GM 24-20 WY NPS YELL 2019(1) Roosevelt Lodge Parking Subsurface Investigation Results Memo.pdf

158377846

M E M O R A N D U M Western Federal Lands Highway Division

610 E. Fifth Street Vancouver, WA 98661

DATE: May 5, 2020

TO: Connie Kratovil Project Manager

FROM: Eric Lim Sr. Geotechnical Engineer

SUBJECT: Geotechnical Memo GM 24-20 Subsurface Investigation Results Memo Roosevelt Lodge Parking Lot

WY NPS YELL 2019(1)

Yellowstone National Park, Park County, Wyoming

This memorandum presents the results of the subsurface investigation for the above-referenced project. Subgrade drilling and sampling was performed on May 7, 2019 in the approximate locations shown on Figure 1 – Boring Locations Map. Laboratory testing was performed on select soil samples at the WFLHD Materials Laboratory in Vancouver, Washington. The results of the laboratory testing and boring logs are attached.

For question regarding this memorandum, please contact Eric Lim at 360-619-7826 or eric.lim@dot.gov.

Attachments: Figure 1 - Boring Locations Map Description Terminology for Boring Logs

Boring Logs RL19-01 to RL19-05 Laboratory Test Results

CC: Lucas Jimenez, Highway Design Engineer Megan Chatfield, Materials Engineer Geotechnical File

Western Federal Lands Highway Div ision 610 East Fifth Street Vancouv er, WA 98661

Project No. BORING LOCATIONS MAP FigureWY NPS YELL 2019(1) Scale

Roosevelt Lodge Parking Lot 1 None File Name:

Roosevelt Lodge Fig 1 Date:

MAY 2020

N

Map data: Google, 2019

10/04/2018

SOIL CLASSIFICATION CHART

Criteria for Assigning Group Symbols and Group Name Using Laboratory TestsA Group

Symbol Group NameB

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 E

Cu ≥ 4 and 1 ≤ Cc ≤ 3C GW Well-graded GRAVEL D

Cu < 4 and/or 1 > Cc > 3 C GP Poorly-graded GRAVEL D

GRAVELS with fines More than 12% fines E

Fines classify as ML or MH GM Silty GRAVEL D,F Fines classify as CL or CH GC Clayey GRAVEL D,F

SANDS

Less than 50% retained on No. 4 Sieve

Clean SANDS Less than 5% fines I

Cu ≥ 6 and 1 ≤ Cc ≤ 3 C SW Well-graded SAND H

Cu < 6 and/or 1 > Cc > 3 C SP Poorly-graded SAND H

SANDS with fines More than 12% fines I

Fines classify as ML or MH SM Silty SAND F,H Fines classify as CL or CH SC Clayey SAND F,H

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 the “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 Liquid limit – not dried < 0.75 OL Organic CLAY K,L,M,N

Organic SILT K,L,M,O

SILTY 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 Liquid limit – not dried < 0.75 OH Organic CLAY K,L,M,P

Organic SILT K,L,M,Q

HIGHLY ORGANIC

SOILS Primarily organic matter, dark in color, and organic odor PT PEAT A Based on material passing the 3-inch sieve.

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

C Cu = D60/D10 Cc = (D30)2 / (D10 x D60) D If soil contains ≥15% sand, add “with sand” to group name.

E 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

F If fines classify as CL-ML, use dual symbol GC-GM or SC-SM G If fines are organic, add “with organic fines” to group name.

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

I Sand 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 J If Atterberg limits plot in hatched 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 beginning of group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to beginning of 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.

APPARENT DENSITY OF COARSE-

GRAINED SOIL

SPT N-value (blows per foot) Apparent Density

0 to 4 Very Loose

5 to 10 Loose

11 to 30 Medium Dense

31 to 50 Dense

> 50 Very Dense

CONSISTENCY OF

FINE-GRAINED SOIL

SPT N-value (blows per foot) Consistency

0 to 1 Very Soft

2 to 4 Soft

5 to 8 Firm

9 to 15 Stiff

16 to 30 Very Stiff

> 30 Hard

SOIL STRUCTURE TERMS

Stratified Alternating layers of varying material or color with layers > 1/4 inch (6 mm), note thickness and inclination.

