over “optimum”).

W (Wet/ Free water visible intended to Waterbearing): describe non-plastic soils.

Waterbearing usually relates to sands and sand with silt.

F (Frozen): Soil frozen

Layering Notes Laminations: Layers less than ½" thick of differing material or color.

Lenses: Pockets or layers greater than ½" thick of differing material or color.

Fiber Content of Peat Fiber Content Term (Visual Estimate)

Fibric Peat: Greater than 67% Hemic Peat: 33 – 67% Sapric Peat: Less than 33%

Organic/Roots Description (if no lab tests) Soils are described as organic, if soil is not peat and is judged to have sufficient organic fines content to influence the soil properties. Slightly organic used for borderline cases.

With roots: Judged to have sufficient quantity of roots to influence the soil properties.

Trace roots: Small roots present, but not judged to be in sufficient quantity to significantly affect soil properties.

N

N

FILL, silty sand with gravel, brown to black, moist FILL, sandy lean clay, iron oxide staining, lenses of silty sand, grey, moist FILL, silty sand, brown to grey, moist

SANDY LEAN CLAY, laminations of silty sand, trace roots, stiff, grey, moist (CL)

SANDY LEAN CLAY, trace lignite, lenses of silty sand, very stiff, brown to grey, moist (CL)

SILTY SAND, iron oxide staining, medium dense, brown, moist (SM)

END OF BORING

*Modified California Sampler, N-value not corrected for sampler type

29*

18*

SS

SS

MC

SS

MC

SS

SS

SS

M

M

M

M

M

M

M

M

FILL

POSSIBLY

FILL

BULLION

CREEK

FORMATION

WATER LEVEL MEASUREMENTS

None

13.25'

DR:

14:00

15:30

BORING

COMPLETED:

DATE

21'

21'

NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

13.75'

13.25'

KM

0-19½' None

None

WATER

LEVEL

SURFACE ELEVATION:

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

5/6/21

5/6/21

DEPTH:

DRILLING

FLUID LEVELTIME

DRILLING METHOD

AA

5/6/21

3.25" HSA

LG: 14

102.8

FIELD & LABORATORY TESTS

MC

AET JOB NO:

PROJECT:

REC

IN.

AMERICAN

ENGINEERING

TESTING, INC.

DEPTH

IN

FEET PLWC

LOG OF BORING NO.

GEOLOGY

LATITUDE:

B-1 (p. 1 of 1)

SAMPLE

TYPE

LONGITUDE:

01-DHR-060

LL

03/2011

DENDEN

SUBSURFACE BORING LOG

P-0002413

Bowman Airport Commercial Hangar; Bowman, ND

MATERIAL DESCRIPTION

%-#200

N

A E

T

C O

R P

W -L

A T

-L O

N G

P -0

G

IN

T

.G P

J A

E T

C

P T

W

E

LL

_2

2_

JG

.G D

T

6/

/2

FILL, silty sand with gravel, black to brown, moist FILL, silty clayey sand, laminations of clay, iron oxide staining, brown, moist trace organics at 8.5' SANDY LEAN CLAY, laminations of silty sand, very stiff, brown to grey, moist (CL) LEAN CLAY, iron oxide staining, stiff, grey, moist (CL)

SILTY SAND, medium dense to dense, brown, moist (SM) becomes light brown at 14.5

END OF BORING

*Modified California Sampler, N-value not corrected for sampler type

17*

11*

SS

SS

SS

MC

SS

MC

SS

SS

M

M

M

M

M

M

M

M

FILL

BULLION

CREEK

FORMATION

WATER LEVEL MEASUREMENTS

None

DR:

15:10

BORING

COMPLETED:

DATE

21'

NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOG

Rig:

15.75'

KM

0-19½' None

WATER

LEVEL

SURFACE ELEVATION:

CAVE-IN

DEPTH

CASING

DEPTH

SAMPLED

DEPTH

5/6/21

DEPTH:

DRILLING

FLUID LEVELTIME

DRILLING METHOD

AA

5/6/21

3.25" HSA

LG: 14

103.6

FIELD & LABORATORY TESTS

MC

AET JOB NO:

PROJECT:

REC

IN.

AMERICAN

ENGINEERING

TESTING, INC.

DEPTH

IN

FEET PLWC

LOG OF BORING NO.

