FINAL 3 "^°'/ _SCHIBIT 5

PBIV

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ADMINISTRATIV E RECOR D

TAILIN G DISPOSA L AREA REMEDIAL INVESTIGATION WORK PLAN CALIFORNIA GULCH SIT E LEADVILLE , COLORADO

July 1991

Prepared for ASARCO, Incorporated Leadville, Colorado

Prepared by

Woodward-Clyde

4582 South Ulster Street Parkway Stanford Place 3, Suite 1000 Denver, Colorado 80237

Project No. 22443E-T3710
FINA L EXHIBI T 

TAILIN G DISPOSA L AREA REMEDIAL INVESTIGATION WORK PLAN CALIFORNIA GULCH SIT E LEADVILLE , COLORADO

July 1991

Prepared for ASARCO, Incorporated Leadville, Colorado

Prepared by

Woodward-Clyde

4582 South Ulster Street Parkway Stanford Place 3, Suite 1000 Denver, Colorado 80237

Project No. 22443E-T3710
Woodward-Clyde Consultants

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION 1-1

1.1 DESCRIPTION OF TAILING DISPOSAL AREAS 1-2

1.1.1 Oregon Gulch Tailing 1-2

1.1.2 Apache Tailing 1-2

1.1.3 Penrose Tailing 1-3

1.1.4 Hamm's Mill Tailing 1-3

1.1.5 Hecla Tailing 1-3

1.1.6 Malta Tailin g 1-4

1.1.7 Colorado Zinc Lead Tailing 1-4

1.1.8 Fluvial Tailing Deposits 1-4

1.2 WORK PLAN OVERVIEW AND PURPOSE 1-6

2.0 SCOPE OF WORK 2-1

2.1 DATA QUALITY OBJECTIVES 2-1

2 .2 IDENTIFIED DATA GAPS/NEED S 2-2

2.2.1 Geotechnical Data Needs 2-2

2.2.2 Geochemical Data Needs 2-3

2.2.3 Hydrogeologic Data Needs 2-3

2.2.4 Hydrologic Data Needs 2-4

2.3 PROPOSED WORK 2-5

2.3.1 Oregon Gulch Tailing 2-5

2.3.2 Apache Tailing 2-9

2.3.3 Penrose Tailing 2-14

2.3.4 Hamm's Mill Tailing 2-17

2.3.5 Hecla Tailing 2-20

2.3.6 Malta Tailing 2-24

2.3.7 Colorado Zinc Lead Tailing 2-28

2.3.8 Fluvial Tailing Deposits 2-31

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TABLE OF CONTENTS (Continued)

Section Page

3 .0 SAMPLING AND ANALYSIS PLAN 3-1

3.1 FIELD SAMPLING PLAN 3-1

3.1.1 Sampling Objectives, Locations, and Frequency 3-1

3.1.2 Field Procedures 3-2

3.1.3 Sample Handling, Documentation, and Analysis 3-3

3.1.4 Decontamination 3-4

3 .2 QUALITY ASSURANCE PROJECT PLAN 3-4

3.2.1 Project Organization 3-4

3.2.2 Laboratory 3-5

3.2.3 Quality Assurance Objectives and Quality Control 3-5

3.2.4 Data Validation 3-5

3.2.5 Field Sampling Plan and Standard Operating Procedures 3-6

3.2.6 Audits, Nonconformances, and Corrective Actions 3-6

3.2.7 Quality Assurance Reports 3-6

4 .0 HEALTH AND SAFETY PLAN 4-1

5.0 SCHEDUL E 5-1

6.0 REFERENCES 6-1

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TABLE OF CONTENTS (Concluded)

LIST OF TABLES

TABLE 2-1 SUMMARY OF STATEMENTS USED IN THE DEVELOPMENT OF DQOs FOR TAILING AT CALIFORNIA GULCH SITE TABLE 2-2 TAILING ANALYTICAL PARAMETERS TABLE 2-3 PONDED WATER SAMPLE ANALYTICAL PARAMETERS TABLE 2-4 SURFACE WATER SAMPLE ANALYTICAL PARAMETERS TABLE 2-5 GROUNDWATER SAMPLE ANALYTICAL PARAMETERS TABLE 3-1 ANALYSES TO BE PERFORMED ON SPECIFIC SAMPLE TYPES TABLE 3-2 SAMPLE CONTAINERS, PRESERVATIVES , AND HOLDING TIMES TABLE 3-3 ANALYTICAL METHODS FOR CLP ANALYSES OF TAILING A ND FOUNDATION SAMPLES TABLE 3-4 ANALYTICAL METHODS FOR ANALYSIS OF WATER SAMPLES TABLE 3-5 TAILING SURFACE SAMPLE IDENTIFICATION KEY TABLE 3-6 TAILING BOREHOLE SAMPLE IDENTIFICATION KEY TABLE 3-7 TAILING MONITORING WELL IDENTIFICATION KEY

LIST OF FIGURES

FIGUR E 1 HAMM'S MIL L TAILING PENROSE TAILING FIGURE 2 APACHE TAILING OREGON GULCH TAILING FIGUR E 3 HECLA TAILING MALTA TAILING COLORADO ZINC LEAD TAILIN G FIGURE 4 LOCATIONS OF POTENTIAL FLUVIAL TAILING DEPOSITS FIGUR E 5 SCHEDULE FOR IMPLEMENTATION OF TAILING WORK PLAN

LIST OF APPENDIXES

APPENDIX A STANDARD OPERATING PROCEDURES

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1.0

INTRODUCTION

This Tailing Work Plan is one section of the overall Phase II Remedial Investigation

(RI) Work Plan for the California Gulch Site, Leadville, Colorado. The purpose of this

work plan is to present the scope of the investigation and the field and laboratory

procedures for the collection of data at the tailing disposal areas listed below.

There are seven major tailing disposal areas located within the California Gulch Site. In addition, nine locations have been identified as potential fluvial tailing deposits. These areas were used to dispose of the fine-grained waste material remaining after

milling of ores. The tailing material consists mainly of pyrite and silicate gangue, and

contains metals including arsenic, cadmium, copper, iron, lead, manganese, and zinc. The tailing disposal areas identified at this time for remedial investigation are:

• Oregon Gulch Tailing

• Apache Tailing

• Penrose Tailing

• Hamm's Mill Tailing

• Hecla Tailing

• Malta Tailing

• Colorado Zinc Lead Tailing

• Potential Fluvial Tailing Deposits

If other tailing piles or fluvial tailing deposits are identified throughout the RI, this work

plan should be modified accordingly.

The data collected previously have been classified into four categories: geotechnical,

geochemical, hydrogeologic, and hydrologic. The data to be collected during this RI are

identified in Section 2.3, Proposed Work.

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1 .1 DESCRIPTION OF TAILING DISPOSAL AREAS

The locations of the tailing disposal areas listed above are shown in Figures 1 through 3. Brief descriptions of each tailing are presented below.

1.1.1 Oregon Gulch Tailin g

The Oregon Gulch tailing is located 1/2 mile south of Leadville (Figure 1) and covers

approximately 8.3 acres near the headwaters of Oregon Gulch. The surface of the pond

supports no vegetation. Surface water from precipitation and surface runoff within

Oregon Gulch is ponded on the tailing surface. The tailing is impounded by a curved

embankment. Two branches of the embankment trend northwest and southwest with

lengths of 900 feet and 700 feet, respectively. The embankment has a maximum height

of about 70 feet and slopes at approximately 1.75:1.0, horizontal to vertical. The pond

contains an estimated 600,000 tons of tailing (Colorado Department of Law (CDL),

1986a). A quick remedial action was implemented by Res-ASARCO in the fal l of 1990

(Site Improvement Work Plan, Res-ASARCO 1990a). This remedial action consisted

of the construction of a drainage ditch upgradient of the tailing to divert surface water

runoff to the existing ditch southwest of the tailing.

1.1.2 Apache Tailin g

The Apache tailing is located in California Gulch approximately 1/4 mile downstream

of the surge pond for the Yak Tunnel Operable Unit and adjacent to Leadville

(Figure 1). The pile consists of a main impoundment surrounded by embankments and

two smaller piles to the west covering a total of about 7.9 acres and containing an

estimated 936,000 tons of material (CDL 1986b). The thickness of the tailing in the

main impoundment averages 35 feet. The embankment has a maximum height of about

50 feet on the south side of the main impoundment. Surface water from precipitation

is ponded on the main impoundment. The tailing was deposited across the California

Gulch stream channel. The stream is conveyed beneath the tailing by two buried pipes

on the south side of the main impoundment.

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1.1.3 Penrose Tailing

The Penrose tailing is located at the west end of Stray Horse Gulch within residential

Leadville (Figure 2). The pile covers approximately 3 acres between East 3rd and

East 4th Streets, is irregular in shape and thickness, and reaches a maximum height of

approximately 50 feet.

1.1.4 Hamm's Mill Tailing

The Hamm's Mill tailing is located in Stray Horse Gulch along 5th Street at the east

edge of residential Leadville (Figure 2). The tailing consists of an irregular-shaped pile

covering approximately 7.5 acres and reaching a maximum height of approximately

50 feet.

1.1.5 Hecla Tailing

The Hecla tailing, active until 1986, is located approximately 1/2 mile northwest of Stringtown. Tailing was deposited in seven impoundments, ranging in size from

approximately 1 to 10 acres (Figure 3). Approximate areas and thicknesses of the seven

tailing disposal areas as numbered in Figure 3 are:

• Area No. 1: about 2.5 acres in size; maximum thickness of approximately

15 feet

• Area No. 2: about 5 acres in size; maximum thickness of approximately

25 feet

• Area No. 3: 10 acres in size; maximum thickness of approximately 30 feet

• Area No. 4: 1 acre in size; maximum thickness of approximately 10 feet

• Area No. 5: 4.5 acres in size; maximum thickness of approximately 30 feet

• Area No. 6: 3.5 acres in size; maximum thickness of approximately 15 feet

• Area No. 7: two irregular-shaped piles covering 2.5 acres and reaching

about 10 feet in height

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1.1.6 Malta Tailing

The Malta tailing is located approximately 1/2 mile west of Stringtown, near the Hecla

tailing (Figure 3). This tailing disposal site was used by Leadville Gold and Silver

Corporation until 1986. The site consists of one small impoundment approximately

1.5 acres in size and 5 feet in thickness.

1.1.7 Colorado Zinc Lead Tailing

The Colorado Zinc Lead Tailing is located east of the Arkansas Valley slag pile,

immediately north of Stringtown across California Gulch (Figure 3). The site consists

of one small impoundment approximately 1.5 acres in size and 5 feet in thickness.

1.1.8 Fluvial Tailin g Deposits

Nine locations have been identified as potential fluvial tailing deposits by analysis of

aerial photographs. The locations of these deposits are shown in Figure 4. Brief

descriptions of each of the identified locations are presented below:

Fluvial Site #1

Fluvial Site #1 is located southwest of the La Plata Slag Pile and northeast of Stringtown, approximately at the confluence of Pawnee Gulch and California

Gulch. The site runs lengthwise along the south side of California Gulch and

covers approximately 10 acres. No vegetation is apparent from aerial

photographs.

Fluvial Site #2

Fluvial Site #2 is located north of Stringtown, just east of the Arkansas Valley

slag. It is bounded by the railroad tracks to the north and California Gulch to

the south. The site covers approximately 10 acres, supports no vegetation, and

surrounds the Colorado Zinc Lead tailing impoundment.

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Fluvial Site #3

Fluvial Site #3 is located just south of Highway 24 on the south side of Leadville,

approximately at the confluence of Oregon Gulch and California Gulch. The

deposit rans lengthwise along California Gulch and covers approximately 4 acres. The site supports sparse vegetation on both sides of California Gulch.

Fluvial Site #4

Fluvial Site #4 is located along upper California Gulch, west of the Oro townsite

in the vicinity of the A-Y and Minnie Mines. The majority of the site, which is

7.5 acres, is located on the north-west side of California Gulch. From aerial

photographs, it appears that Fluvial Site #4 supports little or no vegetation.

Fluvial Site #5

Fluvial Site #5 is located along upper California Gulch, between Pigtail Gulch

and White's Gulch. The site rans lengthwise along the south side of California

Gulch and covers approximately 3.5 acres. From aerial photographs, it appears

that the site supports some sparse vegetation. This site may be tailing deposits

from the Printer Boy stamp mill, which was the first mill to operate in the area.

Fluvial Site #6

Fluvial Site #6 is located in the depression between Apache Tailing and the

Surge Pond, within California Gulch. The site covers approximately 5 acres and

supports some vegetation.

Fluvial Site #7

Fluvial Site #7 is located in lower Malta Gulch and rans southeast along the

railroad tracks. The site covers approximately 34 acres and supports a significant

amount of vegetation on the downstream end. Based on a review of aerial

photographs, it appears that the upstream end has no vegetation.

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Fluvial Site #8

Fluvial Site #8 encompasses lower California Gulch downstream of the Arkansas

Valley slag pile and the floodplain deposits along the Arkansas River from

California Gulch south to the study area boundary. The site covers approximately

115 acres and consists of braided channel deposits along both sides of California

Gulch and the Arkansas River. Vegetation is distributed sparsely on the deposits. These deposits may be related to hydraulic mining of California Gulch before the

introduction of underground mining and millin g in the district and may be of

substantially differen t character than the other fluvial tailing sites identified.

Fluvial Site #9

Fluvial Site #9 is located along upper Stray Horse Gulch above the Adelaide

Mine. The site extends to the east along Stray Horse Gulch from the Adelaide

Mine and covers approximately 25 acres. Extensive vegetation is supported on

this area, which may be the old Adelaide townsite. No mill sites have been

identified in the immediate area.