Laminated(1) Alternating layers of varying material or color with layers < 1/4 inch (6 mm), note thickness and inclination.

Fissured(1) Breaks along definite planes of fracture with little resistance to fracturing.

Slickensided(1) Fracture planes appear polished or glossy, sometimes striated.

Blocky(1) Cohesive soil that can be broken down into smaller angular lumps which resists further breakdown.

Disrupted Soil structure is broken and mixed. Infers that material has moved substantially -landslide debris.

Homogeneous Same color and appearance throughout.

Lensed Inclusion of small pockets of different soil, such as small lenses of sand scattered through a mass of clay; < 1/4 inch (6 mm) note thickness.

(1) Do not use laminated, fissured, slickensided, or blocky for coarse-grained soils.

Descriptive Terminology for Boring Logs

Field descriptions of borings are based on the FLH Soil and Rock Description and Identification Guidelines that generally follow the Visual-Manual Procedure (ASTM D 2488). The soil classifications shown on the boring logs are based on laboratory tests (ASTM D 2487) when the two-letter group symbol follows the group name in parenthesis.

Standard Penetration Test (SPT): the SPT consists of driving a 2 in (50 mm) O.D. split barrel sampler a depth of 18 in (450 mm) or 24 in (600 mm) using a 140 lb (63.6 kg) hammer with a 30 in (750 mm) drop. The blow count is the number of blows recorded for each 6 inch (50 mm) increment.

The N-value is the total number of blows for the second and third increments. Note that the N-values shown on the boring logs do not include any corrections for non-standard sampler size, hammers, drill rods, etc.

ANGULARITY OF

COARSE-GRAINED SOILS

Angular

Sharp edges and relatively plane sides with unpolished surfaces

Subangular

Similar to angular description, but with rounded edges

Subrounded

Nearly plane sides, but will have well-rounded corners and edges.

Rounded

Smoothly curved sides and no edges

PARTICLE SIZE OF COARSE-GRAINED SOILS

Component Grain Size Limits

Boulders > 12” (> 300 mm)

Cobbles 3 – 12” (75 – 300 mm)

Coarse Gravel 3/4 - 3" (19 - 75 mm)

Fine Gravel #4 Sieve - 3/4" (4.75 - 19 mm)

Coarse Sand #10 - #4 Sieve (2.00 - 4.75 mm)

Medium Sand #40 - #10 Sieve (0.425 - 2.00 mm)

Fine Sand #200 - #40 Sieve (0.075 - 0.425 mm)

10/04/2018

GRAIN/CRYSTAL SIZE FOR ROCKS (MODIFIED AFTER WENTWORTH, 1972)

Grain Size Description Criteria Less than 0.003 inches (<0.075 mm)

Very fine grained Cannot be distinguished by unaided eye. Few to no mineral grains are visible with a hand lens.

0.003 to 0.02 inches (0.075 to 0.425 mm) Fine grained

Few grain/crystal boundaries are visible; grains can be distinguished with difficulty by the unaided eye but can be somewhat distinguished by hand lens.

0.02 to 0.08 inches (0.425 to 2 mm) Medium grained Most grain/crystal boundaries are visible; grains distinguishable by eye and with the aid of a hand lens.

0.08 to 0.2 inches

(2 to 4.75 mm) Coarse grained Grain/crystal boundaries are visible; grains distinguishable with the naked eye and hand lens.

Greater than 0.2 inches

(>4.75 mm)

Very coarse grained

Grain/crystal boundaries are Clearly visible; grains are distinguishable with the naked eye.

GRAIN SHAPE (FOR SEDIMENTARY ROCKS)

Description Characteristic

Angular Showing very little evidence of wear. Grain edges and corners are sharp. Secondary corners are numerous and sharp.

