2_-_LMDT-WTP_Field_Investigation_Travel_Report_0003.pdf

CONTROLLED

U.S. Department of the Interior October 2022

2022 Investigation and Slug Testing at the LMDT – Water Treatment Plant, Leadville, Colorado – Travel Report

Leadville Mine Drainage Tunnel, Colorado Missouri Basin Region

Drilling operations at the Leadville Water Treatment Plant. (Reclamation/Cody Kelly)

Controlled by: Bureau of Reclamation, Security, Safety & Law Enforcement, Dam Safety Office Decontrol by: DO NOT DECONTROL

Mission Statements The U.S. Department of the Interior protects and manages the Nation’s natural resources and cultural heritage; provides scientific and other information about those resources; honors its trust responsibilities or special commitments to American Indians, Alaska Natives, and affiliated Island Communities.

The mission of the Bureau of Reclamation is to manage, develop, and protect water and related resources in an environmentally and economically sound manner in the interest of the American public.

2022 Investigation and Slug Testing at the LMDT – Water Treatment Plant, Leadville, Colorado – Travel Report

Leadville Mine Drainage Tunnel, Colorado Missouri Basin Region prepared by

Bureau of Reclamation Seth Joramo, Geologist Geology & Explorations Services (MB-2300) Missouri Basin Regional Office Billings, Montana iii

Contents

Travelers:

Travel Period:

Places or Offices Visited:

Background:

Site Geology:

Previous Investigations:

Purpose:

Synopsis of Trip:

Report of Findings:

DH-22-01

DH-22-02:

Summary:

References

Appendix

Appendix A – Geologic Logs Appendix B – Provo Area Office Materials Laboratory Results Appendix C – Core Photographs Appendix D – Survey Data Appendix E - FER (Field Exploration Request)

Tables Table 1: Summary of Mechanical Slug Test data Table 2: Summary of Mechanical Slug Test data Table 3: Test Well DH-22-01 Results

CONTROLLED

Travelers:

Cody Kelly, Driller, Pete Shawver, Drill Helper, Ryan Dedeker, Drill Helper, Seth Joramo, Geologist, Missouri Basin (MB) Regional Office, Geology and Exploration Services (MB-2300)

Travel Period:

March 7 - March 13, 2022

Places or Offices Visited:

Leadville Mine Drainage Tunnel Water Treatment Plant, Colorado

Background:

The Leadville Mine Drainage Tunnel (LMDT) Water Treatment Plant (WTP) is an existing facility located approximately 1.5 miles north of the town of Leadville, CO in the Rocky

Mountains of Colorado near the headwaters of the Arkansas River. The river serves as a major drinking water and agricultural water source for the central United States and offers world-class fishing and recreational activities. Therefore, both Federal and State environmental agencies maintain stringent water quality requirements for point dischargers along its route [1].

Reclamation’s LMDT WTP treats water seepage from past underground mining activities in the

Leadville area. The source water contains elevated levels of aluminum, copper, cadmium, iron, manganese, silver, and zinc. The existing WTP was commissioned in 1992 in response to the issuance of an Environmental Protection Agency (EPA) permit requiring removal of metals for discharged water. In addition to treated water, the WTP produces byproduct solids that are disposed of off-site as non-hazardous waste [1].

CONTROLLED

The existing facility is approaching its 30-year expected service life and has received few upgrades over the years and its treatment equipment is showing signs of deterioration. Aside from service life, a primary reason for replacing the existing WTP is safety issues associated with the storage of sulfuric acid within the plant. The existing facility does not comply with current building codes and therefore poses health and safety risks for operations staff as well as the surrounding community [1].

The replacement WTP will bring the facility into compliance with current codes to ensure safety of Reclamation personnel and the public. It will improve and extend plant operations and will ensure ongoing compliance with the EPA’s National Pollutant Discharge Elimination System

(NPDES) permit [1].

Site Geology:

Historical mining operations along with recent development likely altered the landscape and locally disturbed the geologic units to some degree near the WTP. The current and proposed replacement WTP is situated within Outwash Gravel of Pinedale Glaciation (Qgp). The East

Fork of the Arkansas River has dissected the glacial deposits followed by deposition of

Quaternary Alluvium (Qal) approximately 160 feet north of the plant [2].

Quaternary Alluvium (Qal) is predominantly post-glacial flood plain and terrace deposits.

Locally, glacial kettles and other glacial depressions have accumulated alluvial silts and clays.

locally, Qal is found less than 5 meters above active stream channels [2]. Qal was not encountered during this investigation.

Outwash Gravel of Pinedale Glaciation (Qgp) consists of gravel, cobbles, and boulders in a silty sand matrix. Sand lenses and sandy gravel are interbedded within this unit. Outwash terrace treads of this unit range from 3 to 10 meters above active stream channels. The outwash gravel is primarily reworked till [2]. Glacial outwash was encountered in both drill holes.

CONTROLLED

Previous Investigations:

1988 (Preconstruction Geologic Design Data)

Six Test Pits (TP-1 through TP-6) were completed at the water treatment plant site.

Test pits TP-1 and TP-4 were the only pits where all the material encountered appeared to be an undisturbed glacial moraine deposit. The materials encountered were classified as a gravelly, poorly graded sand with silt, cobbles and boulders in TP-1, and gravelly poorly graded sand with cobbles and boulders from 0 to 4.5 feet and lean clay with sand from 4.5 to 12.3 feet in TP-

4. The wet density of the poorly graded sand was 131.4 and 123.9 pounds per cubic foot (pcf), in

TP-1 and TP-4, respectively. The wet density in the lean clay in TP-4 was 128.1 pcf [3].

Excavation for test pits TP-2, TP-3, TP-5, and TP-6 encountered disturbed glacial moraine deposits (waste from tunnel excavation) from the surface to depths of up to 8 feet. Test pit TP-2 penetrated disturbed glacial deposits from the surface to 8 feet where groundwater was encountered. The material in TP-2 was classified as silty sand with gravel and cobbles. The wet density of this material was 127.4 pcf. from 3 to 4 feet and 130 pcf. from 5 to 6 feet. Test pit TP-

3 also encountered disturbed glacial deposits from the surface to 6.5 feet. The material was classified as a gravelly, silty sand with cobbles and boulders. The wet density of this material was 120.4 pcf. The test was taken over a buried corrugated metal pipe which may account for the low density of the material [3].

Test pit TP-5 encountered disturbed glacial deposits from the surface to 5 feet. This material was classified as a clayey sand with gravel and cobbles. The remainder of TP-5 encountered an undisturbed glacial moraine deposit of lean clay with sand (5 feet to 12.2 feet). The wet density of the lean clay with sand was 128.2 pcf [3].

Test pit TP-6 encountered disturbed glacial moraine deposits of gravelly, silty sand with cobbles from the surface to 1.5 feet. The remainder of the pit was an undisturbed glacial moraine deposit classified as sandy, si1ty clay from 1.5 feet to 6 feet, then lean clay with sand from 6 feet to 8.5

CONTROLLED

feet. The wet density of the sandy, silty clay was 127.7 pcf. The wet density of the lean clay with sand was 128.3 pcf [3].

2018 (Test Pits at Leadville Mine Drainage Tunnel – Water Treatment Plant)

In 2018 three test pits were completed. Two test pits, TP18-1 and TP18-2 were located outside and east of the existing perimeter fence. TP18-1 and TP18-2 were used to determine foundation conditions for the pad cut back and stem wall. TP18-3 was located just east of the existing water treatment plant in the sludge box storage yard. TP18-3 was used to determine foundation conditions of the proposed water treatment plant. Data was also used to develop an understanding of in-situ soil strength to evaluate slope stability Materials were collected from each test pit for lab testing at the TSC Concrete, Geotechnical and Structural Laboratory [4].