1.2 WORK PLAN OVERVIEW AND PURPOSE

Thi s work plan (Tailing Work Plan) for the investigation of tailing disposal sites is part

of the integrated, site-wide, Phase II Remedial Investigation (RI) for the California

Gulch Site. The work plan is intended to be a guide to the field activities and laboratory

analyses for the tailing investigations. Preliminary data necessary to conduct a feasibility

study (FS) for the development of remedial alternatives and to address the human health

and environmental risks associated with the tailing disposal sites will be collected during

the RI.

Thi s work plan reviews the data gaps/needs identified during the preparation of the

Draft Phase II RI Scoping Document, California Gulch Site, Leadville, Colorado

(Res-ASARCO 1991a). Work proposed for each tailing disposal area identified for

remedial investigation is presented in Subsection 2.3. The Sampling and Analysis Plan

(SAP) applicable to this investigation is presented in Section 3.0. Standard Operating

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Procedures for the proposed work are referenced in the SAP and/or included in

Appendix A.

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2.0

SCOPE OF WORK

The work to be conducted under this work plan includes the collection of representative

samples for geochemical and geotechnical analyses, and collection of hydrogeologic and

hydrologic data, including surface water and groundwater quality samples from each

tailing disposal area. This work plan is based on the investigation objectives presented

in the Draft Phase II Remedial Investigation (RI) Scoping Document (Res-ASARCO

199la). Specific field data collection activities are outlined for each tailing pile or

deposit. Information collected under these activities will be supplemented by that

collected for the surface water/sediment and groundwater data collection programs,

described in separate work plans.

2 .1 DATA QUALITY OBJECTIVES

Data quality objectives (DQOs) are defined as statements which specify the quality,

quantity, and analytical level of the data required to support decisions regarding a

particular site. DQOs for the tailing disposal areas are established to ensure that the

data collected are of sufficient quantity and quality for the intended uses. Data on

tailing will be used for the following:

• Baseline Risk Assessment

• Site Characterization (including Health and Safety)

• Screening and Evaluation of Remedial Alternatives

Once the remedial alternative is selected, the data will also be used for remedial design

and monitoring during remedial action. Additional information may, however, be

required for remedial design and for the implementation of the remedial action selected. Data needs and uses of the data to be collected for this work plan are summarized in

Table 2-1.

The data to be collected for this Work Plan will be of Analytical Level HI and/or IV. Chemical analyses will be performed by Contract Laboratory Program (CLP) methods

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(EPA 1988) and USEPA Methods for Chemical Analysis of Water and Wastes (EPA

1983). Detection limits and analytical methods are presented in Tables 3-3 and 3-4.

Geotechnical data will be of the type and quantity necessary for a feasibility study, and

will be conducted using American Society for Testing and Materials (ASTM) or

equivalent procedures.

2 .2 IDENTIFIED DATA GAPS/NEEDS

Previous investigations conducted on tailing disposal areas within the California Gulch

Site were reviewed during the scoping of the RI to evaluate the quantity and quality of

the various types of information available and the data gaps present for each tailing pile. The data review for the tailing piles is presented in the Draft Phase II RI Scopin g Document (Res-ASARCO 199 la). The potential fluvial tailing deposits identified in

Subsection 1.1.8 have not been previously investigated. The data needs, based on the

data gaps identified in the Scoping Document, are classified in four categories:

geotechnical, geochemical, hydrogeologic, and hydrologic. The hydrogeology of the

potential fluvial tailing deposits will be investigated under the Hydrogeologic Work Plan

(Res-ASARCO 1991b).

2.2.1 Geotechnical Data Needs

T he additional geotechnical information needed for the tailing areas for the purposes

identified in Section 2.1 consist of:

• Geotechnical properties of tailing and foundation material (particle size

distribution, water content, Atterberg limits, density, compressibility,

permeability, and strength)

• Variability of the tailing physical properties including particle size

variation in surficial tailing material to assess potential wind-blown

contaminant properties

• Location of the piezometric surface within the tailing and the foundation

material for stability and settlement analyses

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• Location of contacts between the tailing and foundation material and

depth to foundation

2.2.2 Geochemical Data Needs

The additional geochemical data needed consist of:

• Concentrations of metals of concern on the surface and at depth within

the tailing

• Concentrations of metals in the foundation material

• Leaching potential of the tailing by EPA Method 1312 within the range of

groundwater fluctuations to supplement the available EP toxicity data

• Soil nutrient concentrations to support vegetation

2.2.3 Hydrogeologic Data Needs

The hydrogeologic data needed to evaluate potential impacts on groundwater from the

tailing piles include:

• Groundwater quality within and/or beneath the tailing

• Groundwater quality immediately upgradient from the tailing piles

• Groundwater quality immediately downgradient from the tailing piles

The groundwater data collected for each tailing pile will also be supplemented by the

data collected under the Hydrogeologic Work Plan (ASARCO 199 Ib). The groundwater

quality within the tailing will be compared with the groundwater quality immediately

upgradient and downgradient from the tailing and the results from leaching tests to

assess the current impact and potential long term impacts of the tailing on groundwater

quality.

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2.2.4 Hydrologic Data Needs

T he hydrologic data needed to support this investigation consist of:

• Drainage basin characteristics for each of the subdrainages identified for

the tailing disposal areas, including size of the watershed, precipitation

data, soil cover, annual runoff data, and infiltration rates.

• Quality and quantity of water ponded on top of each tailing, if present. The quality and quantity of this water is expected to vary seasonally.

• Quality and quantity of surface water. Surface water samples will be

collected at sites located upgradient and downgradient of each tailing pile

or deposit that is investigated, if flow is present. A field reconnaissance

of the tailing sites will be conducted prior to collecting surface water

samples to determine the appropriate locations for the surface water

sampling sites. The quality and the quantity of these waters are known to

vary seasonally; therefore, water quality data obtained during the spring

ice-off sampling event under the current Surface Water Program (Surface

Water, Bed Material, and Aquatic Ecosystem Data Collection Program

Work Plan, California Gulch Site, Leadville, Colorado: Res-ASARCO,

1991c) will also be used to characterize the quality of water in identified

ephemeral flow reaches either upgradient or downgradient of the tailing

disposal areas. Flow data generated under the Surface Water Program

(Res-ASARCO 199 Ic) will be used in the estimation of probable

maximum floods .

• Precipitation data and runoff characteristic information will be compiled,

reviewed, and summarized to assess a probable maximum flood, design

storm (500 year event), and extent of floodplain s for these events.

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2.3 PROPOSED WORK

This section details the proposed data collection activities relative to each of the tailing

disposal sites.

2.3.1 Oregon Gulch Tailing

The investigation of the Oregon Gulch tailing will consist of the collection of surface and

subsurface tailing and foundation samples; installation of monitoring wells and collection

of groundwater samples; collection of surface water samples from water ponded on the

tailing pile, and surface water samples from sites upgradient and downgradient of the

tailing; analytical testing; and geotechnical laboratory testing. Specifically , these

activities will consist of:

• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the pile, and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Surface samples will be

collected from the upper 2 inches of the tailing. Ten samples will be

collected from each of the following areas of the impoundment.

Slopin g face of tailing impoundment

Crest of tailing embankment (at the top of the

impoundment and within 100 feet of the embankment crest)

From the tailing surface more than 100 feet away from the

embankment crest

The ten samples from each of these areas will be composited and screened

through a No. 80 mesh. The initial weight of the sample and the weight

of the material passing the No. 80 mesh will be recorded. The coarse

fraction will be discarded. The fine fractions remaining will be analyzed

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for the parameters listed for surface tailing in Table 2-2. Particle size

analysis will be performed on these samples by ASTM D421 and D422

methods.

Collection and analysis of four surface water samples. One surface water

sample will be collected from the water ponded on the tailing; two

samples will be collected from the water upgradient and downgradient of

the tailing, if present; and one sample will be collected at site OG-1

located at the confluence of California and Oregon Gulches. Surface

water samples will be collected by the methods described in SOP No. 2A, Surface Water Sample Collection (Res-ASARCO 199 Ic). Surface water

flow measurements will be performed by the methods presented in SOP

N o. 1A, Surface Water Flow Measurement (Res-ASARCO 1991c). The

quantity of ponded water will be estimated. The sample of ponded water

will be analyzed for the parameters listed in Table 2-3. Samples collected

from sites upgradient and downgradient of the tailing will be analyzed for

the parameters listed in Table 2-4. Water quality and flow data collected

at site OG-1 under the current Surface Water Program (Res-ASARCO

1991c) will also be used.

Drilling of 9 test holes to foundation material with sampling from the top

2 feet , at about 5-foot intervals, and at changes in material identified

during drilling.

Two of the test holes will be completed along the tailing

embankment

Three test holes will be completed within the tailing

impoundment

One test hole will be completed at the toe of the tailing

embankment.

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One test hole will be completed upgradient of the tailing

impoundment.

Two test holes will be completed downgradient of the toe of

the tailing embankment.

The locations of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access selected

locations. The foundation material will be drilled to a depth of 25 feet or

until bedrock is reached, whichever is less. The maximum depth of

drilling is estimated to be less than 100 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using Shelby

tubes, an Osterberg sampler, split spoons (Standard Penetration Test s

(SPT)) or a California Sampler (SOP Tailing No. 1). Water levels will be

measured in test holes during drilling and 48 hours after drilling

completion to allow the water levels to stabilize. Selected test holes will

be completed as monitoring wells. In-situ permeability tests (slug tests)

will be performed in selected test holes.

All tailing and foundation samples collected in one selected boring at

about 5-foot intervals where the tailing is near its maximum thickness will

be analyzed for the parameters listed in Table 2-2. This boring will be

designated in the field by agreement between ASARCO and EPA. Multiple samples will be kept to permit testing of engineering and

chemical properties at the sample depth as needed. Additional samples

for chemical analyses will be selected from those samples collected at 5-

foot intervals in the remaining borings within the tailing, as follows:

Within 5 feet above groundwater in the tailing if the

groundwater is at a depth greater than 10 feet

Within 5 feet below groundwater

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Within 5 feet above the foundation material if the vertical

distance between groundwater and the foundation material

is greater than 10 feet

Within the foundation material approximately 5 feet below

the tailing

Only one sample from below groundwater in the downgradient test holes

will be analyzed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples collected within

the tailing.

• The samples from the test holes will be tested for geotechnical properties. T he testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

Specific gravity: ASTM D854

Consolidation: ASTM D2435

Permeability: ASTM D5084

Unconfined compression strength: ASTM D2166

Triaxial shear strength: US Corps of Engineers (USCE) EM

1110-2-1906

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment.

• A composite of the samples collected from the top 2 feet in the test holes

will be analyzed for the nutrients listed in Table 2-2.

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• Installation and sampling of 8 monitoring wells. Two test holes located

along the embankment crest, two test holes within the tailing

impoundment, the test hole upgradient of the tailing impoundment, the

test hole at the toe of the tailing embankment, and the two test holes

downgradient of the tailing impoundment will be completed as monitoring

wells. The monitoring wells within the tailing will be screened at various

depths near the base of the tailing. The monitoring wells upgradient and

downgradient of the tailing pile will be installed with a 10-foot screened

interval within the alluvium. Five feet of screen will remain above the

water table. The monitoring wells will be developed and sampled, and the

samples will be analyzed for the parameters listed in Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff, soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.2 Apache Tailing

The investigation of the Apache tailing will consist of the collection of surface and

subsurface tailing and foundation samples; installation of monitoring wells and collection

of groundwater samples; collection of surface water samples; analytical testing; and

geotechnical laboratory testing. Specifically , these activities will consist of:

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• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Surface samples will be

collected from the upper 2 inches of the tailing. Three composite samples

will be collected. Each of these samples will be a composite of ten

samples collected to represent loose surface tailing, cemented surficial

tailing (crust), and loose tailing below the thin surficial crust. Particle size

analysis will be performed on these samples by ASTM methods D421 and

D422. The samples will be screened through a No. 80 mesh and the

coarse fractions discarded. The initial weight of the sample and the

weight of the material passing the No. 80 mesh will be recorded. The fine

fractions will be analyzed for the parameters listed for surface tailing in

Table 2-2.

• Collection and analysis of three surface water samples. One surface water

sample will be collected from the water ponded on the tailing, and two

samples will be collected from water flowing upgradient and downgradient

of the Apache tailing. Surface water flow will be measured and the

quantity of ponded water will be estimated. The ponded water sample will

be analyzed for the parameters listed in Table 2-3. Samples collected

from sites upgradient and downgradient of the tailing will be analyzed for

the parameters listed in Table 2-4. One new surface water sampling site

will be selected in California Gulch upgradient from the Apache tailing. Site CG-3, which is used in the current Surface Water Program (Res- ASARCO 1991c), will be used for the downgradient sampling site unless

a more suitable site can be located closer to the tailing.

• Drilling of up to 12 test holes to foundation material with sampling from

the top 2 feet , at about 5-foot intervals, and at changes in material

identified during drilling.

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Five test holes will be completed along the embankment of

the main tailing pile

One test hole will be completed within the main tailing

impoundment

Two test holes will be completed within the two smaller

piles located west of the main impoundment

One test hole will be drilled upgradient of the tailing

impoundment, if necessary

Three test holes will be drilled downgradient of the tailing

piles in California Gulch if necessary

The locations of the test holes will be established in the field based on the

site reconnaissance. Suitably constructed existing monitoring wells in

California Gulch may be utilized for the upgradient and downgradient test

holes, if appropriate. Some grading may be required to access selected

locations. Foundation material will be drilled to a depth of 25 feet or

until bedrock is encountered, whichever is less. The maximum depth of

drilling is estimated to be less than 80 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using shelby tubes,

an Osterberg sampler, split spoons (SPT), or a California drive sampler. Water levels will be measured in test holes during drilling and 48 hours

after drilling completion to allow for stabilization of water levels. Selected

test holes will be completed as monitoring wells. In-situ permeability tests

(slug tests) will be performed in selected test holes.

