Attachment_3_Geotechnical_Report.pdf

Copyright:© 2013 National Geographic Society, i-cubed

FIGURE: 1

DRAWN BY: JWJ

DATE: 6/4/2015

PROJECT: 15-054

³1 inch = 3,000 feet

MAMMOTH HOTEL

VICINITY MAP

MAMMOTH HOT SPRINGS, WY

0 1,400 2,800 4,200

Feet

P

M a m m o t h

H o t e l

G e o t e c h n i c a l

C

I M

A r c G

I S

V i c i n i t y

M a p m x d

PROJECT SITE

MAMMOTH HOTEL

MAMMOTH HOT SPRINGS, WY

FIGURE: 2

DRAWN BY: JWJ

DATE: 6/4/2015

PROJECT: 15-054

³1 inch = 2,000 feet

MAMMOTH HOTEL

GEOLOGIC MAP

MAMMOTH HOT SPRINGS, WY

0 1,000 2,000 3,000

Feet

P

M a m m o t e l

G e o t e c h n i c a l

C

I M

A r c G

I S

M a m m o t e l

G e o l o g i c

M a p m x d

PROJECT SITE

MAMMOTH HOTEL

MAMMOTH HOT SPRINGS, WY

SOURCE: "SURFICIAL GEOLOGIC MAP OF THE MAMMOTH QUADRANGLE AND PART OF THE

GARDNER QUADRANGLE, YELLOWSTONE NATIONAL PARK, WYOMING AND MONTANA" BY K.L. PIERCE, 1973

LEGEND:

trm -Travertine try - Younger Travertine pKg - Kame Deposits

FIGURECivil Engineering

Geotechnical Engineering

Land Surveying

32 DISCOVERY DRIVE . BOZEMAN, MT 59718

PHONE (406) 582-0221 . FAX (406) 582-5770

www.alliedengineering.com

Mammoth Hotel Borehole Locations

Mammoth Hot Springs, WY

N

FIGURECivil Engineering

Geotechnical Engineering

Land Surveying

32 DISCOVERY DRIVE . BOZEMAN, MT 59718

PHONE (406) 582-0221 . FAX (406) 582-5770

www.alliedengineering.com

MAMMOTH HOTEL GEOTECHNICAL

DRAINAGE AND BACKFILL DETAIL

Mammoth Hot Springs, WY

LIST OF APPENDICES

AAppppeennddiixx AA –– BBoorreehhoollee LLooggss

AAppppeennddiixx BB –– Laboratory Testing Results

AAppppeennddiixx CC –– USGS Earthquake Design Spectral Response

AAppppeennddiixx DD –– Hydrothermal Data Gathered by Park Geologist

AAppppeennddiixx EE –– Limitations of Your Geotechnical Report

APPENDIX A

BBoorreehhoollee LLooggss

15-054 5/27/2015 1 of 1BH-1

Refer to Site Map

6245' (approx.)

10.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mammoth Hotel

Mammoth Hot Springs, WY

Mobile B-61

NA

S1-A @

0.0' - 1.5'

(SSS)

S1-B @

2.2' - 3.7'

(SSS)

S1-C @

4.2' - 5.7'

(SSS)

S1-D @

7.0' - 8.5'

(SSS)

S1-F @

1.5' - 10.5'

(Bucket)

11.2%

{0.0' - 0.15'}: (Pavement)

Asphalt.

{0.15' - 1.5'}: (Base Course Gravel)

Dense; Gray; sandy GRAVEL;

slightly moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

16.1C-17.2C (61.0F - 63.0F)

Scan Temperature

LOG OF BORING

{1.5' - 10.5'}: (Weathered Travertine)

Loose to medium dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs;

moist.

17.8C-20.0C (64.0F - 68.0F)

Scan Temperature

Bottom Hole Temperature 69F

CO

= 10.2%

O

= 17.9%

H2S = 0%

SO2 = 0%

8.3%

7.1%

7.7%

S1-E @

9.0' -10.5'

(SSS)

8 7.9%

Energy Lab Test Results for S1-F:

- pH = 8.0

- Sulfate = 0.85 wt%

- Resistivity = 810 ohm-cm

5/26/2015 1 of 1BH-3

Refer to Site Map

6247' (approx.)

20.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mobile B-61

NA

S3-A @

0.0' - 1.5'

(SSS)

S3-B @

2.3' - 3.8'

(SSS)

S3-C @

4.3' - 5.8'

(SSS)

S3-D @

6.0' - 7.0'

(bag)

S3-E @

7.0' - 8.5'

(SSS)

26.2%

{0.0' - 1.5'}: (Organic Topsoil)

Medium stiff; very dark brown;

sandy; silty; CLAY; slightly moist.