Subangular

Showing definite effects of wear. Grain edges and corners are slightly rounded off. Secondary corners are slightly less numerous and slightly less sharp than in angular grains.

Subrounded Showing considerable wear. Grain edges and corners are rounded to smooth curves. Secondary corners are reduced greatly in number and highly rounded.

Rounded Showing extreme wear. Grain edges and corners are smoothed off the broad curves. Secondary corner are few in number and rounded.

Well-rounded Completely worn. Grain edges or corners are not present. No secondary edges or corners are present. DEGREE OF WEATHERING

Term Description Grade

Fresh No visible sign of rock material weathering; slight discoloration on major discontinuity surface is possible. I

Slightly Weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All rock material may be discolored by weathering and the external surface may be somewhat weaker than in its fresh condition.

II

Moderately Weathered

Less than half the rock material is decomposed and/or disintegrated to a soil.

Fresh or discolored rock is present either as a discontinuous framework or as corestones. A minimum 2-inch (50 mm) diameter sample cannot be broken readily by hand across the rock fabric.

III

Highly Weathered

More than half of the rock is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.

A minimum 2-inch (50 mm) diameter sample can be broken readily by hand across the rock fabric.

IV

Completely Weathered

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Material can be granulated by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

V

Residual Soil

All rock material is converted to soil. The mass structure and material fabric are destroyed but the apparent structure remains intact. There may be a large change in volume, but the soil has not been significantly transported. Material can be easily broken-down by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

VI

RELATIVE STRENGTH OF SOIL INFILLING (ISRM, 1978 & 1981)

Grade Description Field Identification Approximate

Uniaxial Compressive

Strength

S1 Very Soft Easily penetrated several inches by fist

<3.5 psi (<25 kPa)

S2 Soft Easily penetrated severl inches by thumb

3.5 - 7 psi (25 - 50 kPa)

S3 Firm

Can be penetrated several inches by thumb with moderate effort

7 - 14.5 psi (50 - 100 kPa)

S4 Stiff

Readily indented by thumb but penetrated only with great effort

14.5 - 36 psi (100 - 250 kPa)

S5 Very Stiff Readily indented by thumbnail

36 - 72.5 psi (250 - 500 kPa)

S6 Hard Indented with difficulty by thumbnail

>72 psi (>500 kPa)

RELATIVE STRENGTH OF INTACT ROCK SPECIMENS (ISRM, 1978 &1981)

Grade Description Field Indentificaiton Approximate Uniaxial Compressive Strength

R0 Extremely Weak Rock Specimen can be indented by thumbnail 35 - 150 psi

(250 - 1,000 kPa)

R1 Very Weak Rock

Specimen crumbles under sharp blow with point of geological hammer, and can be peeled with a pocket knife.

150 - 725 psi (1,000 - 5,000 kPa)

R2 Weak Rock Shallow cuts or scrapes can be made in a specimen with a pocket knife. A firm blow with a geological hammer point creates shallow indents.

725 - 3,500 psi (5,000 - 25,000 kPa)

R3 Medium Strong Rock

Specimen cannot be scraped or cut with a pocket knife.

Specimen can be fractured with a single firm blow with a geologic hammer point.

3,500 - 7,250 psi (25,000 - 50,000 kPa)

R4 Strong Rock Specimen requires more than one firm blow of the geologic hammer point to fracture.

7,250 - 14,500 psi (50,000 - 100,000 kPa)

R5 Very Strong Rock

Specimen requires many firm blows from the hammer end of the geologic hammer to fracture.

14,500 - 36,250 psi (100,000 - 250,000 kPa)

R6 Extremely Strong Rock

Specimen can only be chipped with firm blows from the hammer end of the geologic hammer.