• All tailing and foundation samples in one selected test hole at about 5-foot

intervals within the main pile will be analyzed for the chemical parameters

listed in Table 2-2. This test hole will be selected in the field by

agreement between EPA and ASARCO. Multiple samples will be kept

to permit testing of engineering and chemical properties at the sample

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depth as needed. Additional samples for chemical analyses will be

selected from those samples collected at 5-foot intervals in the remaining

borings within the tailing, as follows:

Within 5 feet above groundwater in the tailing if the

groundwater is at depth greater than 10 feet

Within 5 feet below groundwater

Within 5 feet above the foundation material if the vertical

distance between groundwater and the foundation material

is greater than 10 feet

Within the foundation material approximately 5 feet below

the tailing

Only one sample from below groundwater in the downgradient test hole

will be analyzed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples collected within

the tailing.

Samples from the test holes will be tested for geotechnical properties. The testing may include:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTMD431 8

Specific gravity: ASTM D854

Consolidation: ASTM D2435

Permeability: ASTM D5084

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Unconfined compression strength: ASTM D2166

Triaxial shear strength: USCE EM 1110-2-1906

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment.

• A composite of samples from the top 2 feet of tailing in the test holes will

be analyzed for the nutrients listed in Table 2-2.

• Installation and sampling of up to 8 monitoring wells. Two test holes

within the main tailing pile, and the test holes in the smaller

impoundments will be completed as monitoring wells. The monitoring

wells within the tailing will be screened at various depths near the base of

the tailing. The three downgradient test holes and one upgradient test

hole will be completed as monitoring wells, unless existing monitoring

wells can be utilized. These wells will be installed with a 10-foot screened

interval, with 5 feet of screen remaining above the water table in the

alluvium. The monitoring wells will be developed and sampled, and the

samples will be analyzed for the parameters listed in Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

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2.3.3 Penrose Tailing

The investigation of the Penrose tailing will consist of the collection of surface and

subsurface tailing and foundation samples; installation of monitoring wells and collection

of groundwater samples; collection of surface water samples; analytical testing; and

geotechnical laboratory testing. Specifically , these activities will consist of:

• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify 9

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Ten surface samples

will be collected from the upper 2 inches of the tailing and composited.

Particle size analysis will be performed on this sample by ASTM methods

D421 and D422. The composite sample will be screened through a No.

80 mesh and the fine fraction analyzed for the parameters listed in

Table 2-2. The initial weight of the sample and the weight of the material

passing the No. 80 mesh will be recorded.

• Collection and analysis of two surface water samples. Surface water

samples will be collected and flow measured at sites selected during the

site reconnaissance in Stray Horse Gulch upstream and downstream of the

tailing, if flow is present during the investigation. These samples will be

analyzed for the parameters listed in Table 2-4.

• Drilling of 8 test holes with sampling from the top 2 feet, at about 5-foot

intervals, and at changes in material identified during drilling.

Two test holes will be drilled in each of the two tailing piles

One test hole will be drilled along 4th Street, north of the two piles

Three test holes will be drilled downgradient of the tailing pile

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The locations of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access selected

locations. Foundation material will be drilled to a depth of 20 feet or

until bedrock is reached, whichever is less. The maximum depth of

drilling is estimated to be less than 70 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using shelby tubes,

an Osterberg sampler, split spoons (SPT), or a California drive sampler. Water levels, if any, will be measured in test holes during drilling and

48 hours after drilling completion. Selected test holes will be completed

as monitoring wells. In-situ permeability tests (slug tests) will be

performed in selected test holes.

• All tailing and foundation samples collected in one selected test hole at

about 5-foot intervals within the tailing will be analyzed for the parameters

listed in Table 2-2. This test hole will be selected in the field by

agreement between EPA and ASARCO. Multiple samples will be kept

to permit testing of engineering and chemical properties at the sample

depth as needed. Additional samples for chemical analyses will be

selected from those samples collected at 5-foot intervals in the remaining

borings within the tailing, as follows:

Within 10 feet above the foundation material

Within the foundation material approximately 5 feet below

the tailing

Only one sample from below the groundwater table in the test hole along

4th Street will be analyzed. EPA Method 1312 leaching procedure will be

used to evaluate the leaching of metals from the tailing samples.

• Samples from the test holes will be tested for geotechnical properties. The testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

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Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

Specific gravity: ASTM D854

Triaxial shear strength: USCE EM 1110-2-1906

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment. Other properties for design will be estimated from index

properties or collected during remedial design, if needed.

• A composite of the samples from the top 2 feet of tailing in the test holes

will be analyzed for the soil nutrients listed in Table 2-2.

• Installation and sampling of up to 8 monitoring wells. One of the test

holes within the piles will be completed as a monitoring well screened

near the base of the tailing. The three remaining test holes within the

tailing will be completed as monitoring wells screened at various depths

above the foundation, if groundwater is encountered. The test hole along

4th Street and the three downgradient test holes will be completed as

monitoring wells screened within the alluvium. These monitoring wells

will be installed with a 10-foot screened interval, with 5 feet of screen

remaining above the water table. The monitoring wells will be developed

and sampled and the samples will be analyzed for the parameters listed

in Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff, soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

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Woodward-Clyde Consultants

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.4 Hamm's Mill Tailing

T he investigation of for the Hamm's Mill tailing will consist of the collection of surface

and subsurface tailing and foundation samples; installation of monitoring wells and

collection of groundwater samples; collection of surface water samples; analytical testing;

and geotechnical laboratory testing. Specifically , these activities will consist of:

• Engineering/Geologic reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Ten surface samples

will be collected from the upper 2 inches of the tailing and composited.

Particle size analysis will be performed by ASTM methods D421 and

D422. The composite sample will be screened through a No. 80 mesh and

the fine fraction analyzed for the parameters listed in Table 2-2. The

initial weight of the sample and the weight of the material passing the

No. 80 mesh will be recorded.

• Collection and analysis of two surface water samples. Samples will be

collected and flow measured from the water flowing in Stray Horse Gulch

upgradient and downgradient of the tailing at sites selected during the

field reconnaissance, if flow is present during the field investigation. These samples will be analyzed for the parameters listed in Table 2-4.

• Drilling of 8 test holes with sampling from the top 2 feet , at about 5-foot

intervals, and at changes in material identified during drilling.

Four test holes will be drilled within the tailing pile

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Three test holes will be drilled downgradient of the tailing pile

One test hole will be upgradient of the tailing

The locations of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access the drilling

locations. Foundation material will be drilled to a depth of 20 feet or

until bedrock is reached, whichever is less. The maximum depth of

drilling is estimated to be less than 70 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using shelby tubes,

an Osterberg sampler, split spoons (SPT), or a California drive sampler. Water levels, if any, will be measured in test holes during drilling and

48 hours after drilling completion. Selected test holes will be completed

as monitoring wells. In-situ permeability tests (slug tests) will be

performed in selected test holes.

All tailing and foundation samples from one selected test hole at about

5-foot intervals within the tailing pile will be analyzed for the parameters

listed in Table 2-2. This test hole will be selected in the field by

agreement between EPA and ASARCO. Multiple samples will be kept

to permit testing of engineering and chemical properties at the sample

depth as needed. Additional samples for chemical analyses will be

selected from those samples collected at 5-foot intervals in the remaining

borings within the tailing as follows:

At a depth of about 5 feet

Within 5 feet above the foundation material

Within the foundation material approximately 5 feet below

the tailing

Only one sample from below groundwater in the downgradient test holes

will be analyzed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples.

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• Samples from the test holes will be tested for geotechnical properties. The testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

Specific gravity: ASTM D854

Triaxial shear strength: USCE EM 1110-2-1906

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment.

• A composite of the samples from the upper 2 feet of tailing in the test

holes will be analyzed for the nutrients listed in Table 2-2.

• Installation and sampling of up to 8 monitoring wells. One of the test

holes within the tailing will be completed as a monitoring well screened

within the tailing above the foundation material. The remaining three test

holes within the tailing will be completed as monitoring wells screened at

various depths, if groundwater is encountered. The test holes

downgradient and upgradient of the tailing pile will be completed as

monitoring wells screened within the alluvium. These wells will be

installed with a 10-foot screened interval with 5 feet of screen remaining

above the water table. The monitoring wells will be developed and

sampled, and the samples will be analyzed for the parameters listed in

Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

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Woodward-Clyde Consultants

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.5 Hecla Tailin g

The investigation of the Hecla tailing will consist of the collection of surface and

subsurface tailing and foundation samples; installation of monitoring wells and

collection of groundwater samples; collection of surface water samples; analytical testing;

and geotechnical laboratory testing. Specifically , these activities will consist of:

• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Surface samples will be

collected from the upper 2 inches of the tailing. Five samples will be

collected for each of the seven tailing disposal areas and composited into

one sample per area. Particle size analysis will be performed on these

samples by ASTM methods D421 and D422. The composite samples will

be screened through a No. 80 mesh and the fine fraction analyzed for the

parameters listed in Table 2-2. The initial weight of the sample and the

weight of the material passing the No. 80 mesh will be recorded.

• Collection and analysis of surface water samples. One surface water

sample will be collected from each of the impoundments which has water

ponded on the tailing. The quantity of ponded water will be estimated. These samples will be analyzed for the parameters listed in Table 2-3. Surface water samples will also be collected along Malta Gulch upgradient

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and downgradient of the Hecla tailing at sites selected during the site

reconnaissance, and surface water flow will be measured, if flow is present

during the field investigation. The surface water samples will be analyzed

for the parameters listed in Table 2-4. Due to the ephemeral nature of Malta Gulch flow, it is likely that no stream flow will be present at the

time of the proposed sampling event; therefore, water quality for site

MG-1 from the Surface Water Program (Res-ASARCO 1991c) will be

used if it is not possible to collect new data under this program.

Drilling of 19 test holes with sampling from the top 2 feet of tailing, at

about 5-foot intervals, and at changes in material identified during drilling.

One test hole will be drilled in the westernmost

impoundment (Area No. 1 in Figure 3).

Two test holes will be drilled along the embankment of Area No. 2.

Five test holes will be drilled within Area No. 3: two along

the embankment, two within the impoundment, and one at

the toe of the embankment.

One test hole will be drilled in Area No. 4.

Three test holes will be drilled within Area No. 5 (one

within the impoundment, one along the perimeter, and one

on the embankment between Areas 3 and 5).

Two test holes will be drilled within Area No. 6 (one within

the impoundment and one on the embankment common to

Areas 5 and 6).

One test hole will be drilled in Area No. 7.

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One test hole will be drilled upgradient from Area No. 1.

Three test holes will be drilled downgradient of Area No. 1.

The locations of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access selected

locations. Foundation material will be drilled to a depth of 20 feet or

until bedrock is encountered, whichever is less. The maximum depth of

drilling is estimated to be less than 60 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using shelby tubes,

an Osterberg sampler, split spoons (SPT), or a California drive sampler. Water levels will be measured in test holes during drilling and 48 hours

after drilling completion. Selected test holes will be completed as

monitoring wells. In-situ permeability tests (slug tests) will performed in

selected test holes.

All tailing and foundation samples collected from a selected test hole at

about 5-foot intervals where the tailing is near its maximum thickness will

be analyzed for the chemical parameters listed in Table 2-2. This test

hole will be selected in the field by agreement between EPA and

ASARCO. Multiple samples will be kept to permit testing of engineering

and chemical properties at the sample depth as needed. Additional

samples for chemical analyses will be selected from those samples

collected at 5-foot intervals in the remaining borings within the tailing, as

follows:

At a depth of about 5 feet

Within 5 feet above the foundation material in Areas 3 and

5

Within the foundation material approximately 5 feet below

the tailing in Areas 2, 3 and 5

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Only one sample from below groundwater in the downgradient test holes

will be analyzed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples.

• Samples from the test holes will be tested for geotechnical properties. T he testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

Specific gravity: ASTM D854

Consolidation: ASTM D2435

Permeability: ASTM D5084

Unconfined compression strength: ASTM D2166

Triaxial shear strength: USCE EM 1110-2-1906

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment.

• A composite of the samples from the top 2 feet of tailing in the test holes

will be analyzed for the nutrients listed in Table 2-2.

• Installation and sampling of 8 monitoring wells. Four test holes within the

tailing area will be completed as monitoring wells screened within the

tailing above the foundation material. The test holes downstream of Area 1 and the upgradient test hole will be completed as monitoring wells

installed with a 10-foot screened interval within the alluvium. Five feet of

screen will remain above the water table. The monitoring wells will be

developed and sampled and the samples will be analyzed for the

parameters listed in Table 2-5,

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• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.6 Malta Tailing

The investigation of the Malta tailing will consist of the collection of surface and

subsurface tailing and foundation samples; installation of monitoring wells and collection

of groundwater samples; collection of surface water samples; analytical testing; and

geotechnical laboratory testing. Specifically , these activities will consist of:

• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Five surface samples

will be collected from the upper 2 inches of the tailing and composited.

Particle size analysis will be performed by ASTM methods D421 and

D422. The composite sample will be screened through a No. 80 mesh and

the fine fraction analyzed for the parameters listed in Table 2-2. The

initial weight of the sample and the weight of the material passing the

No. 80 mesh will be recorded.

• Collection and analysis of surface water samples. One surface water

sample will be collected from water ponded on the tailing, if present, and

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Woodward-Clyde Consultants

analyzed for the parameters listed in Table 2-3. The quantity of ponded

water will be estimated. Samples will be collected and flow measured

from the water flowing in Malta Gulch upgradient and downgradient of

the tailing at sites selected during the field reconnaissance, if flow is

present during the field investigation. These samples will be analyzed for

the parameters listed in Table 2-4. As noted previously, it is likely that no

stream flow will be present at the tune of the sampling event proposed for

this program; therefore water quality and flow data collected at site MG-1

under the current Surface Water Program (Res-ASARCO 1991c) will be

used if it is not possible to collect new data under this program.