{1.5' - 6.0'}: (Weathered Travertine)

Dense to very dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

13.0C (55.4F) Scan

Temperature

LOG OF BORING

50+

60 for

4.5"

50 for

5"

20.5C (69F) Scan Temperature

Bottom Hole Temperature =

27.2C (81F)

CO2 = 2.85%

02 = 19.7%

SO2 = 0.4 ppm

15.3%

8.7%

14.3%

8.6%

{6.0' - 7.0'}: (Buried Sediments?)

Soft; gray to dark gray; sandy

CLAY; slightly moist.

{7.0' - 20.5'}: (Weathered Travertine)

Medium dense to dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

S3-F @

9.0' - 10.5'

(SSS)

S3-G @

12.0' (Bag)

S3-I @

19.0' - 20.5'

(SSS)

82 for

8"

3.9%

3.3%

4.2%

5.1%

S3-H @

14.0' - 15.5'

(SSS)

26.7C (80.0F) Scan

Temperature

15-054

Mammoth Hotel

1 of 1BH-4

Refer to Site Map

6247' (approx.)

20.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mobile B-61

NA

S4-A @

0.0' - 1.5'

(SSS)

S4-B @

2.3' - 3.8'

(SSS)

S4-C @

4.3' - 5.8'

(SSS)

S4-D @

7.3' - 8.8'

(SSS)

15.8%

{0.0' - 0.5'}: (Organic Topsoil) soft to medium stiff; very dark brown; sandy; silty CLAY; moist.

{0.75' - 20.5'}: (Weathered Travertine)

Loose to medium dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

12.8C - 16.7C (55F - 62.0F) Scan

Temperature

LOG OF BORING

Bottom Hole Temperature

23.7C (74.7F)

CO2 = 1.07%

02 = 20.0%

SO2 = 0.0 ppm

17.6%

9.1%

8.2%

S4-E @

9.3' - 10.8'

(SSS)

S4-F @

14.0' - 15.5'

(SSS)

10.8%

8.0%

7.2%

S4-G @

19.0' - 20.5'

(SSS)

16.1C (61F) Scan Temperature

1" thick gray; soft; sandy lean

CLAY at 10.0'; very moist.

15-054

1 of 1BH-5

Refer to Site Map

6246' (approx.)

20.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mobile B-61

NA

S5-A @

0.0' - 1.5'

(SSS)

S5-B @

2.2' - 3.7'

(SSS)

S5-C @

4.2' - 5.7'

(SSS)

S5-D @

7.2' - 8.7'

(SSS)

27.0%

{0.0' - 0.75'}: (Organic Topsoil)

Loose to medium. dense; very dark brown; silty SAND; moist.

{0.75' - 20.5'}: (Weathered Travertine)

Loose to medium dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

19.4C (67.0F) Scan

Temperature

LOG OF BORING

Bottom Hole Temperature

19.4C (67F)

CO2 = 0.44%

02 = 20.1%

SO2 = 0.2 ppm

13.0%

19.9%

14.2%

S5-E @

9.2' - 10.7'

(SSS)

S5-F @

14.0' - 15.5'

(SSS)

12.7%

5.3%

12.1%

S5-G @

19.0' - 20.5'

(SSS)

12.8C - 15.6C (55F - 60.0F) Scan

Temperature

1" thick gray; soft; sandy lean

CLAY at 10.0'; very moist.

15-054

1 of 1BH-6

Refer to Site Map

6245' (approx.)

20.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mobile B-61

NA

S6-A @

0.0' - 1.5'

(SSS)

S6-B @

2.3' - 3.7'

(SSS)

S6-C @

4.3' - 5.8'

(SSS)

S6-D @

7.0' - 8.5'

(SSS)

7.9%

{0.0' - 0.15'}: (Pavement)

Asphalt

{0.15' - 20.5'}: (Weathered Travertine)

Loose to medium dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

11.1C - 11.6C (52.0F - 53.0F)

Scan Temperature

LOG OF BORING

Bottom Hole Temperature

19.5C (67F)

CO2 = 6.6%

O2 = 19.1%

SO2 = 0 ppm

H2S = 0%

16.9%

14.7%

15.0%

S6-E @

9.0' - 10.5'

(SSS)

S6-F @

14.0' - 15.5'

(SSS)

16.8%

9.0%

19.1%

S6-G @

19.0' - 20.5'

(SSS)

13.3C - 11.1C (56.0F - 52.0F)

Scan Temperature

1" thick gray; soft; sandy lean

CLAY at 10.5'; very moist.

13.0%

S6-H @

0.15' - 20.5'

(bag)

15.6C - 13.9C (60.0F - 57.0F)

Scan Temperature

16.1C - 17.2C (61.0F - 63.0F)

Scan Temperature

15-054

1 of 1BH-7

Refer to Site Map

6245' (approx.)