>36,250 psi (>250,000 kPa)

JRC RANGES (ISRM, 1978 &1981)

DISCONTINUITY CONDITION (ISRM, 1978, 1981)

Condition Description

Excellent Condition

Very rough surfaces, no separation, hard discontinuity wall (>R2).

Good Condition

Slightly rough surfaces, separation less than ~0.04 inches (1 mm), hard discontinuity wall (>R2).

Fair Condition

Slightly rough surface, separation greater than ~0.04 inches (1 mm), soft discontinuity wall (<R3).

Poor Condition

Slickensided surfaces, or soft gouge less than ~0.2 inches (5 mm) thick, or open discontinuities between ~0.4 and 0.2 inches (1 to 5 mm).

Very Poor Condition

Soft gouge greater than ~0.2 inches (5 mm), or open discontinuities greater than ~0.2 inches (5 mm).

DISCONTINUITY SPACING (INCLUDES

JOINTS/FRACTURES, BEDDING, AND FAULTS

Description Spacing of Discontinuity Extremely Widely

Spaced >20 feet (>6 m)

Very Widely Spaced

~6 to 20 feet (2 to 6 m)

Widely Spaced ~2 to 6 feet (600 mm to 2 m)

Moderately Spaced

~8 inches to 2 feet (200 to 600 mm)

Closely Spaced ~2 to 8 inches (60 to 200 mm)

Very Closely Spaced

~3/4 to 2 inches (20 to 60 mm)

Extremely Closely Spaced

<3/4 inches (<20 mm)

𝑅𝑅𝑅𝑅𝑅𝑅 (%) =

𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑆𝑆𝑜𝑜𝑆𝑆𝐿𝐿𝑆𝑆 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑖𝑖𝐿𝐿 𝑝𝑝𝑖𝑖𝐿𝐿𝑝𝑝𝐿𝐿𝑝𝑝 > 4 𝑖𝑖𝐿𝐿𝑝𝑝ℎ𝐿𝐿𝑝𝑝 (100 𝑚𝑚𝑚𝑚)

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿

𝑥𝑥 100

𝐹𝐹𝐹𝐹 =

𝑁𝑁𝑆𝑆𝑚𝑚𝑁𝑁𝐿𝐿𝐶𝐶 𝑜𝑜𝑜𝑜 𝐿𝐿𝑇𝑇𝐿𝐿𝑆𝑆𝐶𝐶𝑇𝑇𝑇𝑇 𝑜𝑜𝐶𝐶𝑇𝑇𝑝𝑝𝐿𝐿𝑆𝑆𝐶𝐶𝐿𝐿𝑝𝑝

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝑇𝑇𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑝𝑝𝑜𝑜𝐶𝐶𝐿𝐿 𝐶𝐶𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆 (𝑜𝑜𝐿𝐿𝐿𝐿𝐿𝐿)

𝐶𝐶𝑅𝑅 (%) = �

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿 𝑅𝑅𝐶𝐶𝑖𝑖𝑇𝑇𝑇𝑇𝐿𝐿𝑆𝑆

� ∗ 100

D ia

. S ol id S te m

A ug er

5-5-10 (11" = 61%)

4-6-18 (13" = 72%)

Fines = 12%

SG = 2.66

OC = 1.65%

Fines = 18%

SG = 2.56

OC = 2.37%

ASPHALT, mostly dense.

0.3 ft

Poorly graded GRAVEL with silt and sand, gray, moist, fine gravel, angular, non plastic, fine to coarse sand, (crushed aggregate base).

0.7 ft Silty SAND with gravel (SM), dark brown, moist, coarse gravel, subrounded, non plastic, fine to coarse sand.

Sample 24: Four buckets recovered.

2.6 ft Very hard auger grinding below 2.5'.

Poorly graded GRAVEL with silt and sand, medium dense, dark brown, moist, coarse gravel, subrounded, non plastic, fine to coarse sand, and cobbles.

Auger refusal on large cobble at 3.5'; sampled past cobble.