The in-situ subsurface appeared to be undisturbed glacial outwash in the areas the test pits were excavated. However, historical mining or development may have led to disturbance that cannot be seen or predicted in these areas. Glacial Outwash is expected to extend across the proposed construction site. The two USCS visual classifications of the glacial outwash units in the three test pits include Poorly-Graded Sand with Gravel and Silty Sand with

Gravel with approximately 50% to 60% fine to coarse sand. 3-inch to 12-inch cobbles make up 5% to 25% of the samples, by volume. In TP-18-2 there is an upper layer of alluvium with a USCS visual classification of Clayey Sand that includes approximately 60% fine to coarse sand [4].

The lab classification for the super sack sample taken in TP18-1 was Poorly-Graded Sand with Silt and Gravel (SP-SM)g. The bucket samples were lab classified as Poorly-Graded

Gravel with Silt and Sand (GP-GM)s. Sample size was too small in the bucket sample to be representative of the corresponding zone within the test pit [4].

The lab classification for the super sack sample taken in TP18-2 was Silty Sand with Gravel

(SP-SM)g. The bucket samples were lab classified as Sandy Clay with Gravel (SC)g, Silty

Sand with Gravel (SM)g, and Poorly-Graded Gravel with Silt and Sand (GP-GM)s. Sample size was too small in the bucket sample to be representative of the corresponding zone within the test pit [4].

The bucket samples collected in TP18-3 were lab classified as Silty Sand with Gravel

(SM)g. Sample size was too small in the bucket sampled to be representative of the corresponding zone within the test pit [4].

TP18-1 direct shear testing on the Poorly-Graded Sand with Silt and Gravel (SP-SM)g collected from a depth of 0.0 to 10.0 feet showed an effective stress peak friction angle equal to 44.4o and a post-post peak effective stress friction angle of 32.3o. The effective stress cohesion was assumed to be zero for remolded, free draining, coarse grained soil.

Well-defined peak drained shear stresses for this sample were fully developed between

2.8% and 3.6% relative horizontal strain. Specimens exhibited only minor volume change during shear, with two specimens contracting with less than 0.3% axial strain at failure, and one specimen dilating with less than -0.2% axial strain at failure [5].

TP18-2 direct shear testing on the Silty Sand with gravel (SM)g collected from a depth of

3.0 to 10.0 feet showed an effective stress peak friction angle equal to 38.2o and a post-peak effective stress friction angle of 33.7o. The effective stress cohesion was assumed to be zero for remolded, free-draining, coarse-grained soil. Poorly-defined, peak drain shear stresses for this sample were developed between 4.2% and 5.5% relative horizontal strain. All specimens exhibited a small amount of dilative behavior with less than -0.9% axial strain at failure [5].

Lab results of the corrosivity testing indicates there is a low probability of adverse reaction with buried structures [6].

CONTROLLED

Purpose:

The Field Exploration Request (FER) called for two bore holes to install piezometers for permeability testing. DH-22-01 and DH-22-02 are located just east of the existing WTP in the sludge box storage yard (Appendix E FER Figure #2). A 2.5-inch split spoon sampler was driven at two intervals in each boring to collect samples. Material collected from each sample interval was visually classified using the Unified Soil Classification System (USCS) and were sent for lab physical property testing at the Provo Area Office Materials Laboratory. The installed wells were tested using three mechanical slugs. The slug test data will be used to determine permeability for dewatering during construction of the foundation of the proposed WTP

(Appendix E).

Synopsis of Trip:

On March 7, 2022, MB Region drill crew mobilized to Leadville, Colorado. Drill hole DH-22-02 drilling operations began on March 8, 2022, and was installed on Thursday, March 10, 2022.

Drilling of DH-22-01 began on the afternoon of March 10, 2022. DH-22-01 was completed and the well was installed on Friday March 11, 2022. On Saturday March 12, 2022, the wells were developed and the flush mount well caps were installed. On March 13, 2022, the MB Region drill crew demobilized back to Billings, MT.

On May 31, 2022, MB Geologist S. Joramo redeveloped the two wells for mechanical slug testing. Using a Waterra pump with a Waterra surge block and foot valve, the wells were pumped for approximately 8 hours. After the 8 hours the water turbidity was not clear enough to perform slug testing. It was determined a more aggressive style of development was needed to reach required turbidity of approximately 15 nephelometric turbidity units (NTU).

On June 21, 2022, MB geologist S. Joramo returned to the WTP to develop, and slug test the two wells. Using a dual line airlift system, each well took approximately 3 hours to develop resulting

CONTROLLED

in a turbidity of less than 15 NTU. Once developed vented In-Situ Level Troll 700 transducers rated at 15 psi (35 ft.) were installed in both wells for a quiet period for approximately 16-18 hours.

On June 22, 2022, both wells were slug tested using Midwest Geoscience’s solid H(o) small, medium, and large mechanical slugs with expected displacements of small (12”), medium (18”), and large (24”). Both rising head and falling head tests are performed while mechanical slug testing. The falling head test is performed by rapidly inserting the mechanical slug until the top of the slug is below the starting water level causing displacement followed by measuring the recovery to 99-percent of the change in water level. The rising head is performed by rapidly removing the mechanical slug followed by measuring the recovery to 99-percent of the change in water level. The falling head and rising head tests were completed four times in the order of small, medium, large, and small displacements.

Report of Findings:

DH-22-01

DH-22-1 was drilled with the Atlas Copco T2W-III truck mounted drill using 5.875-inch outside diameter (OD) tricone rockbit and 6-inch inside diameter (ID) casing to drill and drive with air from 0.0 feet to a total depth of 27.0 feet. A 2.5-inch split spoon sampler was driven at 17.0 to

19.0 feet and 27.0 to 29.0 feet to collect samples for visual soil classification and standard physical properties testing. Two moisture tin samples were also collected determine moisture content. Geologic logs can be found in Appendix A and photos of the samples can be found in

Appendix C.

The sample recovered from 17.0 to 19.0 feet was visually classified as Sandy Lean Clay with

Gravel s(CL)g. It consists of approximately 50% medium plasticity fines with high dry strength, no dilatancy, and medium toughness. Approximately 35% fine to medium, predominantly fine, subrounded to subangular, hard sand. Approximately 15% hard, fine, gravel. It is light brown, CONTROLLED firm, wet, and has no reaction to HCl. The material is interpreted to be Outwash Gravel of

Pinedale Glaciation (Qgp).

17.0 to 19.0 feet LAB TEST DATA: 55.0% fines, 14.0% sand, 31.0% gravel, LL=32.9, PI=14.2, MC=10.3, Lab Classification = Gravelly Lean Clay g(CL) (Appendix B).

The sample recovered from 27.0 to 29.0 feet was visually classified Clayey Sand with gravel

(SC)g. It consists of approximately 50% fine to medium, subrounded to subangular, hard sand.

Approximately 35% fine to coarse, hard gravel. Approximately 15% medium plasticity fines with low dry strength, rapid dilatancy, and medium toughness. It is dark to light brown, firm, wet, and has no reaction to HCl.

27.0 to 29.0 feet LAB TEST DATA: 2.0% fines, 43.0% sand, 55.0% gravel, LL=NP, PI=NP, MC=9.7, Lab Classification = Poorly Graded Gravel with Sand (GP)s (Appendix B).

The 10x20 sand filter pack is installed from 15.5 to 27.0 feet. The interval from 27.0 to 29.0 feet the hole collapsed after removing the 2.5-inch split spoon drive sampler. The 0.020 slotted screen is installed from 17.7 to 25.7 feet.