• Drilling of 8 test holes with sampling from the top 2 feet, at about 5-foot

intervals, and at changes in material identified during drilling.

Four test holes will be drilled within the tailing pile

Three test holes will be drilled downgradient of the pile

One test hole will be drilled upgradient of the tailing.

The locations of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access the test hole

locations. Foundation material will be drilled to a depth of 10 feet or

until bedrock is reached, whichever is less in the test holes drilled in the

tailing. The downgradient test hole will be drilled to 5 feet below

groundwater or bedrock, whichever is less. The maximum depth of

drilling is estimated to be less than 30 feet. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using shelby tubes,

an Osterberg sampler, split spoons (SPT), or a California drive sampler. Water levels, if any, will be measured in test holes during drilling and 48

hours after drilling completion. Selected test holes will be completed as

monitoring wells. In-situ permeability tests (slug tests) will be performed

in selected test holes.

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• The tailing and foundation samples collected in one test hole at about

5-foot intervals within the tailing pile and one sample from below

groundwater in the downgradient test hole will be analyzed for the

parameters listed in Table 2-2. The test hole will be selected in the field

by agreement between EPA and ASARCO. Multiple samples will be kept

to permit testing of engineering and chemical properties at the sample

depth as needed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples.

• Samples from the test holes will be tested for geotechnical properties. T he testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment. Other properties for design will be estimated from index

properties or collected during remedial design, if needed.

• The sample from the upper two feet of tailing in the test hole will be

analyzed for the nutrients listed in Table 2-2.

• Installation and sampling of up to 8 monitoring wells. One test hole

within the tailing will be completed as a monitoring well screened within

the tailing above the foundation material. The three remaining test holes

within the tailing will be completed as monitoring wells screened at

various depths, if groundwater is encountered. The downgradient test

holes and upgradient test hole will be completed as monitoring wells

screened within the foundation material above bedrock. These monitoring

wells will be installed with a 10-foot screened interval with 5 feet of screen

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Woodward-Clyde Consultants

remaining above the water table. The monitoring wells will be developed

and sampled, and the samples will be analyzed for the parameters listed

in Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.7 Colorado Zinc Lead Tailing

The investigation of the Colorado Zinc Lead Tailing will consist of the collection of

surface and subsurface tailing and foundation samples; installation of monitoring wells

and collection of groundwater samples; collection of surface water samples; analytical

testing; and geotechnical laboratory testing. Specifically , these activities will consist of:

• Engineering/Geologic site reconnaissance. A site reconnaissance will be

conducted to estimate the size and thickness of the tailing and identify

surface features, general site conditions, and potential sampling locations.

• Collection and analysis of surface tailing samples. Five surface samples

will be collected from the upper 2 inches of the tailing and composited.

Particle size analysis will be performed by ASTM methods D421 and

D422. The composite sample will be screened through a No. 80 mesh and

the fine fraction analyzed for the parameters listed in Table 2-2. The

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initial weight of the sample and the weight of the material passing the No.

80 mesh will be recorded.

• Collection and analysis of surface water samples. One surface water

sample will be collected from water ponded on the tailing, if present, and

analyzed for the parameters listed in Table 2-3. The quantity of ponded

water will be estimated. Samples will be collected and flow measured of

the water flowing in California Gulch upgradient and downgradient of the

tailing at sites selected during the field reconnaissance, if flow is present

during the field investigation. These samples will be analyzed for the

parameters listed in Table 2-4. Water quality and flow data collected at

site CG-4 under the current Surface Water Program (Res-ASARCO

1991c) will be used to supplement data collected under this program.

• Drilling of 8 test holes with sampling from the top 2 feet , at about 5-foot

intervals, and at Changes in material identified during drilling.

Four test holes will be drilled within the tailing pile

Three test holes will be drilled downgradient of the pile

One test hole will be drilled upgradient of the tailing impoundment

The location of the test holes will be established in the field based on the

site reconnaissance. Some grading may be required to access the test hole

locations. Foundation material will be drilled to a depth of 10 feet or

until bedrock is reached, whichever is less in the test hole drilled in the

tailing. The downgradient and upgradient test holes will be drilled to

5 feet below groundwater or bedrock, whichever is less. The maximum

depth of drilling is estimated to be less than 30 feet. Disturbed and

relatively "undisturbed" samples in the test holes will be collected using

shelby tubes, an Osterberg sampler, split spoons (SPT), or a California

drive sampler. Water levels, if any, will be measured in test holes during

drilling and 48 hours after drilling completion. Selected test holes will be

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Woodward-Clyde Consultants

completed as monitoring wells. In-situ permeability tests (slug tests) will

be performed in selected test holes.

• The tailing and foundation samples collected in one test hole at about

5-foot intervals within the tailing pile and one sample from below

groundwater in the downgradient test hole will be analyzed for the

parameters listed in Table 2-2. The test hole will be selected in the field

by agreement between EPA and ASARCO. Multiple samples will be kept

to permit testing of engineering and chemical properties at the sample

depth as needed. EPA Method 1312 leaching procedure will be used to

evaluate the leaching of metals from the tailing samples.

• Samples from the test holes will be tested for geotechnical properties. The testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index):

ASTM D4318

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgment. Other properties for design will be estimated from index

properties or collected during remedial design, if needed.

• The sample from the upper two feet of tailing in the test hole will be

analyzed for the nutrients listed in Table 2-2.

• Installation and sampling of up to 8 monitoring wells. One test hole

within the tailing will be completed as a monitoring well screened within

the tailing above the foundation material. The remaining three test holes

within the tailing will be completed as monitoring wells screened at

various depths, if groundwater is encountered. The downgradient test

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Woodward-Clyde Consultants

holes and upgradient test hole will be completed as monitoring wells

screened within the foundation material above bedrock. These monitoring

wells will be installed with a 10-foot screened interval, with 5 feet of

screen remaining above the water table. The monitoring wells will be

developed and sampled, and the samples will be analyzed for the

parameters listed in Table 2-5.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

2.3.8 Fluvial Tailin g Deposits

The investigation of nine potential fluvial tailing deposits will be similar to that for the

seven tailing disposal sites. The sampling will consist of the collection of surface water

samples, surface and subsurface tailing samples, and foundation samples. The analyses

will consist of analytical testing and geotechnical laboratory testing. Specifically, these

activities will consist of:

• Engineering/geologic site reconnaissance. A site reconnaissance will be

conducted to evaluate the site as tailing, hydraulic mining deposits, or

natural floodplai n materials. Sites identified to be tailing deposits will be

reviewed further to identify surface features, general site conditions, and

potential sampling and boring methods and locations. A backhoe may be

used to expose a shallow portion of the deposit to assist in identifying the

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Woodward-Clyde Consultants

material. If the materials at a site are not considered to be tailing, the

scope of the investigation will be reduced and will be intended to provide

data to support the observations made during the field reconnaissance.

• Collection and analysis of surface tailing samples. Ten surface samples

will be collected from the upper 2 inches of the larger deposits

(i.e., greater than 5 acres) and composited into one sample for testing. Five surface samples will be collected and composited from the deposits

smaller than 5 acres (i.e., fluvial Sites #3, #5, and #6). Particle size

analyses will be performed by ASTM methods D421 and D422. The

composite samples will be screened through a No. 80 mesh and the fine

fraction analyzed for the parameters listed in Table 2-2. The initial weight

of the sample and the weight of the material passing the No. 80 mesh will

be recorded.

• Collection and analysis of surface water samples. Samples will be

collected of surface water upgradient and downgradient of the fluvial

deposits and flow through the tailing deposit will be measured. Surface

water sampling locations in California Gulch, Malta Gulch, and the

Arkansas River will be selected during the field reconnaissance. The

samples will be analyzed for the parameters listed in Table 2-4. Surface

water sampling stations for the current surface water program (Res- ASARCO 1991c) will be used where possible.

• A minimum of two test holes per deposit will be drilled with sampling

from the top 2 feet, at about 5 foot intervals, and at changes in material

identified during drilling. One additional test hole will be drilled for each

10 acres of tailing in excess of 5 acres. The holes will be drilled into the

foundation to a minimum depth of one half the depth of the fluvial

deposit or to bedrock, whichever is less. Disturbed and relatively

"undisturbed" samples in the test holes will be collected using 2-inch

diameter split spoons (SPT), California samples, an Osterberg sampler, or

Shelby tubes. Water levels, if any, will be measured in test holes during

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drilling and after drilling completion. Test hole locations will be selected

during the field reconnaissance.

• Tailing and foundation samples collected in the test holes will be analyzed

for chemical parameters as follows:

One tailing sample will be analyzed for each 10 feet depth of

tailing for the total and Method 1312 analytes listed in Table 2-2.

One foundation sample will be analyzed for the total analytes listed

in Table 2-2.

Additional samples will be analyzed for total and Method 1312

analytes if significant changes in material are noted during drilling.

• Multiple samples will be kept to permit testing of engineering and

chemical properties at the sample depth as needed.

• Samples from the test holes may be tested for geotechnical properties. T he testing may include the following:

Moisture content: ASTM D2216

Wet and dry densities: ASTM D2216

Particle size distribution: ASTM D421 and D422

Atterberg limits (liquid limit and plasticity index): ASTM D4318

Permeability: ASTM D5084

Unconfined compression strength: ASTM D2166

The specific geotechnical testing program will be established based on the

types of materials encountered, samples recovered, and engineering

judgement.

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• Samples from 0-2 feet depth in the test holes will be composited into one

sample per fluvial area and analyzed for the nutrients listed in Table 2-2,

if the tailing does not support vegetation.

• Data concerning the drainage basin characteristics, annual precipitation

and runoff , soil cover, and infiltration rates will be compiled from existing

sources. Contributing and noncontributing watershed areas will be

delineated on U.S. Geological Survey 7 1/2 minute topographical maps of

the area. Precipitation data will be compiled from the Leadville

precipitation gage records and the Precipitation Frequency Atlas of the

Western United States (NOAA 1973). Soil distribution maps (Soil

Conservation Service and equivalent) will be reviewed to interpret soil

types and characteristics. Annual runoff will be estimated from the

probable maximum precipitation estimates given in NOAA (1984 and

1988). Infiltration rates will be estimated on the basis of precipitation

data, soil cover, and runoff data.

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TABLE 2-1

SUMMARY OF STATEMENTS USED IN THE DEVELOPMENT OF DQOs FOR TAILING AT CALIFORNIA GULCH SITE

Data Use Data Need

- Locate apparent surface and

subsurface contaminant sources

- Define distribution of contaminants

- Determine leaching potential

- Estimate mobility of contaminants

Evaluate parameters for

development and evaluation of

remedial alternatives

Evaluate rates and pathways of

exposures and human health and

environmental risks

Assess tailing impoundments piles

as potential sources of surface water

contamination

Evaluate hydrologic parameters for

development and evaluation of

remedial alternatives

Define quality of water ponded on

tailing

Identify tailing stratigraphy

- Analysis of tailing at varying depths

and locations for total metals

- Analysis of tailing at varying depths

and locations for total metals

- Leach test data for metals from tailing

samples and analysis of water within

tailing

- Analysis of tailing at varying depths

and locations for total metals. Leach

test data on tailing samples. Analysis

of groundwater within tailing and

immediately downgradient from tailing

- Analysis of tailing at varying depths

and locations for total metals. Geotechnical testing of tailing and

foundation soil properties

- Analysis of tailing for total metals. Groundwater and surface water

sampling and analysis

- Analysis of surface water samples

collected upgradient and downgradient

of tailing.

- Compile drainage basin characteristics

including size of watersheds,

precipitation, soil cover, runoff, and

infiltration rates

- Analysis of ponded water samples

- Test holes drilled and logged to

bedrock

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TABLE 2-1

(Concluded)

Data Use Data Need

- Perform tailing pile stability analysis - Geotechnical properties of tailing and

foundation material, and location of

groundwater

- Evaluate groundwater flow - Install piezometers screened in tailing

and foundation material and monitor

groundwater level

- Assess tailing piles as potential - Analysis of groundwater samples from

sources of groundwater within and downgradient of the tailing

contamination

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Woodward-Clyde Consultants

TABLE 2-2

TAILING ANALYTICA L PARAMETERS

Total Analytes for Surface and Subsurface Samples

(Mine Waste and Foundation)

75% of Samples

Method 1312 for Subsurface Mine Waste Samples

Risk Assessment Metals for Surface and Subsurface Samples (Tailing and Foundation)

25% of Samples

Arsenic (As) Cadmium (Cd) Lead (Pb) Zinc (Zn)Arsenic (As) Cadmium (Cd) Lead (Pb) Zinc(Zn)

Nutrients for Tailin g Samples

from 0-2 ft Depth

Total Phosphorous (P) Total Potassium (K) Total Organic Carbon (TOC)

Antimony (Sb) Arsenic (As) Barium (Ba) Beryllium (Be) Cadmium (Cd) Chromium (Cr) Copper (Cu) Lead (Pb) Manganese (Mn) Mercury (Hg) Nickel (Ni) Silver (Ag) Thallium (Tl) Zinc (Zn)

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TABLE 2-3

PONDED WATER SAMPLE ANALYTICAL PARAMETERS1

FIELD ANALYSI S

pH

Specific conductance (SC) Dissolved oxygen (DO) Water temperature

LABORATORY ANALYSIS

Major Constituents (Total) PH

Specific conductance (SC) Total dissolved solids (TDS) Total suspended solids (TSS) Alkalinity Total phosphorus (P) Bicarbonate (HCO3~)

Metals (Total and Dissolved) Aluminum (Al) Antimony (Sb) Arsenic (As) Barium (Ba) Beryllium (Be) Cadmium (Cd) Calcium (Ca) Chromium, total (Cr)

Chromium, trivalent (Cr+ 3)

2

Cobalt (Co) Copper (Cu) Cyanide (CN") Iron (Fe)

Carbonate (CO/) Sulfate (SO4

2

-) Chloride (Cl' ) Silica (SiO2) Fluoride (F) Nitrate + Nitrite

Lead (Pb) Magnesium (Mg) Manganese (Mn) Mercury (Hg) Nickel (Ni) Potassium (K) Selenium (Se) Silver (Ag) Sodium (Na) Thallium (Tl) Vanadium (V) Zinc (Zn)

This list is that required for the water treatment facility operations. 2

 Determined by subtracting the value of hexavalent chromium from that of total

chromium.