20.5'

Hollow Stem/Std 140lb/Split Spoon

O'Keefe Drilling (Butte, MT) RCO/AJF, AESI (Bozeman, MT)

D E

P T

H

F

T

G E

O L

O G

I C

L O

G

DESCRIPTION OF MATERIALS

S A

M P

L E

S

N

U

N C

O R

B L

O W

S F

T

M O

I S

T U

R E

C O

N T

E N

T

OTHER FIELD OR

SAMPLE INFORMATION

10.0

20.0

30.0

32 DISCOVERY DRIVE

BOZEMAN, MT 59718

FAX (406) 582-5770

PHONE (406) 582-0221

Mobile B-61

NA

S7-A @

0.0' - 1.5'

(SSS)

S7-B @

2.2' - 3.7'

(SSS)

S7-C @

4.2' - 5.7'

(SSS)

S7-D @

7.2' - 8.7'

(SSS)

10.0%

{0.0' - 0.15'}: (Pavement)

Asphalt

{0.3' - 20.5'}: (Weathered Travertine)

Loose to dense; white to pale yellow with gray and orange thermally oxidized zones;

semi-porous to porous; gravelly sand-sized calcareous sinter deposited by mineral springs; moist.

Notes:

- SSS - 2.0'' O.D. Split Spoon

Sample

- The beginning and ending depths of the individual soil layers are approximate.

LOG OF BORING

Bottom Hole Temperature not recorded

CO2 = 9.8%

O2 = 18.2%

SO2 = 0%

H2S = 0%

18.2%

9.3%

15.0%

S7-E @

9.2' - 10.7'

(SSS)

S7-F @

14.0' - 15.5'

(SSS)

13.0%

9.2%

6.4%

S7-G @

19.0' - 20.5'

(SSS)

15.0C - 13.9C 59.0F - 57.0F)

Scan Temperature

13.0%

S6-H @

0.15' - 20.5'

(bag)

16.1C - 14.4C (61.0F - 58.0F)

Scan Temperature

21.7C - 18.3C (71.0F - 65.0F)

Scan Temperature

{0.15' - 0.3'}: (Base Course)

Medium dense; clayey sandy

GRAVEL; moist.

29.4C - 23.9C (85.0F - 75.0F)

Scan Temperature

15-054

APPENDIX B

LLaabboorraattoorryy TTeessttiinngg RReessuullttss

MOISTURE CONTENT DETERMINATION (ASTM D-2216)

Project: Mammoth Hotel

Project Number: 15-054

Sample Identification:

Soil Classification:

Date Sampled: 5/26/2015

Date Tested: 5/28/2015

Tested By: AJF

Sample Identification: S1-A S1-B S1-C S1-D S1-E S3-A S3-B S3-C S3-D

Exploration Location: BH-1 BH-1 BH-1 BH-1 BH-1 BH-3 BH-3 BH-3 BH-3

Sample Depth (ft): 0.0-1.5 2.2-3.7 4.2-5.7 7.0-8.5 9.0-10.5 0.0-1.5 2.3-3.9 4.3-5.9 6.0-7.0

Container Number: RR KK SS F J H G L NN

Weight of Container: 31.49 32.09 31.03 32.23 31.71 31.74 31.82 32.17 30.92

Container + Wet Soil: 133.55 147.85 112.73 100.97 86.00 94.06 92.25 96.60 90.90

Container + Dry Soil: 123.27 139.02 107.31 96.06 82.04 81.14 84.24 91.47 83.38

Weight of Water: 10.28 8.83 5.42 4.91 3.96 12.92 8.01 5.13 7.52

Weight of Dry Soil: 91.78 106.93 76.28 63.83 50.33 49.40 52.42 59.30 52.46

Moisture Content: 11.2% 8.3% 7.1% 7.7% 7.9% 26.2% 15.3% 8.7% 14.3%

Sample Identification: S3-E S3-F S3-G S3-H S3-I S4-A S4-B S4-C S4-D

Exploration Location: BH-3 BH-3 BH-3 BH-3 BH-3 BH-4 BH-4 BH-4 BH-4

Sample Depth (ft): 7.0-8.5 9.0-10.5 12.0 14.0-15.5 19.0-20.5 0.0-1.5 2.2-3.8 4.2-5.8 7.2-8.8

Container Number: QQ LL C UU K A I OO B

Weight of Container: 31.45 31.25 31.92 31.30 31.89 32.56 31.95 31.16 31.77

Container + Wet Soil: 93.71 96.51 103.61 92.56 111.91 98.15 98.63 79.66 87.83

Container + Dry Soil: 88.78 94.08 101.32 90.08 108.04 89.18 88.66 75.63 83.57

Weight of Water: 4.93 2.43 2.29 2.48 3.87 8.97 9.97 4.03 4.26

Weight of Dry Soil: 57.33 62.83 69.40 58.78 76.15 56.62 56.71 44.47 51.80

Moisture Content: 8.6% 3.9% 3.3% 4.2% 5.1% 15.8% 17.6% 9.1% 8.2%

Reviewed By:

32 Discovery Drive Bozeman, MT 59718

Phone (406) 582-0221 Fax (406) 582-5770

Moisture Content Determinations

Craig R. Madson

Project Number: 15-054

Sample Identification:

Soil Classification:

Date Sampled: 5/26/2015

Date Tested: 5/28/2015

Tested By: AJF

Sample Identification: S4-E S4-F S4-G S5-A S5-B S5-C S5-D S5-E S5-F

Exploration Location: BH-4 BH-4 BH-4 BH-5 BH-5 BH-5 BH-5 BH-5 BH-5

Sample Depth (ft): 9.2-10.8 14.0-15.5 19.0-20.5 0.0-1.5 2.2-3.7 4.2-5.7 7.2-8.7 9.2-10.7 14.0-15.5

Container Number: D DD E TT JJ MM W U V

Weight of Container: 31.88 31.35 31.80 31.04 32.16 31.17 51.22 52.21 51.00

Container + Wet Soil: 101.98 82.93 83.48 93.62 84.35 104.60 127.10 130.25 129.37

Container + Dry Soil: 95.15 79.09 80.01 80.30 78.34 92.43 117.64 121.43 125.40

Weight of Water: 6.83 3.84 3.47 13.32 6.01 12.17 9.46 8.82 3.97

Weight of Dry Soil: 63.27 47.74 48.21 49.26 46.18 61.26 66.42 69.22 74.40

Moisture Content: 10.8% 8.0% 7.2% 27.0% 13.0% 19.9% 14.2% 12.7% 5.3%

Sample Identification: S5-G S6-A S6-B S6-C S6-D S6-E S6-F S6-G S6-H

Exploration Location: BH-5 BH-6 BH-6 BH-6 BH-6 BH-6 BH-6 BH-6 BH-6

Sample Depth (ft): 19.0-20.5 0.0-1.5 2.3-3.8 4.3-5.8 7.0-8.5 9.0-10.5 14.0-15.5 19.0-20.5 Auger Trip

Container Number: O M Z R HH EE BB P AA

Weight of Container: 49.03 51.16 49.56 51.20 48.41 49.46 48.75 49.42 49.89

Container + Wet Soil: 102.63 123.28 146.80 125.92 110.43 101.75 114.50 99.47 137.91

Container + Dry Soil: 96.85 118.03 132.72 116.32 102.33 94.23 109.09 91.46 127.78

Weight of Water: 5.78 5.25 14.08 9.60 8.10 7.52 5.41 8.01 10.13

Weight of Dry Soil: 47.82 66.87 83.16 65.12 53.92 44.77 60.34 42.04 77.89

Moisture Content: 12.1% 7.9% 16.9% 14.7% 15.0% 16.8% 9.0% 19.1% 13.0%

Reviewed By:

32 Discovery Drive Bozeman, MT 59718

Phone (406) 582-0221 Fax (406) 582-5770

Project Number: 15-054

Sample Identification:

Soil Classification:

Date Sampled: 5/26/2015

Date Tested: 5/28/2015

Tested By: AJF

Sample Identification: S7-A S7-B S7-C S7-D S7-E S7-F S7-G S7-H

Exploration Location: BH-7 BH-7 BH-7 BH-7 BH-7 BH-7 BH-7 BH-7

Sample Depth (ft): 0.0-1.5 2.2-37 4.2-5.7 7.2-8.7 9.2-10.7 14.0-15.5 19.0-20.5 Auger Trip

Container Number: KK RR F SS NN J LL G

Weight of Container: 32.08 31.47 32.21 31.03 30.91 31.69 31.29 31.82

Container + Wet Soil: 94.17 91.26 94.19 59.06 73.13 86.09 93.56 85.47

Container + Dry Soil: 88.53 82.06 88.93 55.40 68.28 81.50 89.83 79.29

Weight of Water: 5.64 9.20 5.26 3.66 4.85 4.59 3.73 6.18

Weight of Dry Soil: 56.45 50.59 56.72 24.37 37.37 49.81 58.54 47.47

Moisture Content: 10.0% 18.2% 9.3% 15.0% 13.0% 9.2% 6.4% 13.0%

Sample Identification:

Exploration Location:

Sample Depth (ft):

Container Number:

Weight of Container:

Container + Wet Soil:

Container + Dry Soil:

Weight of Water:

Weight of Dry Soil:

Moisture Content:

Reviewed By:

32 Discovery Drive Bozeman, MT 59718

Phone (406) 582-0221 Fax (406) 582-5770

Civil Engineering ● Geotechnical Engineering ● Land Surveying ● Construction Services

Corporate Office North Dakota Office 32 Discovery Drive

Bozeman, MT 59718 Ph: (406) 582-0221

Fax: (406) 582-5770

299 Prairie Drive PO Box 1251

Stanley, ND 58784 Ph: (701) 628-0221 www.alliedengineering.com

TRAVERTINE SOLUBILITY TEST

INTRODUCTION:

Geotechnical explorations at the Mammoth Hotel in Mammoth Hot Springs, Wyoming, confirmed the underlying geology in the area is comprised of hydrothermal deposits of decomposed travertine. Travertine is a calcium carbonate precipitate formed as heated groundwater saturated with calcium and bicarbonate rises to the surface. These deposits are water-soluble and can dissolve in the presence of irrigation water, roof drainage, snowmelt, and other storm water runoff. This presents a problem for building a structure on the travertine deposits because sinkholes can form and collapse below structures, causing damage to the buildings.