A vented In-Situ Level Troll 700 rated at 15 psi (35 ft.) was installed and recorded data at intervals of 1 reading every 5 minutes for the quite period. That period lasted approximately 16 hours. Water level at the start of the test was approximately 11.8 ft. below ground surface (bgs)

(9949.9 el.). Data was recorded at 4 readings per section for testing. A total of 8 slug in/out test were completed in this well using a small, medium, and large Midwest Geosciences Soil H(o) slugs. Recovery was reached when the water level reached 99% of the change in head during displacement. Recovery time ranges from 8.25 to 18.50 seconds in all tests except test 2, rising head which had a recovery of 69.25 seconds.

Table 1: Summary of Mechanical Slug Test data with Water Level at 11.8 feet bgs (9949.9 el.)

DH-22-02:

DH-22-02 was drilled with the Atlas Copco T2W-III truck mounted drill using 5.875-inch outside diameter tricone rockbit and 6-inch inside diameter casing to drill and drive with air from

0.0 feet to a total depth of 27.1 feet. A 2.5-inch split spoon sampler was driven at 17.1 to 18.8 feet and 27.1 to 29.1 feet to collect samples for visual classification and standard physical properties testing. Two moisture tin samples were also collected determine moisture content.

Geologic logs can be found in Appendix A and photos of the samples can be found in Appendix

C.

The sample recovered from 17.1 to 18.8 feet was visually classified as Silty Sand with Gravel

(SM)g. It has approximately 75% fine to coarse, subrounded to subangular, hard sand.

Approximately 15% nonplastic fines with low dry strength, rapid dilatancy, and low toughness.

Approximately 10% fine to coarse hard gravel. It is dark to light brown, firm, wet, and has no reaction to HCl. The material is interpreted to be Outwash Gravel of Pinedale Glaciation (Qgp).

17.1 to 18.8 feet LAB TEST DATA: 4.0% fines, 60.0% sand, 36.0% gravel, LL=NP, PI=NP, MC=11.6, Lab Classification = Poorly Graded Sand with Gravel (SP)g (Appendix B).

The sample recovered from 27.1 to 29.1 feet was visually classified Silty Sand with Gravel

(SM)g. It has approximately 80% fine to coarse, subrounded to subangular, hard sand.

CONTROLLED

Approximately 15% fine to coarse hard gravel. Approximately 5% nonplastic fines with low dry strength, rapid dilatancy, and low toughness. It is dark to light brown, firm, wet, and has no reaction to HCl.

27.1 to 29.1 feet LAB TEST DATA: 3.0% fines, 58.0% sand, 39.0% gravel, LL=NP, PI=NP, MC=10.2, Lab Classification = Poorly Graded Sand with Gravel (SP)g (Appendix B).

The 10x20 sand filter pack is installed from 15.5 to 27.1 feet. The interval from 27.1 to 29.1 feet collapsed after removing the 2.5-inch split spoon drive sampler. The 0.020 slotted screen is installed from 17.5 to 25.5 feet.

A vented In-Situ Level Troll 700 rated at 15 psi (35 ft.) was installed and recorded data at intervals of 1 reading every 5 minutes for the quite period. That period lasted approximately 18 hours. Water level at the start of the test was approximately 15.1 ft. bgs (9951.8 el.). Data was recorded at 4 readings per section for testing. A total of 8 slug in/out test were completed in this well using a small, medium, and large Midwest Geosciences Soil H(o) slugs. Recovery was reached when the water level reached 99% of the change in head during displacement. Recovery time ranges from 1.00 to 5.52 seconds in all tests.

Table 2: Summary of Mechanical Slug Test data with Water Level at 15.1 feet bgs (9951.8 el.)

CONTROLLED

Summary:

The location of the two boreholes is shown in Figure 2 of the FER (Appendix E). Coordinates and elevation were collected using a GNSS Leica GS-15 (base) and a GS-18 (rover). The horizontal datum used is the Colorado Central Zone NAD83(2011)(Epoch: 2010.0000). The vertical datum is North American Vertical Datum 1988 (Appendix D). The locations are marked with 6 x 10-inch flush mount covers concreted in place.

The subsurface samples collected appear to be undisturbed glacial outwash in the locations of the boreholes. However, historical mining or development may have led to disturbance that cannot be seen or predicted in these areas. Glacial Outwash is expected to extend across the proposed construction site. The glacial outwash material collected included Sandy Lean Clay with Gravel s(CL)g, Clayey Sand with Gravel (SC)g, and Silty Sand with Gravel (SM)g. Lab classifications were Gravelly Lean Clay g(CL), Poorly-graded Gravel with Sand (GP)s, and Poorly-graded Sand with Gravel (SP)g. Geologic logs and well diagrams are included in Appendix A. Laboratory data sheets are included in Appendix B.

Slug test analysis was completed by TSC in Denver, CO. The following table shows the results of that analysis.

Table 3 Test Well DH-22-01 Results [7]

References

[1] "Water Treatment Plant Replacement 90% Basis of Design Report," U.S. Department of Interior, Bureau of Reclamation, Leadville Mine Drainage Tunnel, Colorado, Missouri Basin Region, Billings, MT, May 2022.

[2] C. B. T. C. M. a. G. B. Ruleman, "Geologic Map of teh Leadville North 7.5' Quadrangle, Eagle and Lake Counties, Colorado," U.S. Geological Survey, 2018. [Online]. Available:

https://ngmdb.usgs.gov/Prodesc/proddesc_107166.htm. [Accessed 2022].

[3] "Preconstruction Geologic Design Data Leadville Mine Drainage Tunnel Water Treatment Plant," USBR Missouri Basin Region, Billings, MT, 1988.

[4] "2018 Test Pits at Leadville Mine Drainage Tunnel - Water Treatment Plant Leadville, Colorado - Travel Report," USBR, Billings, MT, 2019.

[5] "Geotechnical Laboratory Testing Results for Leadville Mine Drainage Tunnel Water treatment Plant Foundation Material, Technical Memorandum Number 8530-2019-25," USBR, Denver, CO, 2019.

[6] "Corrosivity Testing - Leadville Mine Drainage Tunnel Water Treatment Plant, Technical Memorandum Number 8540-2019-06," USBR, Denver, CO, 2019.

[7] "Leadville Water Treatment Plant, Slug Test Analysis," U.S. Department of Interior, Bureau of Reclamation, Denver, CO, 2022.

CONTROLLED

Appendix

Appendix A – Geologic Logs

Appendix B – Provo Area Office Materials Laboratory Results

Appendix C – Core Photographs

Appendix E - FER (Field Exploration Request)

Appendix A – Geologic Logs

0.0 to 29.0 ft.

Outwash Gravel of Pinedale Glaciation (Qgp):

0.0 to 17.0 ft. Tricone Rockbit

17.0 to 19.0 ft. Sandy Lean Clay with Gravel s(CL)g: Approximately 50% medium plasticity fines with high dry strength, no dilatancy, and medium toughness; approximately 35% fine to medium, predominantly fine, subrounded to subangular, hard sand; approximately 15% hard fine gravel;

light brown; firm; wet; no reaction to HCl.

17.0 to 19.0 ft. Lab Test Data: 55.0% fines, 14.0% sand, 31.0% gravel, LL=32.9, PI=14.2, MC=10.3, Lab Classification = Gravelly Lean Clay g(CL).

19.0 to 27.0 ft. Tricone Rockbit

27.0 to 29.0 ft. Clayey Sand with Gravel (SC)g: Approximately 50% fine to medium, subrounded to subangular, hard sand; approximately 35% fine to coarse hard gravel; approximately 15% medium plasticity fines with low dry strength, rapid dilatancy, and medium toughness; dark to light brown; firm;

wet; no reaction to HCl.