5 ft Bottom of borehole at 5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

RL19-01

Sheet: 1 of 1

Project Location: Yellowstone National Park, Park County, WY

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Roosevelt Lodge Parking Lot D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

/5 /2

:3

C

:\P W

-W O

R K

\D

\W

Y P

R A

Y E

LL

(3

R

O O

S E

V E

LT

L

O G

S _P

R E

P A

R E

D

-9 -1

9.

G

P J

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: --- At Completion: ---

Subgrade boring.

Latitude: 44.91454275° Longitude: -110.4163534° Datum: WGS84

Weather: Rain/snow to cloudy.

Date Started: 5/7/19 Date Completed: 5/7/19 Driller/Company: Chris Paterson/Haz-Tech

Hammer Efficiency: 82.2 % Logger/Company: H. Ross, EIT/American Geotechnics

Drill CME-850 Hammer Type: 140 lbs Automatic

NP

NP

G ra ph ic

L og

D ia

. S ol id S te m

A ug er

1-4-4 (15" = 83%)

2-4-6 (10" = 56%)

Fines = 44%

SG = 2.47

OC=9.59%

Fines = 10%

SG = 2.57

OC=1.72%

Highly organic topsoil and roots, dark brown, moist.

0.4 ft Silty SAND with gravel (SM), dark brown, moist, non plastic, fine to medium sand, trace fine gravel, organics and roots present.

Sample 18: One bucket recovered.

Driller notes increasing gravel 1' to 1.5'.

1.5 ft Poorly graded GRAVEL with silt and sand (GP-GM), loose, brown, moist, coarse gravel, subrounded, non plastic, fine to coarse sand.

Sample 19: Three buckets recovered.

6.5 ft Bottom of borehole at 6.5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

RL19-02

Sheet: 1 of 1

Project Location: Yellowstone National Park, Park County, WY

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Roosevelt Lodge Parking Lot D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

/5 /2

:3

C

:\P W

-W O

R K

\D

\W

Y P

R A

Y E

LL

(3

R

O O

S E

V E

LT

L

O G

S _P

R E

P A

R E

D

-9 -1

9.

G

P J

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: --- At Completion: ---

Roosevelt Lodge parking lot subgrade boring.

Latitude: 44.91439876° Longitude: -110.4168089° Datum: WGS84

Weather: Rain/snow to cloudy.

Date Started: 5/7/19 Date Completed: 5/7/19 Driller/Company: Chris Paterson/Haz-Tech

Hammer Efficiency: 82.2 % Logger/Company: H. Ross, EIT/American Geotechnics

Drill CME-850 Hammer Type: 140 lbs Automatic

NP

NP

G ra ph ic

D ia

. S ol id S te m

A ug er

1-2-3 (6" = 33%)

9-11-9 (13" = 72%)

Fines = 23%

SG = 2.58

OC=2.32%-2.68%

Highly organic topsoil and roots, dark brown, moist.

0.5 ft Silty SAND with gravel (SM), dark brown, moist, coarse sand, subrounded, non plastic, fine to coarse gravel, trace of organics to 5'.

Sample 13: One bucket recovered.

2.5 ft Sandy SILT, loose, dark brown, moist, non plastic to low plasticity, fine to coarse sand, some fine to coarse gravel.

Sample 14: Three buckets recovered.

Driller notes increased grinding at approximately 5'.

5.2 ft

Poorly graded GRAVEL with silt and sand, medium dense, brown, moist, coarse gravel, subrounded, non plastic, fine to medium sand.

6.5 ft Bottom of borehole at 6.5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

RL19-03

Sheet: 1 of 1

Project Location: Yellowstone National Park, Park County, WY

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Roosevelt Lodge Parking Lot D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

/5 /2

:3

C

:\P W

-W O

R K

\D

\W

Y P

R A

Y E

LL

(3

R

O O

S E

V E

LT

L

O G

S _P

R E

P A

R E

D

-9 -1

9.

G

P J

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: --- At Completion: ---

Roosevelt Lodge parking lot subgrade boring. Moved approximately 50' E of staked location due to utility concerns.