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TABLE 2-4

SURFACE WATER SAMPLE ANALYTICAL PARAMETERS1

FIELD ANALYSI S

pHSpecific conductance (SC) Dissolved oxygen (DO) Water temperature LABORATORY ANALYSIS

PHSpecific conductance (SC) Total suspended solids (TSS) Total dissolved solids (TDS) Dissolved organic carbon (DOC) Major constituents and

inorganics (total) Alkalinity Calcium (Ca) Magnesium (Mg) Sodium (Na) Potassium (K) Bicarbonate (HCO3~) Carbonate (CO3

2 ) Metals and trace

constituents

(Total and Dissolved) Aluminum (Al) Antimony (Sb) Arsenic (As) Barium (Ba) Cadmium (Cd) Chromium (Cr) Copper (Cu) Iron (Fe) Lead (Pb)

Chloride (CT) Sulfate (S04

2

-) Silica (SiO2) Total phosphorous (P) Fluoride (F) Nitrate and nitrite

Manganese (Mn) Mercury (Hg) Nickel (Ni) Selenium (Se) Silver (Ag) Zinc (Zn) Cyanide (CN' )

Same as those specified in the Surface Water Work Plan (Res-ASARCO 1991b).

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TABLE 2-5 GROUNDWATER SAMPLE ANALYTICAL PARAMETERS

FIELD ANALYSI S

pH

Specific conductance (SC) Water temperature

LABORATORY ANALYSIS

pH

Specific conductance (SC) Total dissolved solids (TDS) Dissolved organic carbon (DOC)

Major Constituents and Inorganics (Total) Alkalinity Chloride (Cl' ) Calcium (Ca) Sulfate (SO4

2 ) Magnesium (Mg) Silica (SiO2) Sodium (Na) Total phosphorous (P) Potassium (K) Fluoride (F) Bicarbonate (HCO3

") Nitrate and nitrite

Carbonate (CO3

2

-)

Metals and Trace Constituents (Dissolved) Aluminum (Al) Manganese (Mn) Antimony (Sb) Mercury (Hg) Arsenic (As) Nickel (Ni) Barium (Ba) Selenium (Se)

Cadmium (Cd) Silver (Ag) Chromium (Cr) Zinc (Zn)

Copper (Cu)

Cyanide (CN' ) Iron (Fe) Lead (Pb) __________

22443-22327/R14T.2-5 07-30-91/RPT/6 Sheet 1 Of 1
E PA REGION VIII SUPERFUN D DOCUMENT MANAGEMEN T SYSTEM

DOC ID # i

IMAGERY COVER SHEET

UNSCANNABL E ITEM(S )

Contact the Superfun d Records Center to view this (these) document(s).

(303-312-6473)

SIT E NAME :

REPORT OR DOCUMENT TITLE:

DATE OF DOCUMENT
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3.0

SAMPLING AND ANALYSIS PLAN

T he Sampling and Analysis Plan (SAP), Yak Tunnel Operable Unit, California Gulch

Site, Leadville, Colorado, Revision 3.0 (Res-ASARCO 1990c) will be used as the SAP

for this work plan. Modifications to the Yak Tunnel SAP which are applicable to this

work plan are presented below. The SAP is composed of the following parts:

• Field Sampling Plan

• Quality Assurance Project Plan

• Standard Operating Procedures

3 .1 FIELD SAMPLING PLAN

This Field Sampling Plan (FSP) describes the sampling tasks required for the remedial

investigation of seven tailing disposal sites and nine potential fluvial tailing deposits

located within the California Gulch Site. The FSP details the sample types, locations

and frequency, sample handling and labeling, planned analyses, documentation and

reporting, and quality assurance/quality control (QA/QC) requirements.

3.1.1 Sampling Objectives, Locations, and Frequency

T he objectives of the sampling program for the taiHng impoundments, piles, and deposits

are to (1) characterize the chemical composition of the tailing, (2) characterize the

leaching potential of the tailing material, (3) evaluate the engineering properties of the

tailing and foundation material, (4) collect the necessary information (i.e., chemical,

geotechnical, geologic, hydrologic) to select and evaluate remedial action alternatives,

(5) evaluate the quality of water ponded on the tailing, if present, and (6) assess the

tailing areas as potential sources of surface water and groundwater contamination.

Samples will be collected from each of seven tailing disposal sites and those fluvial

tailing deposits selected for investigation described in Section 2.3 to meet the above

objectives. Analyses to be performed on specific sample types are listed in Table 3-1.

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Specific sampling and drilling locations will be designated in the field upon site

reconnaissance prior to the start of drilling. The samples will be collected during the

summer and fall of 1991. Samples will be collected for geotechnical and geochemical

analyses of the following:

• Surface material (0-2 inches)

• Unsaturated tailing (if present)

• Saturated tailing (if present)

• Foundation material underlying the tailing

3.1.2 Field Procedures

Standard Operating Procedures (SOPs) for the installation, development, and sampling

of monitoring wells have been developed for the Yak Tunnel Operable Unit and are

included in the Yak Tunnel Sampling and Analysis Plan (SAP) (Res-ASARCO 1990c).

The following SOPs from the Yak Tunnel SAP (Res-ASARCO 1990c) are applicable to

this project:

No. 2 - Monitoring Well Water Level Measurement

No. 3 - Groundwater Monitoring Well and Piezometer Installation

No. 4 - Monitoring Well Development

No. 5 - Groundwater Monitoring Well Sampling

SOPs for the collection of surface water samples and measurement of surface water flow

were developed for the current surface water program (Res-ASARCO 1991c).

T he followin g SOPs from the Surface Water Work Plan (Res-ASARCO 1991c) are

applicable to this project:

No. 1A - Surface Water Flow Measurement

No. 2A - Surface Water Sample Collection

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F or sampling ponded water from the tailing impoundments, the procedures listed for

sampling the surge pond will be used, as specified in the following SOP from the Yak

Tunnel SAP (Res-ASARCO 1990c):

N o. 8 - Surface Water Sample Collection

The following SOPs were developed specifically for the Tailing Work Plan and included

in Appendix A:

Tailing No. 1 - Geotechnical Investigation of Tailing Disposal Areas

Tailing No. 2 - Near-Surface Tailing Sample Collection

The monitoring wells described in Section 2.3 will provide groundwater level

measurements at the tailing sites. The number and screen interval of the monitoring

wells will be reviewed based an observations of groundwater occurrence during drilling. Installation of monitoring wells will be in accordance with SOP No. 3, Groundwater

Monitoring Well and Piezometer Installation.

3.1.3 Sample Handling, Documentation, and Analysis

Procedures for sample handling, proper sample containers, and shipping are presented

in the following SOP from the Yak Tunnel SAP (Res-ASARCO 1990c):

No. 10 - Sample Handling, Documentation, and Analysis

Required containers, holding times, and preservatives for this project are listed in

Table 3-2. Chemical preservatives listed apply only to water samples. Table 1 hi SOP

No. 10 (Res-ASARCO 1990c) has been revised to be applicable to the collection of

tailing samples and is presented in Tables 3-5 and 3-6 of this work plan.

If a boring is completed as a monitoring well, the well (boring) will be identified for

groundwater monitoring/sampling purposes as specified in Table 3-7. Therefore, if a

boring is not converted to a monitoring well, no well identification number will be issued

for that boring location.

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3.1.4 Decontamination

The procedures for decontamination of sampling equipment, drilling equipment, and

personnel are presented in the following SOP from the Yak Tunnel SAP (Res-ASARCO

1990c):

No. 1 - Decontamination

32 QUALITY ASSURANCE PROJECT PLAN

T he Quality Assurance Project Plan (QAPP), Revision 3.0, March 18,1991, Yak Tunnel

Operable Unit, California Gulch Site, Leadville, Colorado (Res-ASARCO 1990c) will

be used as the QAPP for this work plan, with the modifications presented below.

The purpose of the Quality Assurance Project Plan is to document the quality assurance

requirements applicable to activities performed as part of the Tailing Work Plan. Thi s

plan describes the requirements of the quality assurance (QA) program for organizing,

planning, performing, reviewing, and documenting activities which affec t the quality of

work related to the Tailing Work Plan.

The scope of this Quality Assurance program includes activities performed by Woodward-Clyde Consultants (W-C) and ASARCO after the date of EPA approval of

the Tailin g Work Plan, as authorized by ASARCO. It applies to work performed at the

California Gulch site and vicinity, in the office , and laboratory testing.

3.2.1 Project Organization

The organization, responsibilities, and qualifications of key W-C personnel concerned

with quality assurance for the Tailing Work Plan are specified in Subsections 3.2, 3.3,

and 3.4 of the Quality Assurance Project Plan, Revision No. 3.0, March 18, 1991, Yak

Tunnel Operable Unit, California Gulch Site, Leadville, Colorado (Res-ASARCO 1990c)

(Yak Tunnel QAPP).

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32.2 Laboratory

Chemical Analysis will be performed by CLP methods (EPA 1988) and Methods for

Chemical Analysis of Water and Wastes (EPA 1983). The laboratory responsibilities,

analytical parameters and procedures, and QA/QC requirements will be those specified

in Section 5.0 of the Yak Tunnel QAPP with the following changes:

Analytical Parameters and Procedures - Parameters which will be analyzed

during the implementation of the Tailing Work Plan are listed in Tables 2-2,2-3,

2-4, and 2-5. Table 3-1 lists the analyses to be performed on specific sample

types. Holdin g times, preservatives, and sample containers required are listed in

Table 3-2. Tables 3-3 and 3-4 list the specific analytical procedures, reporting

limits, and reference documents to be utilized for this work plan.

Seventy-five percent of the tailing and foundation samples collected will be

analyzed for arsenic, cadmium, lead, and zinc according to the methods specified

in the CLP Statement of Work for Inorganics Analysis (EPA 1988) and its

approved revisions, and arsenic, cadmium, lead, and zinc by the EPA Method

1312 Leach Test. Twenty-five percent of the tailing and foundations samples will

be analyzed for the risk assessment metals listed in Table 3-2 by CLP methods.

One composite sample per tailing pile will be analyzed for the nutrients listed in

Table 3-2. Surface water and groundwater samples will be analyzed for the

parameters listed in Tables 3-3 and 3-4, respectively. Tables 4-3 and 4-4 list the

specific analytes, analytical procedures, and reporting limits to be utilized for the

analysis of these samples.

3.2.3 Quality Assurance Objectives and Quality Control

Data quality objectives pertaining to accuracy, precision, completeness, comparability,

representativeness, and quality control checks are specified in Sections 6.2 and 6.3 of the

Yak Tunnel QAPP with the following changes:

• Trip blanks are not applicable as samples collected as part of the Tailing Work Plan; samples will not be analyzed for volatile organic compounds.

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3.2.4 Data Validation

Validation of the analytical data generated from samples collected as part of the Tailing Work Plan will be as described in the Yak Tunnel QAPP.

3.2.5 Field Samplin g Plan and Standard Operating Procedures

A Field Sampling Plan (FSP) is included in Subsection 3.1 of this Tailing Work Plan. The FSP is that contained in the Yak Tunnel Sampling and Analysis Plan (Res- ASARCO 1990c), with slight modifications as required for this work plan. Standard

Operating Procedures (SOPs) were written following the guidelines described in Sections

8.0 and 9.0 of the Yak Tunnel QAPP for those tasks not already covered by existing Yak

Tunnel and surface water program SOPs.

3.2.6 Audits, Nonconformances, and Corrective Actions

System audits and corrective actions for nonconformance will be as specified in

Subsections 10.1 and 10.2 of the Yak Tunnel QAPP. The schedule of audits to be

performed will be as specified in Table 10-1 of the Yak Tunnel QAPP.

3.2.7 Quality Assurance Reports

Quality assurance reports to management will be as specified in Section 11.0 of the Yak

Tunnel QAPP.

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TABLE 3-1

ANALYSES TO BE PERFORMED ON SPECIFIC SAMPLE TYPES

Sample Type

Tailing, surface

Tailing, unsaturated

Tailing, saturated

Tailing, base

Foundation

Ponded water

Groundwater

Surface water

1

2 See Table 2-2

 See Table 2-2

Media

tailing

tailing

tailing

tailing

soil

water

water

water

Total Analytes1

X

X

X

X

X

Method

1312

2

X

X

X

Geotechnical Water Analysis3

 Quality"

X

X

X

X

X

X

X

X

Nutrients5

X

for list of "total analytes".

f or analytes.

rn-ili-i^^k rl^-nci-Kr *-\ni-ii^>l *a CIT ^ ^icfi-iVvn f i f\r\ \irof^f /^r\nt*a-nt A ttArT^Aff T

limits, consolidation, strength, permeability. See Tables 2-3,2-4, and 2-5 for parameters to be analyzed for ponded water, surface

water, and groundwater, respectively. See Table 2-2 for list of nutrients.