27.0 to 29.0 ft. Lab Test Data: 2.0% fines, 43.0% sand, 55.0% gravel, LL=NP, PI=NP, MC=9.7, Lab Classification = Poorly Graded Gravel with Sand (GP)s.

RB

RB

BOTTOM OF HOLE

LOCATION:

Storage area on the east side of the current water treatment plant.

PURPOSE OF HOLE:

To collect geotechnical and hydrologic data regarding the proposed Water Treatment Plant replacement.

DRILLING EQUIPMENT:

Atlas CopCo T2W-III drill 5.875" OD Tricone Rockbit 6" ID Casing 2.5" ID Split Spoon Sampler

DRILLER:

Cody Kelly (USBR)

DRILLING METHODS:

0.0 to 17.0 ft. - Advanced borehole with 5.875" OD Tricone Rockbit and 6" ID casing using drill and drive casing method with air.

17.0 to 19.0 ft. - Collected sample with 2.5" ID Split Spoon Sampler.

17.0 to 27.0 ft. - Advanced borehole with 5.875" OD Tricone Rockbit and 6" ID casing using drill and drive casing method with air.

27.0 to 29.0 ft. - Collected sample with 2.5" ID Split Spoon Sampler.

DRILLING FLUID:

0.0 to 29.0 ft. - no water added

HOLE COMPLETION:

29.0 to 27.0 ft. - Drill hole caved.

27.0 to 15.5 ft. - Placed 9, 50lb sacks 10x20 filter sand.

26.8 to 25.7 ft. - placed a 1.1' long by 2" ID, schedule 40 PVC sump with cap.

25.7 to 17.7 ft. - Placed 8' long by 2" ID, schedule 40 PVC 0.020 screen.

17.7 to 0.0 ft. - Placed 2" ID schedule 40 PVC riser pipe.

15.5 to 2.0 ft. - place 2 - 50lb buckets of 3/8" Pel Plug bentonite pellets and 9 - 50lb sacks of 3/8" bentonite chips.

2.0 to 0.5 ft. - Placed 1 - 50lb sack of 10x20 filter sand for drainage of flush mount cover.

0.5 to 0.0 ft.- concreted a 6" x 10" flush mount cover in place with 1.5-50lb sacks of concrete mix.

WELL DEVELOPMENT:

Dual line airlift 3/12/2022.

DRILLING CONDITIONS AND

DRILLERS COMMENTS:

Drilling was fast.

Concrete was covered due to freezing temps for the curing process.

Qgp

Tricone s(CL)g

Tricone

(SC)g

COMMENTS:

All depths are in feet below ground surface unless otherwise noted.

ID = inner diameter LL = Liquid Limit OD = outer diameter PL = Plastic Limit RB = Rock Bit MC = Moisture Content Horizontal datum: Colorado Central Zone NAD83(2011)(Epoch: 2010.0000) Projection: Colorado Central Zone NAD83 (0502 CO) Vertical Datum: North American Vertical Datum 1988

Cement Seal: 1 pipe group, 1 pipe

Filter Pack: 1 pipe group, 1 pipe

Bentonite seal with 1 pipe

LEVEL AND DATE MEASURED: 12.0 ft. (9949.7) 3/12/2022

FEATURE: Water Treatment Plant STATE: Colorado

LOCATION: LMDT-Water Treament Plant

PROJECT: Leadville Mine Drainage Tunnel

DEPTH TO BEDROCK: N/A

GEOLOGIC LOG OF DRILL HOLE NO. DH-22-01

REVIEWED BY: C.Clark

DEPTH AND ELEVATION OF WATER

BEGUN: 3/10/22 FINISHED: 3/11/22

COORDINATES: N 1,526,528.1 E 2,778,501.4

TOTAL DEPTH: 29.0

HOLE LOGGED BY: S.Joramo

SHEET 1 OF 1

SHEET 1 OF 1 DRILL HOLE DH-22-01

GROUND ELEVATION: 9961.7 ft.

ANGLE FROM HORIZONTAL: 90

NOTES

CLASSIFICATION AND

PHYSICAL CONDITIOND

E

P T

H

G E

O L.

U N

IT

S

Y M

H O

LE

C

O M

P

LE

T

IO

N

U S

C S

V

IS

U A

L C

LA

S

S

IF

IC

A

T

IO

N

C

O R

E R

E C

O V

E R

Y

G R

A N

B Y

_D A

M _S

O N

IC

L

M D

T W

T P

IN

V E

S T

IG

A

T

IO

N .G

P J

G R

A N

B Y

_D A

M _S

O N

IC

.G

D T

/1

/2

0:

:0

A M

*NOT TO SCALE

NOTES:

T.O.C. = Top of (PVC) well casing ID = inside diameter G.S. = Ground surface OD = outside diameter

T.O.C. ELEVATION:

G.S. ELEVATION:

PIEZOMETER COMPLETION DIAGRAM

DRILL HOLE: DH-22-01 GEOLOGIST: Seth Joramo DATE COMPLETED: 03/11/2022 DRILLER: Cody Kelly

LOCATION: LMDT-WTP Leadville, CO HELPERS: Pete Shawver and Ryan Dedecker

3/8" Bentonite Chips and PEL Plug Coated Bentonite Chips

10x20 Sand

Well Casing 2" ID x 2.4" OD Schedule 40 PVC

End Cap Schedule 40 PVC

Well Cap (Expandable and Lockable)

Well Screen 2" ID x 2.4" OD Schedule 40 PVC Slot size = 0.020"

27.0' --Total depth of drill hole

26.8' --Bottom of well

17.7' --Top of screen

15.5' --Top of sand pack / Bottom of bentonite

Ground Surface Concrete

7.0" drill hole diameter

1.0' --Bottom of concrete Concrete

Sand/Gravel (Drainage for Flush Mount)

2.0' --Top of bentonite / Bottom of standpipe filter drain

6" x 12" Traffic-Rated Flush-To-Ground-Surface Vault

(lid secured with bolts)

Sump Schedule 40 PVC

25.7' --Bottom of screen

Not sureveyed 9961.7

0.0 to 29.1 ft.

Outwash Gravel of Pinedale Glaciation (Qgp):

0.0 to 17.1 ft. Tricone Rockbit

17.1 to 18.8 ft. Silty Sand with Gravel (SM)g: Approximately 75% fine to coarse, subrounded to subangular, hard sand; approximately 15% nonplastic fines with low dry strength, rapid dilatancy, and low toughness;

approximately 10% fine to coarse hard gravel; dark to light brown; firm; wet;

no reaction to HCl.

17.1 to 18.8 ft. Lab Test Data: 4.0% fines, 60.0% sand, 36.0% gravel, LL=NP, PI=NP, MC=11.6, Lab Classification = Poorly Graded Sand with Gravel (SP)g.

18.8 to 27.1 ft. Tricone Rockbit

27.1 to 29.1 ft. Silty Sand with Gravel (SM)g: Approximately 80% fine to coarse, subrounded to subangular, hard sand; approximately 15% fine to coarse hard gravel; approximately 5% nonplastic fines with low dry strength, rapid dilatancy, and low toughness; dark to light brown; firm; wet; no reaction to HCl.

27.1 to 29.1 ft. Lab Test Data: 3.0% fines, 58.0% sand, 39.0% gravel, LL=NP, PI=NP, MC=10.2, Lab Classification = Poorly Graded Sand with Gravel (SP)g.

RB

RB

BOTTOM OF HOLE

LOCATION:

Storage area on the east side of the current water treatment plant.

PURPOSE OF HOLE:

To collect geotechnical and hydrologic data regarding the proposed Water Treatment Plant replacement.