PURPOSE:

The purpose of this experiment is to attempt to determine what rate the travertine dissolves at when exposed to a running source of water.

PROCEDURE:

1) A bulk sample of travertine acquired while drilling the exploration borings was washed through the #200 sieve. The sample was washed through the #200 sieve to filter out fine particles that would otherwise wash through while testing rather than dissolving.

2) The sample was dried overnight to get a dry-weight measurement.

3) A steady flow rate of the sink was measured using cold water.

4) A tray was filled to the top with water and the travertine sample in the #200 sieve was placed in the tray. This was placed under the measured steady flow rate to circulate the water to help dissolve the travertine. The sieve was propped up slightly from the bottom of the tray to ensure water would flow out the bottom of the sieve.

5) The travertine sample was allowed to soak in water overnight with the steady flow rate washing over it.

6) The next morning, the sample was taken out of the water and dried out completely and re-weighed.

7) The process was repeated with the same sample at a higher flow rate.

DATA:

Sample Sieve Dry Wt + Volume of Flow Start End End Dry Wt +

# Wt (g) Sieve Wt (g) Water (mL) Time (s) Time Time Sieve Wt (g)

1 969.4 1766.8 1000 90 3:50 PM 6:30 AM 1764.7

2 969.4 1764.7 1000 40 4:15 PM 8:00 AM 1763.7

Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770

Stanley Office . 299 Prairie Drive . PO Box 1251 . Stanley, North Dakota 58784 . Stanley Ph: (701) 629-0245

ANALYSIS:

Sample Flow Time Change % Loss Loss per Loss per

# Rate (mL/s) Exposed (h) in Wt (g) Hour (g/h) Flow (g/mL/s)

1 11.11 14.67 2.1 0.263 0.143 0.189

2 25.00 15.75 1.0 0.126 0.063 0.040

The first trial saw more travertine dissolve than when the sample was run a second time. This could be due to fines washing out (if they didn’t wash through the #200 sieve when the sample was prepared) or it could be due to the fines dissolving more quickly. Another important note is that the water chemistry for the testing wasn’t taken into account. For example, rain water is more acidic than well water and well water is what was used for the test. Rain water is the water that would be expected to be in contact with the travertine due to runoff from storms.

CONCLUSIONS:

In the long term, dissolving of the travertine could potentially be an issue. During construction, it is critical to prevent water from infiltrating the travertine. Also, special care should be taken to prevent runoff from infiltrating the travertine after construction is complete.

P:\2015\15-054 Mammoth Hotel Geotechnical\05 Design\Geotech\Lab Testing\TRAVERTINE SOLUBILITY TEST.docx

ANALYTICAL SUMMARY REPORT

The analyses presented in this report were performed by Energy Laboratories, Inc., 1120 S 27th St., Billings, MT 59101, unless otherwise noted. Any exceptions or problems with the analyses are noted in the Laboratory Analytical Report, the QA/QC Summary Report, or the Case Narrative.

The results as reported relate only to the item(s) submitted for testing.

If you have any questions regarding these test results, please call.

Lab ID Client Sample ID Collect Date Receive Date Matrix Test

Report Approved By:

B15060161-001 S1-F, Mammoth Travertine at 8 Feet (15- 054)

05/26/15 0:00 06/02/15 Soil pH, Saturated Paste Saturated Paste Extraction Resistivity of soil extract Sulfate-Geochemical

B15060161-002 Haynes Clay at 10-13 Feet (15-067)

05/27/15 0:00 06/02/15 Soil Same As Above

Allied Engineering Services Inc

Project Name: Mammoth Hotel and Haynes Administration Building

Work Order: B15060161

32 S Discovery Dr

Bozeman, MT 59718-6958

June 09, 2015

Energy Laboratories Inc Billings MT received the following 2 samples for Allied Engineering Services Inc on 6/2/2015 for analysis.