GEOLOGY

LATITUDE:

B-2 (p. 1 of 1)

SAMPLE

TYPE

LONGITUDE:

01-DHR-060

LL

03/2011

DENDEN

SUBSURFACE BORING LOG

P-0002413

Bowman Airport Commercial Hangar; Bowman, ND

MATERIAL DESCRIPTION

%-#200

N

A E

T

C O

R P

W -L

A T

-L O

N G

P -0

G

IN

T

.G P

J A

E T

C

P T

W

E

LL

_2

2_

JG

.G D

T

6/

/2

0 20 40 60 80 100

P L A S T I C I T Y

I N D E X

MH

CL-ML

CL

SILTY, CLAYEY SAND

LIQUID LIMIT (LL)

ML

CH

4 45.8

Specimen Identification LL PL PI Classification

9.5'

4.5'

B-1

B-2

ATTERBERG LIMITS RESULTS

Fines

5/6/21 Bowman Airport Commercial Hangar; Bowman, NDPROJECT AET JOB NO.

DATE

P-0002413

AMERICAN

0.0010.010.1110100

3/4 30 medium

D10 coarse

4 14081.5 6 200100

GRAIN SIZE IN MILLIMETERS

Specimen Identification

Specimen Identification

MC% LL PL PI Cc

SILT OR CLAY

GRADATION CURVES

1.6

0.0

1.2

%Sand %Silt %Clay

66.7

68.0

53.0

%Gravel

SAND

fine

D30

D60

U.S. SIEVE NUMBERS

20161410

U.S. SIEVE OPENING IN INCHES HYDROMETER

B-1

B-1

B-2

2.0'

4.5'

4.5'

2.0'

4.5'

4.5'

B-1

B-1

B-2

1/2

13 23

P E R C E N T

F I N E R

B Y

W E I G H T

SILTY, CLAYEY SAND

3/8

19.00

4.75

19.00

0.12

0.11

0.10

Classification Cu

D100

6 70504

GRAVEL

fine

COBBLES

coarse

31.7

32.0

45.8

5/6/21 Bowman Airport Commercial Hangar; Bowman, NDPROJECT AET JOB NO.

DATE

P-0002413

AMERICAN

Tested By: Jim Frey

CONSOLIDATION TEST REPORT

P e rc e n t S tr a in

Applied Pressure - psf 100 1000 10000

Water Added

MATERIAL DESCRIPTION USCS AASHTO

Preparation Process:

Condition of Test:

Project No. Client: Remarks:

Project:

Source of Sample: B-1 Depth: 4.5 Checked By:

American Engineering Testing, Inc.

Gillette, WY

Title:

Brown Silty Sand

2.65 550 106.4 101.3 14.9 % 20.6 % 71.2 % 100.0 % 0.555 0.406 in-situ ASTM D 169 0.0

ASTM D 2435 Method C

LL PI

Sp. Overburden Dry Dens. (pcf) Moisture Saturation Void Ratio Pc CcGr. (psf) Init. Final Init. Final Init. Final Init. Final (psf)

D2435 Cs

Swell Press. Swell Method (psf) %

P-0002413 Brosz Engineering, Inc.

Bowman Airport Commercial Hangar

Harvey Fitzgerald Geotechnical Engineer

Tested By: Jim Frey

CONSOLIDATION TEST REPORT

P e rc e n t S tr a in

-1

-2

Applied Pressure - psf 100 1000 10000

Water Added

MATERIAL DESCRIPTION USCS AASHTO

Preparation Process:

Condition of Test:

Project No. Client: Remarks:

Project:

Source of Sample: B-2 Depth: 7 Checked By:

American Engineering Testing, Inc.

Gillette, WY

Title:

Brown Silty Clayey Sand

2.65 906 111.7 110.6 15.9 % 17.0 % 87.3 % 100.0 % 0.481 0.368 in-situ ASTM D 785 0.7

ASTM D 2435 Method C

LL PI

Sp. Overburden Dry Dens. (pcf) Moisture Saturation Void Ratio Pc CcGr. (psf) Init. Final Init. Final Init. Final Init. Final (psf)

D2435 Cs

Swell Press. Swell Method (psf) %

P-0002413 Brosz Engineering, Inc.

Bowman Airport Commercial Hangar

Harvey Fitzgerald Geotechnical Engineer