DRILLING EQUIPMENT:

Atlas CopCo T2W-III drill 5.875" OD Tricone Rockbit 6" ID Casing 2.5" ID Split Spoon Sampler

DRILLER:

Cody Kelly (USBR)

DRILLING METHODS:

0.0 to 17.1 ft. - Advanced borehole with 5.875" OD Tricone Rockbit and 6" ID casing using drill and drive casing method with air.

17.1 to 18.8 ft. - Collected sample with 2.5" ID Split Spoon Sampler.

17.1 to 27.1 ft. - Advanced borehole with 5.875" OD Tricone Rockbit and 6" ID casing using drill and drive casing method with air.

27.1 to 29.1 ft. - Collected sample with 2.5" ID Split Spoon Sampler.

DRILLING FLUID:

0.0 to 29.1 ft. - no water added

HOLE COMPLETION:

29.1 to 27.1 ft. - Drill hole caved.

27.1 to 15.5 ft. - Placed 9, 50lb sacks 10x20 filter sand.

26.6 to 25.5 ft. - placed a 1.1' long by 2" ID, schedule 40 PVC sump with cap.

25.5 to 17.5 ft. - Placed 8' long by 2" ID, schedule 40 PVC 0.020 screen.

17.5 to 0.0 ft. - Placed 2" ID schedule 40 PVC riser pipe.

15.5 to 2.0 ft. - place 2 - 50lb buckets of 3/8" Pel Plug bentonite pellets and 9 - 50lb sacks of 3/8" bentonite chips.

2.0 to 0.5 ft. - Placed 1 - 50lb sack of 10x20 filter sand for drainage of flush mount cover.

0.5 to 0.0 ft.- concreted a 6" x 10" flush mount cover in place with 1.5-50lb sacks of concrete mix.

WELL DEVELOPMENT:

Dual line airlift 3/12/2022.

DRILLING CONDITIONS AND

DRILLERS COMMENTS:

Drilling was fast.

Concrete was covered due to freezing temps for the curing process.

Qgp

Tricone

(SM)g

Tricone

(SM)g

COMMENTS:

All depths are in feet below ground surface unless otherwise noted.

ID = inner diameter LL = Liquid Limit OD = outer diameter PL = Plastic Limit RB = Rock Bit MC = Moisture Content Horizontal datum: Colorado Central Zone NAD83(2011)(Epoch: 2010.0000) Projection: Colorado Central Zone NAD83 (0502 CO) Vertical Datum: North American Vertical Datum 1988

Cement Seal: 1 pipe group, 1 pipe

Filter Pack: 1 pipe group, 1 pipe

Bentonite seal with 1 pipe

LEVEL AND DATE MEASURED: 15.9 ft. (9951.0) 3/12/2022

FEATURE: Water Treatment Plant STATE: Colorado

LOCATION: LMDT-Water Treament Plant

PROJECT: Leadville Mine Drainage Tunnel

DEPTH TO BEDROCK: N/A

GEOLOGIC LOG OF DRILL HOLE NO. DH-22-02

REVIEWED BY: C.Clark

DEPTH AND ELEVATION OF WATER

BEGUN: 3/9/22 FINISHED: 3/10/22

COORDINATES: N 1,526,446.0 E 2,778,502.8

TOTAL DEPTH: 29.1

HOLE LOGGED BY: S.Joramo

SHEET 1 OF 1

SHEET 1 OF 1 DRILL HOLE DH-22-02

GROUND ELEVATION: 9966.9 ft.

ANGLE FROM HORIZONTAL: 90

NOTES

CLASSIFICATION AND

PHYSICAL CONDITIOND

E

P T

H

G E

O L.

U N

IT

S

Y M

H O

LE

C

O M

P

LE

T

IO

N

U S

C S

V

IS

U A

L C

LA

S

S

IF

IC

A

T

IO

N

C

O R

E R

E C

O V

E R

Y

G R

A N

B Y

_D A

M _S

O N

IC

L

M D

T W

T P

IN

V E

S T

IG

A

T

IO

N .G

P J

G R

A N

B Y

_D A

M _S

O N

IC

.G

D T

/1

/2

0:

:0

A M

*NOT TO SCALE

NOTES:

T.O.C. = Top of (PVC) well casing ID = inside diameter

G.S. = Ground surface OD = outside diameter

T.O.C. ELEVATION:

G.S. ELEVATION:

PIEZOMETER COMPLETION DIAGRAM

DRILL HOLE: DH-22-02 GEOLOGIST: Seth Joramo

DATE COMPLETED: 03/10/2022 DRILLER: Cody Kelly

LOCATION: LMDT-WTP Leadville, CO HELPERS: Pete Shawver and Ryan Dedecker

3/8" Bentonite Chips and PEL Plug Coated Bentonite Chips

10x20 Sand

Well Casing 2" ID x 2.4" OD Schedule 40 PVC

End Cap

Schedule 40 PVC

Well Cap (Expandable and Lockable)

Well Screen 2" ID x 2.4" OD Schedule 40 PVC Slot size = 0.020"

27.1' --Total depth of drill hole

26.5' --Bottom of well

17.5' --Top of screen

15.5' --Top of sand pack / Bottom of bentonite

Ground Surface Concrete

7.0" drill hole diameter

1.0' --Bottom of concrete Concrete

Sand/Gravel (Drainage for Flush Mount)

2.0' --Top of bentonite / Bottom of standpipe filter drain

6" x 12" Traffic-Rated Flush-To-Ground-Surface Vault

(lid secured with bolts)

Sump

Schedule 40 PVC

25.5' --Bottom of screen

Not surveyed 9966.9

7-1336-A (1-86) Bureau of Reclamation LOG OF TEST PIT OR AUGER HOLE HOLE NO: TP18-1

SHEET 1 OF 1

FEATURE: Leadville Water Treatment Plant PROJECT: Leadville Mine Drainage Tunnel

GROUND ELEVATION: ≈ 9998’

COORDINATES: N 390 16.4643’ W 1060 17.2428’ DATUM: WGS84 METHOD OF EXPLORATION: Bobcat 337D

APPROXIMATE DIMENSIONS: 3.0’x 15.0’x 10.0’ deep LOGGED BY: S. Joramo

DEPTH TO WATER: Not Encountered DATE(S) LOGGED: 11/16/2018

CLASSIFICATION

GROUP

SYMBOL

(describe sample taken)

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

% PLUS 3 inch

(BY VOLUME)

3 – inch

5 – inch

PLUS

inch

(SP-SM)g (visual)

One Supersack

0.0 – 10.0 ft.

(SP-SM)g (lab class.)

2 - Buckets

0.0 – 5.0 ft.

(GP-GM)s

5.0 – 10.0 ft.

(GP-GM)s

10.0 ft. 2, 0.5-gal. Ziploc bags (Corrosivity)

10.0 ft.

0.0 to 10.0 ft. POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM)g:

Approximately 50% fine to coarse, predominantly medium, hard, subrounded sand;

approximately 40% fine to coarse, hard, subrounded to subangular gravel;

approximately 10% nonplastic fines, rapid dilatancy, low dry strength. No reaction with HCl.

TOTAL SAMPLE (BY VOLUME): Approximately 20% 3 to 5 inch hard, subrounded cobbles; approximately 5% 5 to 12 inch, hard, subrounded cobbles;

approximately a trace of 12 inch plus, hard, subrounded boulders; remainder minus 3 inch; Maximum size recovered = 1.0’ x 0.9’ x 0.8’.

IN-PLACE CONDITION: Homogenous, organic matter and roots 0.0 to 3.0 feet, firm, dry to moist, light brown.