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TABLE 3-2

SAMPLE CONTAINERS , PRESERVATIVES , AND HOLDING TIMES

Analyte

Metals

Hexavalent Chromium

Chloride

Fluoride

Silica

Sulfate

Specific conductance

Nitrate

Total phosphorous

Cyanide

Alkalinity

Total dissolved solids

Total suspended solids

pH

Carbonate

Bicarbonate

Container1

P,G

P,G

P,G

P

P

P,G

P,G

P,G

P,G

P,G

P,G

P,G

P,G

P,G

P,G

P,G

Dissolved Organic Carbon P,G

Total Organic Carbon

Nitrate and Nitrate

1

 Bottle code: P * Al l OOTMfvl^C 1

 OT%

P,G, P,G

Preservation2

HNO3 to pH<2

H 2 S O 4topH< 2

H2S O 4 to pH<2

NaOHtopH<1 2

H C1 or H2S O4 to pH<2

H C1 or H2S O 4 to pH<2

H 2 S O 4topH< 2

Holding Time3 Notes

6 months 4

24 hours

28 days

28 days

28 days

28 days

28 days

28 days

28 days

7 days

14 days

7 days

7 days

24 hours 5

14 days

14 days

28 days

28 days

28 days

= polyethylene, G=glass.

a +r\ Vm *f oncT-krkffArl o-nr! c+nra/3 of A.°C^ ' \ 'hf* Ah<iT«1/^Cl1 nfACAfwatlw^ C

indicated above apply only to water samples. Soil and sediment samples are

preserved by storage at 4°C. Holdin g times start at the date of sample collection. Holdin g times for metals are 6 months, except for mercury, which has a 28-day

holding time. The laboratory must analyze pH as soon as possible. However, as a practical

guideline for data validation purposes, the holding times will be 1 day.

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Woodward-Clyde Consultants

TABLE 3-3

ANALYTICAL METHODS FOR CLP ANALYSES OF TAILING AND FOUNDATION SAMPLES 1

Parameter

Antimony (Sb)

Arsenic (As)

Barium (Ba)

Beryllium (Be)

Cadmium (Cd)

Chromium (Cr)

Copper (Cu)

Lead (Pb)

Leach Test

Manganese (Mn)

Mercury (Hg)

Nickel (Ni)

NO3 as N

Phosphorus (P) Potassium (K)

Silver (Ag)

Thallium (Tl)

Total Organic Carbon

(TOC)

Zinc (Zn)

Method

200.7 CLP-M

206.2 CLP-M

200.7 CLP-M

200.7 CLP-M

200.7 CLP-M

200.7 CLP-M

200.7 CLP-M

239.9 CLP-M

13 12

2

200.7 CLP-M

245.5 CLP-M

200.7 CLP-M

353.2

3

365.3

3

200.7 CLP-M

200.7 CLP-M

279.2 CLP-M

415.1

200.7 CLP-M

Reporting Limit (mg/kg)4

6.0

1.0

1.0

20

0.5

1.0

2.5

0.5

( 5)

1.5

0.1

4.0

0.5

0.5

500

1.0

1.0

**

2.0

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TABLE 3-3

(Concluded)

NA Not applicable 1

 USEPA Contract Laboratory Program Statement of Work for Inorganic Analysis, Multi-media, Multi-concentration, SOW 788 (July 1988). Twenty-five percent of

the tailing and foundation samples collected will be analyzed for the expanded

list of metals shown above according to CLP protocols. 2

 Synthetic Precipitation Leach Test for Soils. 3

 USEPA Methods for Chemical Analysis of Water and Wastes, EPA 600/4-79-020, March 1979, Revised March 1983 (EPA 1983). 4

 The limits listed in this table are computed from the detection limits obtained in

pure water and assumes a 1 gram sample weight. Actual reporting limit will be

adjusted for sample size. 5

 Results reported in /tg/1 as described in Method 1312, SW-846.

** Reporting limit dependent on analytical method utilized and on sample matrix.

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Woodward-Clyde Consultants

TABLE 3-4

ANALYTICAL METHODS FOR ANALYSIS OF WATER SAMPLES

Parameter

INORGANICS (jig/L )

Aluminum (Al)

Antimony (Sb)

Arsenic (As)

Barium (Ba)

Cadmium (Cd)

Chromium, total (Cr)

Copper (Cu)

Iron (Fe)

Lead (Pb)

Manganese (Mn)

Mercury (Hg)

Nickel (Ni)

Selenium (Se)

Silver (Ag)

Zinc (Zn)

Cyanide (CN")

INORGANICS (mg/L)

Alkalinity

Calcium (Ca)

Magnesium (Mg)

Sodium (Na)

Potassium (K)

Total phosphorus (P)

Carbonate (CO3

=)

Method

200.7 CLP-M1

200.7 CLP-M1

206.2 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

239.9 CLP-M1

200.7 CLP-M1

245.5 CLP-M1

200.7 CLP-M1

270.2 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

335.2 CLP-M1

310.1

2

200.7 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

200.7 CLP-M1

36S.32

310.1

2

Reporting Limit

200

60

10

200

5

10

25

100

3

15

0.2

40

5

10

20

10

5

5

5

5

5

0.05

5

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Woodward-Clyde Consultants

TABLE 3-4

ANALYTICAL METHODS FOR ANALYSIS OF WATER SAMPLES

(Concluded)

Parameter

Bicarbonate (HCO3~)

Sulfate (SO4

=)

Chloride (C?)

Silica (SiO2)

Fluoride (F)

Nitrate and nitrate

WATER QUALITY (mg/L)

Total suspended solids (TSS)

Total dissolved solids (TDS)

Dissolved organic carbon (DOC) Specific conductance

PH

Method

310.1

2

300.0

2

300.0

2

200.7 CLP-M1

340.2

2

353.2

2

160.2

2

160.1

2

415.1

2

120. 1

2

150

2

Reporting Limit

5

5

5

0.2

0.1

0.1

2

10

0.5

NA

NA

NA Not Applicable 1

 USEPA Contract Laboratory Program Statement of Work for Inorganic Analysis, Multi-Media, Multi-Concentration, SOW 788 (July 1988). 2

 USEPA Methods for Chemical Analysis of Water and Wastes, EPA 600/4-79-020, March, 1979, Revised March 1983 (EPA 1983).

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Woodward-Clyde Consultants

TABLE 3-5

TAILING SURFACE SAMPLE IDENTIFICATION KEY

Example Sample ID: A-OG1W-01-910801

A = Samplin g Company

(here, ASARCO)

OG = Tailing pile designation

(here, Oregon Gulch)

1 = Impoundment number

W = Matrix of Sample

(here, ponded water)

01 = Type of Sample

(here, primary sample)

910801 = Date of Sample Collection

(Year Month Day)

First field will be: "A" for ASARCO or "W" for Woodward-Clyde Consultants

Second field consists of three components:

The firs t component is a two-character designation for the tailing disposal area, and will

be:

"OG" for Oregon Gulch "Fl" for Fluvial Site 1, or

"AP" for Apache, or "F2" for Fluvial Site 2, or

"HC" for Hecla, or "F3" for Fluvial Site 3, or

"MA" for Malta, or "F4" for Fluvial Site 4, or

"HM" for Hamms Mill , or "F5" for Fluvial Site 5, or

"PN" for Penrose, or "F6" for Fluvial Site 6, or

"CZ" for Colorado Zinc Lead, or "FT for Fluvial Site 7, or

"F8" for Fluvial Site 8, or

"F9" for Fluvial Site 9

The second component is a one-number code which designates the tailing impoundment

for the tailing disposal area (i.e., Hecla tailing is composed of seven impoundments

numbered 1-7).

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TABLE 3-5

(Concluded)

The third component is a one-letter designation for the sample matrix, and will be:

"W" for ponded water, or T for composite surface tailing

Third field will be:

"01" for primary sample

"02" for duplicate sample

"03" for field blank

"04" for equipment rinsate

"MS" for matrix spike and duplicate

Fourth field will be: Year Month Day

(Date Sample Collected)

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Woodward-Clyde Consultants

TABLE 3-6

TAILING BOREHOLE SAMPLE IDENTIFICATION KEY

Example Sample ID: A-OG1B101T-01-910801

A = Sampling Company

(here, ASARCO)

OG = Tailing Pile designation

(here, Oregon Gulch)

1 = Impoundment number

Bl = Borehole number

(here, Borehole number 1)

01 = Depth of sample

(here, 0-2 depth)

T = Sample Matrix

(here, tailing)

01 = Type of Sample

(here, primary sample)

910801 = Date of Sample Collection

(Year Month Day)

First field will be: "A" for ASARCO or "W" for Woodward-Clyde Consultants

Second field consists of five components:

The first component is a two-character designation for the taihng disposal area, and will

be:

"OG" for Oregon Gulch, or "Fl" for Fluvial Site 1, or

"AP" for Apache, or "F2" for Fluvial Site 2, or

"HC" for Hecla, or "F3" for Fluvial Site 3, or

"MA" for Malta, or "F4" for Fluvial Site 4, or

"HM" for Hamms Mill, or "F5" for Fluvial Site 5, or

"PN" for Penrose, or "F6" for Fluvial Site 6, or

"CZ" for Colorado Zinc Lead, or "F7" for Fluvial Site 7, or

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TABLE 3-6

(Concluded)

"F8" for Fluvial Site 8, or

"F9" for Fluvial Site 9

The second component is a one-number code which designates the tailing impoundment

for the tailing disposal area (i.e., Hecla tailing is composed of seven impoundments

numbered 1-7).

The third component is the letter "B" followed by a number between 1 and 9, and

represents the borehole number within the impoundment (i.e., 1B1 = borehole No. 1

in impoundment No. 1)

The fourth component is a two-number code which designates the sample depth in the

borehole and will be:

"01" for 1st depth (here, 0-2'),

"02" for 2nd depth

The exact depths of sample collection will be recorded in the field notebook. "BC" will

be used to designate composite samples from 0-2 depth in all borings in a particular

impoundment.

The fifth component is a one-letter code which designates the sample matrix, and will

be:

"T" for tailing, or

" S" for foundation soils

Third field will be:

"01" for primary sample

"02" for duplicate sample

"03" for field blank

"04" for equipment rinsate

"MS" for matrix spike and duplicate

Fourth field will be: Year Month Day

(Date sample collected)

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Woodward-Clyde Consultants

TABLE 3-7

TAILING MONITORING WELL IDENTIFICATION KEY

Example Sample ID: A-OG1TMW1-01-910801

A = Sampling Company

(here, ASARCO)

OG = Tailing Pile Designation

(here, Oregon Gulch)

1 = Impoundment number

TMW 1 = Tailing monitoring well number (corresponds with borehole

number in Table 3-6)

01 = Type of sample

910801 = Date of Sample Collection

(Year Month Day)

First field will be: "A" for ASARCO or "W" for Woodward-Clyde Consultants

Second field consists of three components:

The first component is a two-character designation for the tailing disposal area, and will

be:

"OG" for Oregon Gulch, or "Fl" for Fluvial Site 1, or

"AP" for Apache, or "F2" for Fluvial Site 2, or

"HC" for Hecla, or "F3" for Fluvial Site 3, or

"MA" for Malta, or "F4" for Fluvial Site 4, or

"HM" for Hamms Mill, or "F5" for Fluvial Site 5, or

"PN" for Penrose, or "F6" for Fluvial Site 6, or

"CZ" for Colorado Zinc Lead, or "F7" for Fluvial Site 7, or

"F8" for Fluvial Site 8, or

"F9" for Fluvial Site 9

The second component is a one-number code which designates the tailing impoundment

for the tailing disposal area (i.e., Hecla tailing is composed of seven impoundments

numbered 1-7).

22443E-22327/R14T.3-7 07-30-91/WT/6 Sheet 1 Of 2
Woodward-Clyde Consultants

TABLE 3-7

(Concluded)

The third component is the letter "TMW" (tailing monitoring well) followed by a number

which corresponds to the boring number listed in Table 3-6.

Third field will be:

"01" for primary sample

"02" for duplicate sample

"03" for field blank

"04" for equipment rinsate

"MS" for matrix spike and duplicate

Fourth field will be: Year Month Day

(Date sample collected)

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Woodward-Clyde Consultants

4.0

HEALTH AND SAFETY PLAN

T he Health and Safety Plan for this task will be the Site Health and Safety Plan, Yak

Tunnel Operable Unit, California Gulch Site, Leadville, Colorado, Revision 2.0 (Res- ASARCO 1990d).

22443-22327/R14.4 07-30-91/RPT/5 4-1
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5.0

SCHEDULE

A schedule for implementation of this work plan is presented in Figure 5.

22443-22327/R14.5 07-30-91/RPT/6 5-1
i

Figur e 5

SCHEDUL E FOR IMPLEMENTATION OF TH E TAILIN G WORK PLAN

FINAL REPORT TO EPA

FIEL D RECONNAISSANC E

MOBILIZATION

FIEL D INVESTIGATION

LABORATOR Y TESTIN G

REPORTING/DAT A COMPILATION

JUN E JULY

A

••MM

AUGUS T

•——

SEPTEMBE R OCTOBER NOVEMBER

——— —
Woodward-Clyde Consultants

6.0

REFERENCES

Colorado Department of Law (CDL). 1986a. Yak Tunnel/California Gulch Feasibility Study , Leadville, Colorado. Prepared by Engineering-Science, Inc. August 7,

1986.

Colorado Department of Law (CDL). 1986b. Yak Tunnel/California Gulch Remedial

Investigation, Leadville, Colorado. Prepared by Engineering-Science, Inc., Denver, Colorado. February 28, 1986.

Environmental Protection Agency (EPA). 1983. USEPA Methods for Chemical

Analysis of Water and Wastes. EPA 600/4-79-020. March 1979. Revised March

1983.

Environmental Protection Agency (EPA). 1988. Laboratory Data Validation Functional

Guidelines for Evaluating Inorganic Analyses. July, 1988.