LABORATORY ANALYTICAL REPORT

Project: Mammoth Hotel and Haynes Administration Building

Client: Allied Engineering Services Inc

Report Date: 06/09/15

Prepared by Billings, MT Branch

Collection Date: 05/26/15Lab ID: B15060161-001

Client Sample ID: S1-F, Mammoth Travertine at 8 Feet (15-054) DateReceived: 06/02/15

Matrix: Soil

SATURATED PASTE EXTRACT

06/09/15 14:34 / srm0.1s.u.8.0pH, sat. paste ASAM10-3.2

CHEMICAL CHARACTERISTICS

06/04/15 08:13 / srm0.01wt%0.85Sulfate, HCL Extractable MTDOT

RESISTIVITY OF SOIL

06/09/15 14:34 / srm1ohm-cm810Resistivity, Sat. Paste Calculation

Analyses Result Units Analysis Date / ByRL Method

MCL/

QCLQualifiers

Collection Date: 05/27/15Lab ID: B15060161-002

Client Sample ID: Haynes Clay at 10-13 Feet (15-067) DateReceived: 06/02/15

Matrix: Soil

SATURATED PASTE EXTRACT

06/09/15 14:34 / srm0.1s.u.7.9pH, sat. paste ASAM10-3.2

CHEMICAL CHARACTERISTICS

06/04/15 08:14 / srm0.01wt%0.91Sulfate, HCL Extractable MTDOT

RESISTIVITY OF SOIL

06/09/15 14:34 / srm1ohm-cm1790Resistivity, Sat. Paste Calculation

Analyses Result Units Analysis Date / ByRL Method

MCL/

QCLQualifiers

Report

Definitions:

RL - Analyte reporting limit. MCL - Maximum contaminant level.

QCL - Quality control limit. ND - Not detected at the reporting limit.

Client: Allied Engineering Services Inc

Work Order: B15060161

QA/QC Summary Report

06/09/15Report Date:

Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits Qual

Prepared by Billings, MT Branch

Method: ASAM10-3.2 Batch: R244167

Lab ID: B15060161-001A DUP 06/09/15 14:34Sample Duplicate Run: MISC-SOIL_150609A pH, sat. paste 100.10 0.08.00 s.u.

Lab ID: LCS-1506091434 06/09/15 14:34Laboratory Control Sample Run: MISC-SOIL_150609A pH, sat. paste 99 90 1100.107.00 s.u.

Qualifiers:

RL - Analyte reporting limit. ND - Not detected at the reporting limit.

Work Order: B15060161

QA/QC Summary Report

06/09/15Report Date:

Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits Qual

Prepared by Billings, MT Branch

Method: Calculation Batch: R244167

Lab ID: B15060161-001A DUP 06/09/15 14:34Sample Duplicate Run: MISC-SOIL_150609A

Resistivity, Sat. Paste 501.0 3.3837 ohm-cm

Lab ID: LCS-1506091434 06/09/15 14:34Laboratory Control Sample Run: MISC-SOIL_150609A

Resistivity, Sat. Paste 109 50 1501.081.4 ohm-cm

Qualifiers:

Work Order: B15060161

QA/QC Summary Report

06/09/15Report Date:

Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits Qual

Prepared by Billings, MT Branch

Method: MTDOT Batch: R244096

Lab ID: LCS 06/04/15 08:09Laboratory Control Sample Run: MISC-SOIL_150608A

Sulfate, HCL Extractable 82 70 1300.010.29 wt%

Lab ID: MBLK1 06/04/15 08:09Method Blank Run: MISC-SOIL_150608A

Sulfate, HCL Extractable ND wt%

Lab ID: B15060161-001A DUP 06/04/15 08:13Sample Duplicate Run: MISC-SOIL_150608A

Sulfate, HCL Extractable 300.01 1.30.86 wt%

Qualifiers:

Shipping container/cooler in good condition?

Custody seals intact on all shipping container(s)/cooler(s)?

Custody seals intact on all sample bottles?

Chain of custody present?

Chain of custody signed when relinquished and received?

Chain of custody agrees with sample labels?

Samples in proper container/bottle?

Sample containers intact?

Sufficient sample volume for indicated test?

All samples received within holding time?

(Exclude analyses that are considered field parameters such as pH, DO, Res Cl, Sulfite, Ferrous Iron, etc.)

Container/Temp Blank temperature:

Water - VOA vials have zero headspace?

Water - pH acceptable upon receipt?

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

No

No

No

No

No

No

No

No

No

No

No

No

R £

R

R

R

R

R

R

R

Not Present

Not Present

Not Present

R

R

No VOA vials submitted

Not Applicable R

R

18.2°C No Ice

6/2/2015Randa Nees

FedEx Ground lg

Date Received:

Received by:

Login completed by:

Carrier name:

BL2000\jmueller

6/2/2015

Reviewed by:

Reviewed Date:

Contact and Corrective Action Comments:

Per phone conversation between Adam Fetherston and Gina McCartney, Energy Laboraotory Project Manager, analyze samples same as workorder B14110851.