LAB TEST DATA: 0.0’ to 10.0’ – Sample no. 95 – fines=7.6%, sand=46.4%, gravel=46.0%, LL=NP, PI=NP, Laboratory Classification is: (SP-SM)g

DIRECT SHEAR TEST: 0.0’ to 10.0’ – Sample no. 95 – Compacted Dry Unit Weight = 130.2 lbf/ft2; Peak Drained Linear Friction Angle = 44.4o; Actual Normal Stress at Failure (lbf/ft2) - Spec1 = 1115, Spec2 = 2156, Spec3 = 4181; Peak Shear Stress on Failure Plane at Failure (lbf/ft2) – Spec1 = 1080, Spec2 = 1820, Spec3 =

LAB TEST DATA: 0.0’ to 5.0’ – Sample no. 96 – fines=5.5%, sand=46.7%, gravel=47.8%, LL=NP, PI=NP, MC=5.7%, Laboratory Classification is: (GP-GM)s

LAB TEST DATA: 5.0’ to 10.0’ – Sample no. 97 – fines=7.3%, sand=45.3%, gravel=47.4%, LL=NA, PI=NA, MC=3.0%, Laboratory Classification is: (GP-GM)s

Corrosivity Testing: Resistivity (Ω-cm) = Moderate, pH = Neutral, Chlorides (mg/L) = Low, Sulfates (mg/L) = Low.

GEOLOGIC INTERPRETATION: Outwash Gravel of Pinedale Glaciation (Qgp)

20 5 T

REMARKS: Test pit was performed to determine foundation conditions for the pad cut back and stem wall for the Water Treatment Plant replacement. A majority 3-inch plus material was removed onsite from the sample Before sending the sample to the lab. Test pit was terminated at 10.0 ft upon reaching limit of mini excavator.

LOCATION: Approximately 45 feet east from the northeast corner of the yard fence. East of the existing Water Treatment Plant.

S. Joramo 11-6-2018 Leadville Mine Drainage Tunnel

Water Treatment Plant

Test Pit TP18-1

Plan

45.0'

15.0'

3.0'

N

East Fence

10.0'

Profile

(SP-SM)g

Scale 1" = 5'

1 1

North East Corner of the Yard Fence

Bureau of Reclamation LOG OF TEST PIT OR AUGER HOLE HOLE NO: TP18-2

SHEET 1 OF 1

FEATURE: Leadville Water Treatment Plant PROJECT: Leadville Mine Drainage Tunnel

GROUND ELEVATION: ≈9,998’

COORDINATES: N 390 16.4406’ W 1060 17.2486’ DATUM: WGS84 METHOD OF EXPLORATION: Bobcat 337D

APPROXIMATE DIMENSIONS: 3’x 15’x 10’ deep LOGGED BY: S. Joramo

DEPTH TO WATER: Not Encountered DATE(S) LOGGED: 11/17/2018

CLASSIFICATION

GROUP

SYMBOL

(describe sample taken)

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

% PLUS 3 inch

(BY VOLUME)

3 – inch

5 – inch

PLUS

inch

SC

(visual)

0.0 – 3.0 ft.

(SC)g

3.0 ft.

0.0 to 3.0 ft. – CLAYEY SAND (SC): Approximately 60% fine to coarse, predominantly medium, hard, subrounded sand; approximately 30% medium plasticity fines, high toughness, slow dilatancy, high dry strength; approximately 10% fine to coarse, hard, subrounded gravel. No reaction with HCl.

IN-PLACE CONDITION: Homogenous; organic matter and roots throughout; firm;

gray and dark brown.

LAB TEST DATA: 0.0’ to 3.0’ – Sample no. 100 – fines=35.7%, sand=36.9%, gravel=27.4, LL=31, PI=15, MC=8.8%, Laboratory Classification is: (SC)g

GEOLOGIC INTERPRETATION: Quaternary Alluvium (Qal)

(SM)g (visual)

One Supersack

3.0 – 10.0 ft.

3.0 – 5.0 ft.

(GP-GM)s (lab class.)

10.0 ft. 2, 0.5-gal. Ziploc bags (Corrosivity)

10.0 ft.

3.0 to 10.0 ft. SILTY SAND WITH GRAVEL (SM)g: Approximately 60% fine to coarse, predominantly medium, hard, subrounded sand; approximately 20% fine to coarse, hard, subrounded to subangular, gravel; approximately 20% nonplastic fines, rapid dilatancy, low dry strength. No reaction with HCl.

TOTAL SAMPLE (BY VOLUME): Approximately 15% 3 to 5 inch hard, rounded to subrounded cobbles; approximately 3% 5 to 12 inch, hard, subrounded cobbles;

approximately 2% 12 inch plus, hard, subrounded boulders; remainder minus 3 inch;

Maximum size recovered = 1.2’ x 0.8’ x 0.4’.

IN-PLACE CONDITION: Homogenous, firm, moist, light brown.

LAB TEST DATA: 3.0’ to 10.0’ – Sample no. 99 – fines=12.8%, sand=46.1%, gravel=41.1%, LL=NP, PI=NP, Laboratory Classification is: (SM)g

DIRECT SHEAR TEST: 3.0’ to 10.0’ – Sample no. 99 – Compacted Dry Unit Weight = 124.8 lbf/ft2; Peak Drained Linear Friction Angle = 38.2o; Actual Normal Stress at Failure (lbf/ft2) - Spec1 = 1000, Spec2 = 1967, Spec3 = 3968; Peak Shear Stress on Failure Plane at Failure (lbf/ft2) – Spec1 = 710, Spec2 = 1380, Spec3 =

LAB TEST DATA: 3.0’ to 5.0’ – Sample no. 101 – fines=24.3%, sand=56.3%, gravel=19.4%, LL=NP, PI=NP, MC=9.3%, Laboratory Classification is: (SM)g

LAB TEST DATA: 5.0’ to 10.0’ – Sample no. 102 – fines=5.8%, sand=43.7%, gravel=50.5%, LL=NP, PI=NP, MC=4.5%, Laboratory Classification is: (GP-GM)s Corrosivity Testing: Resistivity (Ω-cm) = Moderate, pH = Neutral, Chlorides (mg/L) = Low, Sulfates (mg/L) = Low.

GEOLOGIC INTERPRETATION: Outwash Gravel of Pinedale Glaciation (Qgp)

15 3 2

REMARKS: Test pit was performed to determine foundation conditions for the pad cut back and stem wall for the Water Treatment Plant replacement. A majority 3-inch plus material was removed onsite from the sample Before sending the sample to the lab. Test pit was terminated at 10.0 ft upon reaching limit of mini excavator.

LOCATION: Approximately 140 feet southeast from the northeast corner of the yard fence.

S. Joramo 11-7-2018 Leadville Mine Drainage Tunnel

Test Pit TP18-2

15.0'

3.0 '

N

20.0'

East Fence

10.0'

Plan

Profile

SC

(SM)g

1 1

Scale 1" = 5'

Bureau of Reclamation LOG OF TEST PIT OR AUGER HOLE HOLE NO: TP18-3

SHEET 1 OF 1

FEATURE: Leadville Water Treatment Plant PROJECT: Leadville Mine Drainage Tunnel

GROUND ELEVATION: ≈ 9982’

COORDINATES: N 390 16.4428’ W 1060 17.2658’ DATUM: WGS84 METHOD OF EXPLORATION: Bobcat 337D

APPROXIMATE DIMENSIONS: 3’x 12.2’x 10’ deep LOGGED BY: S. Joramo

DEPTH TO WATER: Not Encountered DATE(S) LOGGED: 11/17/2018

CLASSIFICATION

GROUP

SYMBOL

(describe sample taken)

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

% PLUS 3 inch

(BY VOLUME)

3 – inch

5 – inch

PLUS

inch

(SP-SM)g (visual)

2 - Buckets

0.0 – 5.0 ft.

10.0 ft.