National Oceanic and Atmospheric Administration (NOAA). 1973. Precipitation

Frequency Atlas of the Western U.S., Colorado, Vol. III.

NOAA. 1984. Probable Maximum Precipitation Estimates, United States Between the

Continental Divide and 103rd Meridian, Hydrometeorological Report No. 55, Silver Spring, Maryland.

NOAA. 1988. Probable Maximum Precipitation Estimates, United States Between the

Continental Divide and 103rd Meridian, Hydrometeorological Report No. 55A, Silver Spring, Maryland.

Res-ASARCO. 1986. Report on the Stability and Reclamation Evaluations, Abandoned

Tailin g Ponds, Leadville, Colorado. Prepared by Dames and Moore. February,

1986.

22443-22327/R14.6 07-30-91/RPT/6 6-1
Woodward-Clyde Consultants

Res-ASARCO. 1990a. Site Improvements for: Garibaldi Workings, North Mike

Workings, Oregon Gulch Tailing Pond, Starr Ditch. Prepared by Woodward-Clyde Consultants. September, 1990.

Res-ASARCO. 1990b. Draft Preliminary Health Risk Assessment, California Gulch

Site, Leadville, Colorado. Prepared by Woodward-Clyde Consultants. October,

1990.

Res-ASARCO. 1990c. Sampling and Analysis Plan, Yak Tunnel Operable Unit, California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April , 1990. Revised, November, 1990, and March, 1991.

Res-ASARCO. 1990d. Site Health and Safet y Plan, Yak Tunnel Operable Unit,

California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April , 1990.

Res-ASARCO. 1991a. Draft Remedial Investigation Scoping Document, California

Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde Consultants. April , 1991.

Res-ASARCO. 199 Ib. Draft Hydrogeologic Work Plan, California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde Consultants. June, 1991.

Res-ASARCO. 1991c. Surface Water, Bed Material, and Aquatic Ecosystem Data

Collection Program Work Plan, California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde Consultants. June, 1991.

22443-22327/R14.6 07-30-91/RPT/6 6-2
APPENDIX A

STANDARD OPERATING PROCEDURES

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SOP Tailing No. 1 Revision No. 1.0 Date: June, 1991 Page 1 of 17

1.0

TITLE PAGE

STANDARD OPERATING PROCEDURE TAILING NO. 1 GEOTECHNICA L INVESTIGATION OF TAILING DISPOSAL AREAS

California Gulch Site Leadville, Colorado

Approvals:

Project Number 22443E-22327

Date

Originator

Peer Reviewer

QA/QC Officer

Project Manager

EPA Approval

S OP TAILING #1 Revision No. 1.0

22443E-22327/R14.A 07-30-91/RPT/6

Geotechnical Investigation of Tailin g Disposal Areas Date: 07-30-91 Page 1 of 17
2.0 TABLE OF CONTENTS

Section

1.0 TITLE PAGE 1

2.0 TABLE OF CONTENTS 2

3.0 PURPOSE AND SCOPE 4

4 .0 RESPONSIBILITIES AND QUALIFICATIONS 5

5.0 PROCEDURE 6

5.1 DECONTAMINATION 6

5.2 EXCAVATION PROCEDURE 6

5.3 DRILLING PROCEDURES 6

5.3.1 Auger Drilling 6

5.3.2 Rotary Wash Drilling 7

5.3.3 Bedrock Coring 7

5.4 SAMPLING PROCEDURES 8

5.4.1 Split-Barrel Sampling 8

5.4.2 Thin-Walled Tube Sampling 9

5.4.3 Bulk Sampling 9

5.5 WATER LEVELS 10

5.6 DOCUMENTATION 10

5.6.1 Field Logbook 10

5.6.2 Test Trench and Boring Logs 12

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TABLE OF CONTENTS (Concluded)

6.0 LABORATORY TESTING 13

6.1 MOISTUR E CONTENT 13

6.2 ATTERBERG LIMITS 13

6.3 SPECIFIC GRAVITY 13

6.4 SIEVE ANALYSIS 13

6.5 HYDROMETER ANALYSIS 13

6.6 COMPACTION 14

6.7 UNCONFINED COMPRESSION 14

6.8 CONSOLIDATION 14

6.9 REMOLDED SAMPLE 14

6.10 DENSITY DETERMINATION 15

6.11 SOIL RESISTIVITY 15

6.12 TRIAXIAL COMPRESSION 15

6.13 TESTS FOR EXPANSIVE SOILS 15

6.14 TESTS FOR LEACHABLE METALS 15

7.0 REFERENCES 17

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22443&22327/R14.A 07-30-91/RPT/6
3.0

PURPOSE AND SCOPE

The purpose of this document is to define the standard procedure for the geotechnical

investigation conducted for tailing and mine waste disposal areas at the California Gulch

Site, Leadville, Colorado.

This Standard Operating Procedure (SOP) serves as a supplement to the Quality Assurance Project Plan (QAPP) and the Field Sampling Plan (FSP). This procedure

gives descriptions of the equipment and field procedures necessary to collect soil samples

and other data for the geotechnical investigation. A specification providing details on

boring locations and tests planned will be prepared prior to sampling.

Thi s procedure is intended to be used together with the FSP, and other SOPs. SOP

No. 1 (Res-ASARCO 1990a) describes decontamination procedures which are applicable

to this SOP. Health and safety procedures and equipment that will be required during

the investigation are detailed in the Site Health and Safet y Plan (Res-ASARCO 1990b).

The geotechnical investigation will consist of excavation of test trenches, drilling in soil,

tailing, and rock, collecting soil and tailing samples, and measuring groundwater levels. Samples will be collected from excavated materials, auger cuttings, split-barrel and thinwalled tube samplers, and cores, where applicable.

Reference Standards

Wherever an "ASTM" designation is cited in this document, it shall refer to the

American Society for Testing and Materials Standard Specification of that designation

appearing in the 1990 Annual Book of ASTM Standards, published by the American

Society for Testing and Materials, 1916 Race Street, Philadelphia, Pennsylvania. "EM

1110-2-1906" refers to United States Department of the Army, Engineering and Design

Manual, Laboratory Soil Testing. 30 December 1970.

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22443E-22327/R14.A 07-30-91/RPT/6
4.0

RESPONSIBILITIES AN D QUALIFICATION S

T he Project Manager (PM) is responsible for assigning project staf f for field activities. The PM is also responsible for assuring that this and any other appropriate procedures

are followed by all project personnel.

T he project staf f assigned to field activities are responsible for completing their tasks

according to this and other appropriate procedures. All staf f are responsible for

reporting deviations from the procedure to the PM, Site Manager, or Project QA/QC

Officer.

Only qualified personnel shall be allowed to perform this procedure. Qualifications may

be based on previous experience or on-the-job training and supervision by another

qualified person.

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5.0

PROCEDURE

5 .1 DECONTAMINATION

Before excavation, drilling, and sampling begins, the excavation, drilling, and sampling

equipment will be decontaminated according to the procedures contained in SOP No. 1

from the Yak Tunnel SAP (Res-ASARCO 1990a). Excavation, drilling, and sampling

equipment will be decontaminated between boring locations. Sampling equipment will

also be decontaminated before each sample is taken.

5.2 EXCAVATION PROCEDURES

Excavation procedures consist of excavating test trenches along the faces of the mine

waste piles. A small-to-medium-sized backhoe will be used to excavate. Excavations will

be about 5 feet by 10 feet in plan dimensions and 5 to 10 feet deep. Occupational

Safet y and Health Administration (OSHA) requirements will be followed for the slope

steepness during the excavations.

5.3 DRILLING PROCEDURES

Drilling procedures that may be used consist of auger drilling, rotary wash drilling, and

rock coring. The procedures for each drilling method are provided in the followin g

sections.

5.3.1 Auger Drilling

Auger borings will be made using machine-driven hollow-stem flight augers with a 4

J

>4

inch minimum inner diameter to accommodate a 3-inch outer diameter thin-walled tube

sampler and split-barrel sampler. Auger borings will be performed in accordance with

ASTM D1452.

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If mine waste or soil material comes up into the interior of the hollow stem augers,

rotary wash drilling techniques or other techniques will be used to clean the material out

of the augers prior to sampling. The interior of the hollow stem augers will be cleaned

out and prepared for sampling using a rotary bit equipped with baffle s to deflect the

drilling water upward. The drilling water shall consist of clean, potable water. Waste

water will be spread on the surface of the tailing pile and be allowed to infiltrate. No

waste water runoff from the tailing piles will be allowed.

5.3.2 Rotary Wash Drilling

Rotary wash borings will be performed in accordance with ASTM D2113. In silty

formations which might be disturbed by conventional side discharging chopping bits, the

boring will be prepared for split-barrel and thin-walled tube sampling with a bit

equipped with baffle s to deflect the drilling fluid upward.

Drilling mud or temporary casing will be provided if required to maintain an open

boring and will consist of a mixture of high-swelling bentonite and water, or Johnson's

"Revert" and water, or acceptable equal and water of sufficient viscosity to prevent

infiltration of drilling fluid into the soil during sampling operations.

Temporary casing required to advance the boring in earth or rock will be steel pipe of

the size required by the drilling equipment and may be either new or used material in

good condition.

5.3.3 Bedrock Coring

Bedrock coring will begin when penetration resistance to the split-barrel sampler exceeds

50 blows in an interval of one inch or less. Rock coring will be performed in accordance

with ASTM D2113.

Core barrels will be in accordance with ASTM D2113, Section 2.3.3, double-tube, swiveltype, M-design barrels, or their equivalent. Each core barrel will include a core lifter

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suitable for catching and retaining cores in soft formations. Core barrels will not exceed

10 feet in length.

Core bits will be in accordance with ASTM D2113, Section 2.3.4, M-design, or equivalent

bits.

Special care will be taken to ensure that maximum recovery is obtained on each section

of core. Core runs will be limited to 5 feet or less if such limit is needed to assure

acceptable core recovery. Runs of 1 or 2 feet may be required to obtain acceptable core

recovery in sof t or broken material. The core will be pulled whenever necessary to

prevent loss or injury to the core. Grinding of the core after the core barrel has been

blocked will not be permitted and a blocked core barrel will be pulled regardless of the

interval desired.

Rock cores from each boring will be placed in suitable boxes in accordance with ASTM

D2113, Section 2.3.9.

5 .4 SAMPLING PROCEDURES N

Samplin g procedures that may be used consist of split-barrel, California tube, thin-walled

tube, and bulk sampling. The procedures for each sampling method are provided in the

followin g sections.

5.4.1 Split-Barrel and California Tube Samplin g

Split-barrel and California tube samples will be obtained and the resistance to soil

penetration will be measured in accordance with ASTM D1586. Penetration resistance

(blow counts) for each 6-inch increment will be recorded.

The coupling head for the split-barrel sampler will be provided with a ball check valve

and will have open vents. Where necessary for sample recovery, the sampler will also

be equipped with a spring-type retainer or an equivalent retainer. Prior to collecting

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22443E-22327/R14.A 07-30-91/RPT/6
samples for chemical and geotechnical analyses, the sampler will be decontaminated in

accordance with SOP No. 1 from the Yak Tunnel SAP (Res-ASARCO 1990a).

Sample jars for split-barrel samples will be wide-mouthed jars. Sample jars will be

labeled according to SOP No. 10 from the Yak Tunnel SAP (Res-ASARCO 1990a) and

as described in Table 3.6.

5.4.2 Thin-Walled Tube Samplin g

Thin-walled tube samples will be obtained using thin-walled tubes and sampler in

accordance with ASTM D1587.

The coupling head of the thin-walled tube sampler will be provided with a ball check

valve and will have open vents. Tubes will be coated with lacquer or suitable plastic. Tubes will recover a sample at least 3 inches in diameter. Tubes will be furnished in

36-inch lengths and will either be constructed of seamless steel tubes, or welded seam

tubes provided that welds do not project at the seam. The thin-walled tubes will then »

be sealed by sealing the end of the soil in the tube with wax, providing a spacer for

partial recovery, and taping an airtight plastic cap over each end of the tube.

An Osterberg sampler may be used if sample recovery is difficult . If the recovery of a

thin-walled tube sample is less than 12 inches in length, a split-barrel sample will be

obtained for classification.

5.4.3 Bulk Samplin g

Bulk samples will be obtained from the face of the excavation slopes in the test trenches,

or by removing cuttings from the flight of the augers in boreholes. Samples of cuttings

for bulk samples will be obtained by advancing the auger 2 feet , then withdrawing the

auger and removing cuttings brought to the ground surface during auger drilling.

Composite bulk samples will be a minimum of 50 pounds. The bulk samples will also

include a representative sample placed in moisture-proof (plastic-lined) bags or plastic

buckets that can be sealed.

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Samples from the face of the excavation slopes will be obtained by using a shovel.

Samples of differen t material types will be obtained separately, in addition to a

composite sample from the face of the excavation.

5.5 WATER LEVELS

Unless site conditions prevent it, borings not completed as wells will be lef t open for 48

hours to allow the groundwater level to stabilize. Immediately after drilling and 48

hours later, the water level will be measured to 0.05 feet using an electronic water level

measuring device. Borings will then be backfilled using cement-bentonite grout. If

water is present in the borings, the grout will be tremied into place.

If substantial caving is likely to occur in the boreholes, grouting will be performed

immediately after measuring the water level after completion of drilling.

Borings completed as monitoring wells will be sampled as specified in the Yak Tunnel

S AP (Res-ASARCO, 1990a).

5.6 DOCUMENTATION

Documentation procedures are a vital aspect of any geotechnical investigation. Each

field activity must be properly documented by experienced personnel to facilitate timely,

accurate, reconstruction of events in the field.