Temp Blank received in all shipping container(s)/cooler(s)? Yes No£ R Not Applicable £

Lab measurement of analytes considered field parameters that require analysis within 15 minutes of sampling such as pH, Dissolved Oxygen and Residual Chlorine, are qualified as being analyzed outside of recommended holding time.

Solid/soil samples are reported on a wet weight basis (as received) unless specifically indicated. If moisture corrected, data units are typically noted as –dry. For agricultural and mining soil parameters/characteristics, all samples are dried and ground prior to sample analysis.

Standard Reporting Procedures:

Work Order Receipt Checklist

Allied Engineering Services Inc B15060161

APPENDIX C

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APPENDIX D

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YNP Geology 29 May 2015

Hydrothermal Data Gathered During Geotechnical Drilling at the Mammoth Hotel and

Haynes Administrative Building, Mammoth Hot Springs, Yellowstone National Park, 26 and 27 May 2015

Henry Heasler and Cheryl Jaworowski

Yellowstone National Park Geology Program

29 May 2015

INTRODUCTION

Geotechnical drilling was completed on 26 and 27 May 2015 for two construction projects associated with the Mammoth Hotel (Figure 1) and the Haynes Administrative Building (Figure

2). At the request of Peter Galindo, (Project Manager, Yellowstone National Park), basic hydrothermal information was gathered during the drilling of the holes.

Figure 1. Location of drill holes at Mammoth Hotel at Mammoth Hot Springs, Yellowstone

National Park. Holes were drilled 26 and 27 May 2015.

Figure 2. Location of drill holes at the Haynes Administrative Building at Mammoth Hot

Springs, Yellowstone National Park. Holes were drilled on 27 May 2015.

METHODOLOGY

YNP geology staff used a Drager X-am 7000 gas meter to measure amounts of geothermal gases in the drill holes. A 5-foot long tube was connected to the gas sensor and lowered into the drill hole. Gas measurements were taken from the five-foot depth after 5 to 10 minutes. Every morning, the Drager gas meter was calibrated in fresh air.

An Onset Computer Corporation Microstation attached to a 50-foot length thermistor probe

(accurate to ± 0.2 o C), was used to measure bottom hole temperatures in the drill holes. The 50-foot thermistor was lowered to the bottom of the hole. Temperatures were recorded after 10 to

30 minutes of the lowering of the probe. Due to disturbances in the ground temperature associated with drilling, the temperatures in Table 1 are estimated to be within 0 to 10 degrees

Fahrenheit of undisturbed ground temperatures.

RESULTS

Results of the temperature and gas measurements are presented in Table 1. Fresh air calibrations of the Drager gas meter on 27 and 28 May 2015 resulted in readings of 20.9 % oxygen, 0.30 % carbon dioxide, 0 ppm hydrogen sulfide, and 0 ppm sulfur dioxide

Table 1.

All drill holes encountered hot springs deposits, rich in carbonate minerals. The carbonate rock, travertine, is made of these carbonate minerals. The travertine had small cavities or pore spaces that were interconnected (permeability), allowing fluids such as water or gas to flow. Within the easily broken carbonate rock, the amount of interconnected pore space varied with location and depth. Additionally, there was variation in how easily the rock was broken within each drill hole. At the Haynes Administrative Building, there was travertine overlying wet muds necessitating an increase in drilling depth to 25 ft. At 19 to 20.5 feet depth, wet mud was encountered. Thus, the drillers went down an additional 5 feet and encountered moist, compacted muds. The BH4 drill hole at the Haynes Administrative Building also encountered 3 to 4 feet of wet mud between 10.5 to 14 feet depth.

Name Date Depth (ft) Temperature

(F)

Carbon

Dioxide (5)

Oxygen

Sulfur

Dioxide

(ppm)

Hotel BH1 May 27,

10.5 69 10.2 17.9 0

Hotel BH3 May 26,

20.5 81 2.85 19.7 0.4

Hotel BH4 May 26,

20.5 70 1.07 20.0 0

Hotel BH5 May 26,

20.5 63 0.440 20.2 0.2

Hotel BH6 May 26,

20.5 67 6.6 19.1 0

Hotel BH7 May 26,

20.5 9.8 18.2 0

Haynes

BH1

May 27,

20.5 56 0.040 20.9 0

Haynes

BH2

May 27,

20.5 55 0.050 20.9 0

Haynes

BH3

May 27,

25.5 57 0.030 20.9 0

Haynes

BH4

May 27,

20.5 52 0.560 20.9 0.3

DISCUSSION

The concentration of CO2 in fresh outdoor air is approximately 330 ppm (0.033%). The

Occupational Safety and Health Administration (OSHA) identifies 5000 ppm (0.5%) as the permissible exposure limit of carbon dioxide contaminant in air, over an 8-hour time-weighted average (OSHA, 2015a).