0.0 to 10.0 ft. POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM)g:

Approximately 60% fine to coarse, predominantly medium, hard, subrounded sand;

approximately 30% fine to coarse, hard, subrounded to subangular gravel;

approximately 10% nonplastic fines, rapid dilatancy, low dry strength. No reaction with HCl.

TOTAL SAMPLE (BY VOLUME): Approximately 5% 3 to 5 inch hard, rounded to subrounded cobbles; approximately a trace of 5 to 12 inch, hard, subrounded cobbles; remainder is minus 3 inch; Maximum size recovered = 0.8’ x 0.8’ x 0.5’.

IN-PLACE CONDITION: Homogenous, firm, moist, light brown.

LAB TEST DATA: 0.0’ to 5.0’ – Sample no. 104 – fines=21.1%, sand=58.1%, gravel=20.7%, LL=NP, PI=NP, MC=13.7%, Laboratory Classification is: (SM)g

LAB TEST DATA: 5.0’ to 10.0’ – Sample no. 105 – fines=17.7%, sand=57.0%, gravel=25.3%, LL=NP, PI=NP, MC=7.5%, Laboratory Classification is: (SM)g

GEOLOGIC INTERPRETATION: Outwash Gravel of Pinedale Glaciation (Qgp)

5 T

REMARKS: Test pit was performed to determine foundation condition beneath the Water Treatment Plant Replacement. Test pit was terminated at 10.0 ft upon reaching limit of backhoe.

LOCATION: Approximately 65 feet east of the existing Water Treatment Plant building half way between the north and south perimeter fence.

S. Joramo 11-7-2018 Leadville Mine Drainage Tunnel

Test Pit TP18-3

140.0'

15.0'

3.0' N

Plan

Profile

(SP-SM)g

10.0'

East Fence

Scale 1" = 5'

1 1

Northeast Corner of Yard Fence

---------,-------------------------"T"""------------ ;~r!!!·:, (~~!f~mation I LOG OF TEST PIT OR AUGER HOLE l HOLE NO. __ .,...:T;,:;P_--=l,__ __ _

FEATURE Leadville Mine Drainage Tunnel AREA DESIGNATION Water Treatment Plant

PROJECT Leadville Mine Drainage Tunnel

GROUND ELEVATION,_9_9_6_5_+ __________ _

COORDINATES N 525,718 E 1,777,047. METHOD OF EXPLORATION Backhoe Pit APPROXIMATE DIMENSIONS 6' xlO' xlO. s' LOGGEDBY P, McDonough/E. Wright DEPTH WATER ENCOUNTERED l/ 10 • 5 1

DATE 5-10-88 DATEISI LOGGED ___ 5_-_l;;..0 __ -_8_8 __________ _

CLASSIFICATION

GROUP

SYMBOL

ldacribe sample taken)

SP-SM

in-place unit weight and one sack:

sarr,ple

10.5 ft.

REMARKS:

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

0.0 to 10.5 ft. POORLY GRADED SAND WITH SILT, GRAVEL, COBBLES, AND BOULDERS: About 50% fine to coarse, hard, subangular sand;

about 40% fine to coarse, hard, subangular to subrounded gravel; about 10% fines with no to low plasticity; weak to moderate reaction with HCl.

TOTAL SAMPLE (BY VOLUME): About 10% 3- to 5-inch and about 5% 5- to 12-inch hard, subangular to subrounded cobbles;

about 5% plus 12-inch hard, subangular to subrounded boulders;

remainder minus 3-inch; maximum dimension, 500 mm.

IN-PLACE CONDITION: Soft and loose (except in firm silty clay pockets), moist, brown.

In-place unit weight from 6.0 to 7.0 ft. One 70-lbm sack sample from 6.0 to 7.0 ft. taken for use in completing density test and standard properties tests.

GEOLOGIC INTERPRETATION: Glacial moraine.

JI Fleport to nqrest 0.1 foot

% PLUS 3 in

(BY VOLUME)

3. 5. PLUS

5 12 12 ,n ,n in

10 5 5

7-1336-A (l-86) I Bureau of Reclamation LOG OF TEST PIT OR AUGER HOLE I HOLE NO. __ T=.P_--=2'------

FEATURE Leadville Mine Drainage Tunnel AREA DESIGNATION Water Treatment Plant

PROJECT Leadville Mine Drainage Tunnel

GROUND ELEVATION-9~9"'-"'--6_...2+.;.,_ _________ _

COORDINATES N 525,698 E 1 , 776,975 METHOD OF EXPLORATION =B~a:.=c:.::k:.::h:.::,O:..::e:.......::Pc..::i~t::.__ ____ _ APPROXIMATE DIMENSIONS ___;6;c..__:' x=lO,;:;_'.:.:xc,:8_' ______ _ LOGGEDBY E. Wright DEPTH WATER ENCOUNTERED 1) 8 1 DATE 5-10-88 DATE(Sl LOGGED ___.5t.:-:...il..J.01.c;.-:;.18.u8..___ __________ _

CLASSIFICATION

GROUP

SYMBOL

(describe sample taken)

SM

two in-place unit weights and two sack samples

8.0 ft.

REMARKS:

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

0.0 to 8.0 ft. SILTY SAND WITH GRAVEL AND COBBLES: About 55% fine to coarse, hard, subangular sand; about 25% fines with no to low plasticity; about 20% fine to coarse, hard, subangular to subrounded gravel; weak to moderate reaction with HCl.

TOTAL SAMPLE (BY VOLUME): About 5% 3- to 5-inch and a trace of 5- to 12-inch hard, subangular to subrounded cobbles; remainder minus 3-inch; maximum dimension, 300 mm.

IN-PLACE CONDITION: Soft and loose; moist; brown; contains several pieces of wood.

In-place unit weight from 3.0 to 4.0 ft. and 5.0 to 6.0 ft.

One 70-lbm sack sample each from 3.0 to 4.0 and 5.0 to 6.0 ft.

taken for use in completing density tests and standard proper ties tests.

GEOLOGIC INTERPRETATION: Glacial moraine (waste from tunnel excavation)

1/ Report to nearest 0. 1 foot

% PLUS 3 in

(BY VOLUME)

3 - 5- PLUS

5 12 12 in in in

5 · Tr.

GPO e•9-366 r--~~-,/-e!-~--~-,<-~e-.!-f1-m-at-io_n_T"'" I ____ L_O_G_O_F_T_E_S_T_P_I_T_O_R_A_U_G_E_R_H_O_L_E _____ ,.--lH_O_L_E_N_O __ ~~~~~T~P~-~3~~---·-

FEATURE Leadville Mine Drainage Tunnel AREA DESIGNATION Water Treatment Plant

COORDINATES N 525,632 E 1,776,968

PROJECT Leadville Mine Drainage Tunnel GROUND ELEVATION,_9_9_6-:::l:-+-;--;---~-:------- METHOD OF EXPLORATIONB-;..a;...c;...k_h_o_e_P....;;;.i.;;.t _____ _

APPROXIMATE DIMENSIONS ...l6'-'_.xill.l8"--'' x~6-, 5"'--' _____ _ LOGGED BY E. Wright

DEPTH WA TEA ENCOUNTERED J/ 6

1 DATE 5-ll-88 OATEISI LOGGED 5-10-88 and 5- ll-88

CLASSIFICATION

GROUP

SYMBOL

ldncribe sample taken)

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USBR 5000, 5005

SM 0.0 to 6.5 ft. SILTY SAND WITH GRAVEL, COBBLES, AND BOULDERS:

About 45% fine to coarse, hard, subangular sand; about 40% fine in-place to coarse, hard, subangular to subrounded gravel; about 15% unit weight fines with no to low plasticity; weak to moderate reaction with and one HCl.

sack sample

6. 5 ft.