Latitude: 44.91361809° Longitude: -110.4156428° Datum: WGS84

Weather: Rain/snow to cloudy.

Date Started: 5/7/19 Date Completed: 5/7/19 Driller/Company: Chris Paterson/Haz-Tech

Hammer Efficiency: 82.2 % Logger/Company: H. Ross, EIT/American Geotechnics

Drill CME-850 Hammer Type: 140 lbs Automatic

NP

G ra ph ic

D ia

. S ol id S te m

A ug er

2-8-4 (8" = 44%)

3-4-3 (5" = 28%)

Fines = 17%

SG = 2.56

OC=3.76%

Fines = 16%

SG = 2.56

OC-3.49%

Highly organic topsoil and roots, dark brown, moist.

0.4 ft Silty SAND with gravel, dark brown, moist, coarse sand, subrounded, non plastic, fine to coarse gravel, trace of organics.

0.8 ft Well graded SAND with silt and gravel (SW-SM), dark brown, moist, subrounded, non plastic, trace of organics.

Sample 8: Two buckets recovered.

2.5 ft Poorly graded GRAVEL with silt and sand, medium dense, dark brown, moist, coarse gravel, subrounded, non plastic, fine to coarse sand, subrounded cobbles to 4" present in cuttings.

Sample 9: Three buckets recovered.

Sample 10: As above except loose, with isolated increased non-plastic to low plasticity fines.

6.5 ft Bottom of borehole at 6.5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

RL19-04

Sheet: 1 of 1

Project Location: Yellowstone National Park, Park County, WY

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Roosevelt Lodge Parking Lot D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

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Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: --- At Completion: ---

Roosevelt Lodge parking lot subgrade boring.

Latitude: 44.91305799° Longitude: -110.4153098° Datum: WGS84

Weather: Rain/snow to cloudy.

Date Started: 5/7/19 Date Completed: 5/7/19 Driller/Company: Chris Paterson/Haz-Tech

Hammer Efficiency: 82.2 % Logger/Company: H. Ross, EIT/American Geotechnics

Drill CME-850 Hammer Type: 140 lbs Automatic

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A ug er

1-8-11 (11" = 61%)

Fines = 18%

SG = 2.54

OC=3.21%-2.39%

Silty SAND with gravel (SM), dark brown, moist, coarse sand, subrounded, non plastic, fine to coarse gravel, trace of organics to 2.5'.

Sample 3: Three buckets recovered.

2.5 ft Driller notes change in drill action at about 2.5'.

Poorly graded SAND with silt, tan, moist, coarse sand, subrounded, non plastic, trace fine to coarse gravel.

Very hard auger grinding below 3.2'.

3.2 ft

Silty GRAVEL with sand, dark brown, moist, coarse gravel, subrounded, non plastic, fine to coarse sand, subrounded cobbles to 4" present in cuttings.

Sample 5: Two buckets recovered.

6.5 ft Bottom of borehole at 6.5 ft.

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Field Blow Count (Recovery)No.

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Test Results

SAMPLE

RL19-05

Sheet: 1 of 1

Project Location: Yellowstone National Park, Park County, WY

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Roosevelt Lodge Parking Lot D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

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F H

W A

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D T

/5 /2

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-W O

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(3

R

O O

S E

V E

LT

L

O G

S _P

R E

P A

R E

D

-9 -1

9.

G

P J

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: --- At Completion: ---

Roosevelt Lodge parking lot subgrade boring.

Latitude: 44.91251335° Longitude: -110.4153777° Datum: WGS84

Weather: Rain/snow to cloudy.

Date Started: 5/7/19 Date Completed: 5/7/19 Driller/Company: Chris Paterson/Haz-Tech

Hammer Efficiency: 82.2 % Logger/Company: H. Ross, EIT/American Geotechnics

Drill CME-850 Hammer Type: 140 lbs Automatic

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