“Carbon dioxide is a colorless, odorless gas and should be treated as a material with poor warning properties. It is denser than air and high concentrations can persist in open pits and other areas below grade. The current OSHA standard is 5000 ppm as an 8-hour time-weighted average (TWA) concentration.

Gaseous carbon dioxide is an asphyxiant. Concentrations of 10% (100,000 ppm) or more can produce unconsciousness or death. Lower concentrations may cause headache, sweating, rapid breathing, increased heartbeat, shortness of breath, dizziness, mental depression, visual disturbances or shaking. The seriousness of the latter symptoms is dependent on the concentration of carbon dioxide and the length of time the individual is exposed. The response to carbon dioxide inhalation varies greatly even in healthy normal individuals.”

Holes Hotel BH1, 3, 4, 6, 7 and Haynes BH4 contained carbon dioxide gas concentrations above

OSHA’s limit for an 8-hour time-weighted average. Hole Hotel BH1 had a carbon dioxide concentration above 10%.

The OSHA Permissible Exposure Limit for sulfur dioxide is 5 ppm (OSHA, 2015b). No concentrations of sulfur dioxide measured in the ten drill holes exceeded this value.

The highest temperature measured was in Hotel BH3, 81 degrees Fahrenheit at 20.5 feet depth.

The probable cause of this elevated temperature is a nearby steam pipe tunnel that contains a section of uninsulated return steam pipe at an approximate depth of 8 to 10 feet.

All other temperatures measured in the drill holes are considered representative of the underground temperatures sampled. No temperatures indicated a close proximity to hot, hydrothermal water.

REFERENCES

OSHA, 2015a, Information on Carbon Dioxide, http://www.osha.gov/dts/hib/hib_data/hib19960605.html, web site accessed on 29 May 2015.

OSHA, 2015b, Sulfur Dioxide, https://www.osha.gov/dts/chemicalsampling/data/CH_268500.html, web site accessed on 29

May 2015.

http://www.osha.gov/dts/hib/hib_data/hib19960605.html

APPENDIX E

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LIMITATIONS OF YOUR GEOTECHNICAL REPORT

GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC

Geotechnical investigations, analyses, and recommendations are project and client specific. Each project and each client have individual criterion for risk, purpose, and cost of evaluation that are considered in the development of scope of geotechnical investigations, analyses and recommendations. For example, slight changes to building types or use may alter the applicability of a particular foundation type, as can a particular client’s aversion or acceptance of risk. Also, additional risk is often created by scope-of-service limitations imposed by the client and a report prepared for a particular client (say a construction contractor) may not be applicable or adequate for another client (say an architect, owner, or developer for example), and vice-versa. No one should apply a geotechnical report for any purpose other than that originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical reports should be made available to contractors and professionals for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed in the report.

GEOTECHNICAL CONDITIONS CAN CHANGE

Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical reports are based on conditions that existed at the time of subsurface exploration. Construction operations such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report.

GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE

The site exploration and sampling process interprets subsurface conditions using drill action, soil sampling, resistance to excavation, and other subjective observations at discrete points on the surface and in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or observed may differ from those predicted in your report. Retaining your consultant to advise you during the design process, review plans and specifications, and then to observe subsurface construction operations can minimize the risks associated with the uncertainties associated with such interpretations.

The conclusions described in your geotechnical report are preliminary because they must be based on the assumption that conditions revealed through selective exploration and sampling are indicative of actual

Allied Engineering Services, Inc. Page 2 conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork; therefore, you should retain your consultant to observe earthwork to confirm conditions and/or to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or liability for the adequacy of the report’s recommendations if another party is retained to observe construction.

EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT

Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data.

Only final exploration logs and data are customarily included in geotechnical reports. These final logs should not be redrawn for inclusion in Architectural or other design drawings, because drafters may commit errors or omissions in the transfer process.

To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to the complete geotechnical report and should be advised of its limitations and purpose. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with Allied Engineering and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes.

OWNERSHIP OF RISK AND STANDARD OF CARE

Because geotechnical engineering is much less exact than other design disciplines, there is more risk associated with geotechnical parameters than with most other design issues. Given the hidden and variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a project unless specifically transferred to another party such as a contractor, insurance company, or engineer. The geotechnical engineer’s duty is to provide professional services in accordance with their stated scope and consistent with the standard of practice at the present time and in the subject geographic area. It is not to provide insurance against geo-hazards or unanticipated soil conditions.

The conclusions and recommendations expressed in this report are opinions based our professional judgment and the project parameters as relayed by the client. The conclusions and recommendations assume that site conditions are not substantially different than those exposed by the explorations. If during construction, subsurface conditions different from those encountered in the explorations are observed or appear to be present, Allied Engineering should be advised at once such that we may review those conditions and reconsider our recommendations where necessary.

RETENTION OF SOIL SAMPLES

Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report.

If you would like to hold the samples for a longer period of time, you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself.

Mammoth Design Maps Response Spectrum