REMARKS:

TOTAL SAMPLE (BY VOLUME): About 10% 3- to 5-inch and 5% 5- 12-inch hard, subangular to subrounded cobbles; trace of plus 12-inch hard, subangular to subrounded boulders; remainder minus 3-inch; maximum dimension, 400 mrr ..

IN-PLACE CONDITION: Soft and loose; moist, brown, wood and metal throughout.

In-place weight from 3.0 to 4.0 ft. One 70-lbm sack sample taken from 3.0 to 4.0 ft. for use in completing density test and standard properties tests.

GEOLOGIC INTERPRETATION: Glacial moraine (waste from tunnel excavation).

l/ A•POrt to n•rt11t O. 1 foot

% PLUS 3 in

(BY VOLUME)

3. 5. PLUS

5 12 12 ,n ,n in

10 5 Tr

,----------r--,-------------------------,1------------ ;~~!!~·:, (~~~f1mation LOG OF TEST PIT OR AUGER HOLE I HOLE NO. __ T_P_-_4 ___ _

FEATURE Leadville Mine Drainage Tunnel AREA DESIGNATION Water Treatment Plant

COORDINATES N 525 1 630 E 1. 777 1 026

PROJECT Leadville Mine Drainage Tunnel GROUND ELEVATION,_...;9...;9...;6...;la.;+_~_--:::-:------ METHOD OF EXPLORATION Backhoe Pit

APPROXIMATE DIMENSIONS 6 'xlO' xl2. 3'

DEPTHWATERENCOUNTEREO )/ 12.3' DATE 5-11-88

LOGGED BY E. Wright DATE(Sl LOGGED 5-10-88 and 5-11-88

CLASSIFICATION

GROUP

SYMBOL

(dncribe sample taken)

SP

in-place unit weight and two sad samples

4.5 ft.

CL

CLASSIFICATION AND DESCRIPTION OF MATERIAL

see USSR 5000, 5005

0.0 to 4.5 ft. POORLY GRADED SAND WITH GRAVEL, COBBLES, AND BOULDERS: About 60% fine and medium, hard, subangular sand;

about 35% fine to coarse, hard, subangular to subrounded gravel; about 5% nonplastic fines; weak to no reaction with HCl

TOTAL SAMPLE (BY VOLUME): About 10% 3- to 5-inch and 5% 5- to 12-inch hard, subangular to subrounded cobbles; trace of plus 12-inch hard, subangular to subrounded boulders; remainder minus 3-inch; maximum dimension, 400 mm.

IN-PLACE CONDITION: Soft and loose; moist; brown with oxida tion stains.

In-place weight from 3.0 to 4.0 ft. One 70-lbm sack sample taken from 3.0 to 4.0 ft. for use in completing density test and standard properties tests. One 70-lbm sack sample taken for testing from 1.0 to 3.0 ft.

GEOLOGIC INTERPRETATION: Glacial moraine.

4.5 to 12.3 ft. LEAN CLAY WITH SAND: About 80% fines with medium plasticity; about 15% predominantly medium and fine, two in-placE hard, subangular sand; about 5% fine, hard, subangular to sub unit weighti rounded gravel; maximum size, 50 mm. No reaction with HCl.

and two sack samplei IN-PLACE CONDITION: Very firm; moist to very moist; brown to

8 ft. then gray.

12.3 ft.

REMARKS:

In-place weight from 4.5 to 5.5 ft. and 8.0 to 9.0 ft. One 70-lbm sack sample each from 4.5 to 5.5 ft. and 8.0 to 9.0 ft.

taken for use in completing density tests and standard proper ties tests.

GEOLOGIC INTERPREATION: Glacial moraine.

l/ Report to n..,Nt O. 1 foot

"PLUS 3 in (BY VOLUMf)

3. 5. PLUS

5 12 12 ,n ,n in

10 5 Tr

GPO t•t-JH

---------.-----------------r--------- 7-1336-A <1-s6> J LOG OF TEST PIT OR AUGER HOLE I HOLE No. __ T_P_-...;;5 __ _ Bureau of Reclamation

FEATURE Leadville Mine Drainage TnnneJ PROJECT Leadville Mine Drainage Tunnel AREA DESIGNATION Water Treatment Plant GROUND ELEVATl~N_,..9_9_6_0_+ _________ _ COORDINATES N 525,553 E 1,776,937 METHOD OF EXPLORATION Backhoe Pit APPRox1MATE 01MENs1ONs 6 'xlO 'x12, 2' OEPTHWATERENCOUNTERED l/ 12.2' DATE 5-11-88

LOGGED BY -~E-~W~r~j~g~b-t ___________ _ DATE ISi LOGGED _5 ... -_._11..,-.... 8""'8 __________ _

CLASSIF !CATION

GROUP

SYMBOL

ldncribe sample takenl

SC

5.0 ft.

CL

in-place unit weight one sack sample

12.2 ft.

CLASSIFICATION ANO DESCRIPTION OF MATERIAL

SEE USSR 5000, 5005

0.0 to 5.0 ft. CLAYEY SAND WITH GRAVEL AND COBBLES: About 60% fine to coarse, hard,subangular sand; about 30% fines with low to medium plasticity; about 10% fine to coarse, hard, sub angular to subrounded gravel; weak to moderate reaction with HCl.

TOTAL SAMPLE (BY VOLUME~ About 5% 3- to 5-inch and a trace of 5- to 12-inch hard, subangular to subrounded cobbles; remainder minus 3-inch; maximum dimension, 300 mm.

IN-PLACE CONDITION: Soft, loose, dark brown; moist to wet;

contains much wood and metal fragments.

GEOLOGIC INTERPRETATION: Glacial moraine (waste material from tunnel excavation).

5.0 to 12.2 ft. LEAN CLAY WITH SAND: About 80% medium plas ticity fines; about 10% fine and medium, hard, subangular sand;

trace of fine gravel, maximum size, 50 mm. No reaction with HCl.

IN-PLACE CONDITION: Very firm to hard; moist; brown and gray with oxidation stains.

In-place unit weight from 6.0 to 7.0 ft. One 70-lbm sack sample taken for testing from 6.0 to 7.0 ft.

GEOLOGIC INTERPRETATION: Glacial moraine.

REMARKS: Perched water encountered at 5 ft.

lJ Aeport to n-est o. 1 foot

% PLUS 3 in

(BY VOLUME)

3. 5. PLUS

5 12 12 ,n ,n in

5 Tr p

~~r!!~·:, (~~!flmation I LOG OF TEST PIT OR AUGER HOLE l HOLE NO. __ ..;T;.::.P_-.:::;6 __ ,_

FEATURE Leadville Mine Draina~e Tunnel AREA DESIGNATION Water Treatment Plant

PROJECT Leadyil Je Mine Draina~e Tunnel _

GROUND ELEVATION,_ .... 9_9_6_0..,+ ___________ _

COORDINATES N 525.577 E 1,777,015 METHOD OF EXPLORATION _B,w.a-c..,k,..h,..o...,e__.,P.,i..:.t...._ ___ _ APPROXIMATE DIMENSIONS _,_6_' °"x,:;:;8_' ..:.iX.:.=8~•...:5;..' _____ _ LOGGED BY _.E~, ....... Nutwi~~~h~t.,_ __________ _

DEPTH WATER ENCOUNTERED 1/ 8 • 0

DATE 5-11-88 DATEISI LOGGED -~5_-=-l=-1-...;8~8~---------

CLASSIF !CATION

GROUP

SYMBOL

(dncribe sample taken I

SM

CLASSIFICATION AND DESCRIPTION OF MATERIAL

SEE USSR 5000, 5005

0.0 to 1.5 ft. SILTY SAND WITH GRAVEL, COBBLES, AND BOULDERS:

About 55% fine to coarse, hard, subangular sand; about 25% fine to coarse, hard,…