5.6.1 Field Logbook

The most important aspect of documentation is thorough, accurate recordkeeping. All

information pertinent to the geotechnical investigation and not documented on the test

trench or boring log will be recorded in a bound logbook with consecutively numbered

pages. All entries in logbooks will be made in waterproof ink and corrections will

consist of line-out deletions that are initialed and dated. Entries in the logbook will

include the following, as applicable:

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• Name and title of author, date and time of entry, and physical/

environmental conditions during field activity

• Names and addresses of field contacts

• Names and responsibilities of field crew members

• Names and titles of any site visitors

• Location, description and log of photographs (if taken)

• References for all maps and photographs

• Information concerning sampling changes, scheduling modifications, and

change orders

• Information concerning drilling decisions

• Field observations

• Decontamination procedures

• Summary of daily tasks (including costs) and documentation on any cost

or scope of work changes required by field conditions

• Signature and date by personnel responsible for observations

Field investigation situations vary widely. No general rules can specify the exact

information that must be entered in a logbook for a particular site. However, the

logbook will contain sufficient information so that the sampling activity can be

reconstructed without relying on the memory of field personnel. The logbooks will be

kept in the field team member' s possession or in a secure place during the investigation. Followin g the investigation, the logbooks will become part of the final project file.

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5.62 Test Trench and Boring Logs

Test trench and boring logs will be completed for each test trench and boring by

qualified personnel (geologist, geological engineer, or geotechnical engineer).

Test trench and boring logs will include the following information:

• Trench/boring location

• Trench/boring identification

• Excavating/drilling agency

• Excavating/drilling equipment and method

• Date started and completed

• Completion depth/dimensions

• Personnel performing logging

• Description of lithologies by depth including soil or rock type, moisture

content, color, and Unified Soil Classification

• Blow counts (if appropriate)

• Samples collected, intervals, types, and identification number

• Recovery (if coring)

• Other remarks or observations

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6.0

LABORATORY TESTING

Each type of laboratory test will be performed as specified in the laboratory test

standards presented in the following sections. Samples to be tested will be selected at

the completion of the drilling program. The following tests may be performed.

6 .1 MOISTURE CONTENT

Moisture content determination will be as specified in ASTM D2216.

6 .2 ATTERBERG LIMITS

Atterberg limits will be as specified in ASTM D4318. The liquid limit will be

determined by securing the results of at least three trials.

6 .3 SPECIFIC GRAVITY

Specific gravity determination will be as specified in ASTM D854.

6 .4 SIEV E ANALYSIS

Sieve analysis will be as specified in ASTM D422, with sample preparation by ASTM D421.

6 .5 HYDROMETER ANALYSIS

Hydrometer analysis will be as specified in ASTM D422, with sample preparation by ASTM D421.

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6.6 COMPACTION

The Standard Proctor test will be as specified in ASTM D698, and the Modified Proctor

test will be as specified in ASTM D1557: no exceptions cited.

6 .7 UNCONFINED COMPRESSION

Unconfined compression tests of cohesive soil will be as specified in ASTM D2166, and

the unconfined compression test on rock cores will be as specified in ASTM D2938. The

unconfined compression test on cohesive soils will be performed using controlled strain

procedure.

The test report will include initial dry unit weight, initial moisture content, and a plot

of stress versus strain.

6.8 CONSOLIDATION

Consolidation tests will be as specified in ASTM D2435 except as specified herein. Each

consolidation test will include a rebound and reload cycle. When saturation of the

specimen is specified and the specimen begins to expand, the load shall be increased as

required to hold the specimen at its original height. The test report will include the log

of time versus deformation plot and a plot of void ratio versus log of pressure curve.

The test will also include initial sample thickness, initial moisture content, dry unit

weight, degree of saturation, specific gravity, and initial void ratio.

6.9 REMOLDED SAMPLE

Remolding of a sample will be performed from material obtained from a specified bulk

sample or thin-walled tube samples. The sample will be remolded to a specified dry unit

weight and moisture content. The material for the remolded sample will be prepared

in accordance with ASTM D1632.

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6.10 DENSITY DETERMINATION

The density determination will determine the dry unit weight as defined and specified

in EM 1110-2-1906.

6.11 SOIL RESISTIVITY

Soil resistivity testing will be as specified in the Wenner 4-pin method.

6.12 TRIAXIAL COMPRESSION

The consolidated undrained test will be as specified in ASTM D2850. The consolidated

undrained triaxial test will be as specified in EM 1110-2-1906. All triaxial compression

tests will be performed on a strain controlled procedure. The confining pressure will be

assigned for each test.

The test report will include initial dry unit weight, initial moisture content, initial degree

of saturation, and back pressure.

6.13 TESTS FOR EXPANSIVE SOILS

Tests for expansive soils will be specified in ASTM STP 479. Two specimens of a

specified sample will be tested; one sample by the loaded and expanded test and the

other by the expanded and loaded test. The report will include initial dry density,

moisture content, degree of saturation, final water content, dry density, and saturation. The test report will include a plot of void ratio versus log of pressure curves.

6.14 TESTS FOR LEACHABLE METALS

Test s for leachable metals may be performed on tailing and mine waste samples to

evaluate disposal options. Test s will be analyzed using the toxicity characteristic leaching

procedure (TCLP) as specified in the QAPP. Samples taken for TCLP will be shipped

and handled according to the procedures specified in SOP No. 10 of the Yak Tunnel

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SAP (Res-ASARCO 1990a). Labeling procedures are specified in Table 3.6 of the

Tailing SAP.

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7.0

REFERENCES

Res-ASARCO. 1990a. SampHn g and Analysis Plan, Yak Tunnel Operable Unit,

California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April, 1990. Revised, November, 1990, and March, 1991.

Res-ASARCO. 1990b. Site Health and Safet y Plan, Yak Tunnel Operable Unit,

California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April, 1990.

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1.0

TITLE PAGE

STANDARD OPERATING PROCEDURE TAILING NO. 2

NEAR-SURFACE TAILING SAMPLE COLLECTION

California Gulch Site

Leadville, Colorado

Project Number 22443E

Approvals: Date:

Originator

Peer Reviewer

QA/QC Officer

Project Manager

EPA Approval

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2.0

TABLE OF CONTENTS

Section

1.0 TITLE PAGE 1

2.0 TABLE OF CONTENTS 2

3.0 PURPOSE AND SCOPE 3

4 .0 RESPONSIBILITIES AND QUALIFICATIONS 4

5.0 PROCEDURES 5

5 .1 EQUIPMENT LIST 5

5.2 PROCEDURE 5

6.0 SAMPLES 7

6 .1 SAMPLE IDENTIFICATION, LABELING, AND HANDLING 7

6.2 QA/QC SAMPLES 7

6.2.1 Field Duplicates 7

6.2.2 Rinsate Blanks 8

6.2.3 Matrix Spikes and Matrix Spike Duplicates 8

7.0 DOCUMENTATION 9

8.0 REFERENCES 10

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3.0

PURPOSE AND SCOPE

The purpose of this document is to define the standard operating procedure (SOP) for

collecting tailing samples from the surface to up to 2 inches below the surface during the

Phase II Remedial Investigation at the California Gulch Site. The purpose of the

sampling program is to obtain samples which meet the objectives of the investigation as

defined in Subsection 3.1.1 of the Sampling and Analysis Plan. This procedure is

intended to be complete enough so that all steps which could affect tracking,

documentation, or integrity of samples have been explained in sufficien t detail that

differen t sampling personnel followin g these procedures will deliver samples to the

laboratory which are equally reliable and consistent.

Thi s procedure gives descriptions of equipment, field procedures, sample handling,

documentation, and field quality assurance/quality control (QA/QC) procedures

necessary to collect near-surface tailing samples at the site.

This procedure is to be strictly followed. Any modification to the procedure shall be

approved in advance by the Project Manager.

Other SOPs will be used with this procedure, including:

• SOP No. 1 - Decontamination (Res-ASARCO 1990a)

• SOP No. 10 - Sample Handling, Documentation, and

Analysis (Res-ASARCO 1990a)

• SOP Tailing No. 1 - Geotechnical Investigation of Tailing Disposal

Areas

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4.0

RESPONSIBILITIES AND QUALIFICATIONS

T he Project Manager (PM) is responsible for assigning project staf f to collect nearsurface tailing samples. The PM is also responsible for assuring that this and any other

appropriate procedures are followed by all project personnel.

T he project staf f assigned to the collection of near-surface tailing samples are

responsible for completing their tasks according to this and other appropriate

procedures. All staf f are responsible for reporting deviations from the procedure to the

P M, Site Manager, or Project QA/QC Officer.

Only qualified personnel shall be allowed to perform this procedure. Qualifications may

be based on previous experience or on-the-job training and supervision by another

qualified person.

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5.0

PROCEDURES

5 .1 EQUIPMENT LIST

• Stainless steel trowel(s)

• Stainless steel spoons and horsehair brushes

• Stainless steel mixing bowl

• Sample containers

• Sample labels

• Ice chest (sample shuttle)

• Ice, blue ice, or other cooling substance

• Field notebook and location map

• Appropriate health and safety equipment

• - Appropriate decontamination equipment

5.2 PROCEDURE

Near-surface tailing samples will be collected as specified in Subsection 2.3 of the Tailing Work Plan. Near-surface tailing samples are defined as composite samples taken at

depths no greater than 2 inches below the surface. This section describes the procedures

f or collection, labeling, and field quality assurance for near-surface tailing samples.

The appropriate sampling equipment from the list in Subsection 5.1 shall be collected

prior to proceeding to a sampling location. The appropriate health and safety equipment

as described in the Health and Safet y Plan (Res-ASARCO 1990b) should be donned

before proceeding to the sampling location.

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Near-surface tailing samples will be taken at the locations and depth specified in

Section 2.3 of the Tailing Work Plan. Where obstructions prevent sampling at the

planned location, a new sampling location will be established as near as possible to the

previous location.

• Advance the hole to a depth of 2 inches using a trowel that has been

decontaminated. Place the material collected from the entire specified

sampling interval in a decontaminated stainless steel mixing pan. Spoons

and brushes may be used to remove as much loose material from the hole

as possible.

• Thoroughly homogenize the sample and place it in the appropriate sample

containers. The container(s) will be labeled as specified in SOP No. 10, Sample Handling, Documentation, and Analysis (Res-ASARCO 1990a).

• The labeled sample containers shall be placed in an ice chest with chainof-custody forms and ice for storage until they are delivered to the

analytical laboratory.

• Upon completion of tailing sampling, the tailing removed from the hole

and not used as sample will be used to backfill the hole.

• After each sample is obtained, all equipment used in the sampling process,

including trowels, spatulas, and bowls will be sent to the decontamination

line for cleaning prior to reuse. Sampling equipment decontamination will

be completed according to the decontamination procedures specified in

SOP No. 1, Decontamination (Res-ASARCO 1990a).

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6.0

SAMPLES

6 .1 SAMPLE IDENTIFICATION, LABELING , AND HANDLING

Tailing samples will be collected in glass jars as described in Table 3-2 of the Field

Samplin g Plan. All samples will have a label attached which will be filled out using

waterproof ink as described in SOP No. 10 (Res-ASARCO 1990a). Sample

identification numbers will follow the conventions discussed in Tables 3-5, 3-6, and 3-7

of the Tailing Work Plan. After collection, samples will be handled, shipped, and

tracked as specified in SOP No. 10 (Res-ASARCO 1990a).

A chain-of-custody (COC) form shall be filled out in the field, and this form shall

accompany every shipment of samples to the laboratory. The chain-of-custody procedure

is specified in SOP No. 10 (Res-ASARCO 1990a).

6.2 QA/QC SAMPLES

The followin g QA/QC samples will be collected. The number of samples that will be

collected is specified below.

6.2.1 Field Duplicates

Field duplicates are prepared by homogenizing, or mixing, a large portion of a sample

and placing equally representative samples into two sets of containers. Field duplicates

will be submitted to the laboratory as blind samples. The true identity must be

thoroughly documented hi field notes. This documentation is not submitted to the

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laboratory. It is highly recommended that "sensitive" sample locations be selected for

the collection of field duplicates. Blind field duplicates will be collected daily.

6.22 Rinsate Blanks

Rinsate blanks are often referred to as equipment blanks or as decontamination

procedure blanks. They are collected to check for sample contamination caused by

reuse of decontaminated sampling equipment as well as the sampling process and

transportation. One rinsate blank will be collected for each 20 samples, or daily,

whichever results in fewer samples.

6.2.3 Matrix Spikes

Matrix spikes (MS) are field samples to which a known amount of analyte is added by

the laboratory in order to assess laboratory accuracy. An MS tailing sample will consist

of an additional amount of sample in duplicate bottleware. At least one sample for

matrix spike analysis (MS) must be submitted for each 20 samples collected or every two

days, whichever comes first. MS samples must be identified as samples for MS analysis.

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7.0

DOCUMENTATION

T he field documentation requirements for the field sampler will include recording all

observations made during sampling or decontamination that could affec t the quality of

a sample. The documentation for each sample should be entered in a field notebook

with consecutively numbered pages.

Documentation should include at a minimum:

• The date of sample collection

• Time of day

• Sample number

• Depth of sample

• Type of sample (e.g., soil, QA/QC sample)

• Sampling method (e.g., auger or trowel)

• Sample description

• Unusual sampling conditions

• A brief description of the area around the sample location and the

weather conditions at the time of sample collection

In addition, each entry (or page) in the field notebook should be dated and initialed by

the individual making the entry.

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8.0

REFERENCES

Res-ASARCO. 1990a. Sampling and Analysis Plan, Yak Tunnel Operable Unit, California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April , 1990. Revised, November, 1990, and March, 1991.

Res-ASARCO. 1990b. Site Health and Safet y Plan, Yak Tunnel Operable Unit, California Gulch Site, Leadville, Colorado. Prepared by Woodward-Clyde

Consultants. April , 1990.

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