DRC-2009-008042 - 0901a06880140a1e

Reclamation Plan
White Mesa Mill
landing Utah
Source Material License No SUA-1358
Docket No 40-868
Revision 3.0
July 2000
Prepared By
International Uranium USA Corp
1050 17th Street Suite 950
Denver CO 80265
303 628-7798
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TABLE OF CONTENTS
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LIST OF TABLES vi
LIST OF FIGURES viii
LIST OF ATTACHMENTS xi
LIST OF APPENDICES xi
REFERENCES xii
INTRODUCTION I-i
1.0 SITE CHARACTERISTICS
1.1 CLIMATE 1-5
1.1.1 General Influences 1-5
1.1.2 Precipitation 1-6
1.1.3 Winds 1-6
1.1.4 Storms 1-6
1.2 TOPOGRAPHY 1-10
1.3 ARCHEOLOGICAL RESOURCES 1-10
1.3.1 Archeological Sites 1-10
1.3.2 Current Status of Excavation 1-13
1.4 SURFACE WATER 1-14
1.4.1 Surface Water Description 1-14
1.4.2 Surface Water Quality 1-19
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1.5 GROUNDWATER 1-23
Site Description
Geologic Setting
1.5.2.1 Stratigraphy
1.5.2.2 Local Geologic Structure
1.5.3 ilydrogeologic Setting
1.5.3.1 Hydrostratigraphy
1.5.3.2 Data Collected in 1994
1.5.4 Climatological Setting
1.5.5 Perched Ground Water Characteristics
1.5.5.1 Perched Water Quality
1.6 GEOLOGY
1.6.1 Regional Geology
1.6.1.1 Physiography
1.6.1.2 Rock Units
1.6.1.3 Structure and Tectonics
1.6.2 Blanding Site Geology
1.6.2.1 Physiography and Topography
1.6.2.2 Rock Units
1.6.2.3 Structure
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1.5.1
1.5.2
1-26
1-26
1-28
1-28
1-30
1-36
1-47
1-54
1-54
1-60
1-62
1-63
1-63
1-64
1-73
1-78
1-78
1-81
1-86
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1.6.2.4 Relationship of Earthquakes to Tectonic Structures 1-90
1.6.2.5 Potential Earthquake Hazards to Project 1-96
1.6.3 Seismic Risk Assessment 1-98
1.6.3.1 Static Analysis 1-99
1.6.3.2 Pseudostatic Analysis Seismicity 1-99
1.7 BIOTA 1-100
1.7.1 Terrestrial 1-100
1.7.1.1 Flora 1-100
1.7.1.2 Fauna 1-105
1.7.2 Aquatic Biota 1-107
1.8 NATURAL RADIATION 1-112
1.8.1 Background 1-112
1.8.2 Current Monitoring Data 1-113
1.8.2.1 Environmental Radon 1-113
1.8.2.2 Environmental Gamma 1-114
1.8.2.3 Vegetation Samples 1-114
1.8.2.4 Environmental Air Monitoring and Stack Sampling 1-114
1.8.2.5 Groundwater 1-115
1.8.2.6 Surface Water 1-116
1.8.2.7 Meteorological Monitoring 1-116
2.0 EXISTING FACILITY
2.1 FACILITY CONSTRUCTION HISTORY 2-1
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2.1.1 Mill and Tailings Management Facility 2-1
2.2 FACILITY OPERATIONS 2-2
2.2.1 Operating Periods 2-2
2.2.2 Mill Circuit 2-3
2.2.3 Tailings Management Facilities 2-4
2.2.3.1 Tailings Management 2-5
2.2.3.2 Liquid Management 2-6
2.3 MONITORING PROGRAMS 2-6
2.3.1 Operational Monitoring 2-6
2.3.2 Environmental Monitoring 2-7
3.0 RECLAMATION PLAN
3.1 LOCATION AND PROPERTY DESCRIPTION 3-1
3.2 FACILITIES TO BE RECLAIMED 3-4
3.2.1 Summary of Facilities to be Reclaimed 3-4
3.2.2 Tailings and Evaporative Cells 3-6
3.2.2.1 Soil Cover Design 3-6
3.2.2.2 Cell 1-I 3-8
3.2.2.3 Cell 3-9
3.2.2.4 Cell 3-9
3.2.2.5 Cell 4A 3-9
3.2.3 Mill Decommissioning 3-10
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3.2.3.1 Mill Building and Equipment 3-10
3.2.3.2 Miii Site 3-13
3.3 DESIGN CRITERIA 3-13
3.3.1 Regulatory Criteria 3-13
3.3.2 Radon Flux Attenuation 3-14
3.3.2.1 Predictive Analysis 3-14
3.3.2.2 Empirical Data 3-16
3.3.3 Infiltration Analysis 3-17
3.3.4 Freeze/Thaw Evaluation 3-19
3.3.5 Soil Cover Erosion Protection 3-19
3.3.6 Slope Stability Analysis 3-21
3.3.6.1 Static Analysis 3-22
3.3.6.2 Pseudostatic Analysis Seismicity 3-22
3.3.7 Soil Cover Animal Intrusion 3-23
3.3.8 Cover Material/Cover Material Volumes 3-23
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LIST OF TABLES
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TABLE 1.1-1 Temperature Means and Extremes at landing Utah 1-8
Table 2.1.1 Dames Moore -Final ES
TABLE 1.1-2 Precipitation Means and Extremes at Blanding Utah 1-9
Table 2.1-2 Dames Moore -Final ES
TABLE 1.3-1 Distribution of Recorded Sites According 1-12
to Temporal Position
Table 2.3-2 Dames Moore -Final ES
TABLE 1.4-1 Drainage Areas of Project Vicinity and Region 1-18
Table 2.6-3 Dames Moore -Final ES
TABLE 1.5-1 Wells Located Within 5-Mile Radius of the
White Mesa Uranium Mill 1-33
Table 1.1 Titan
TABLE 1.5.3.1-1 Properties of the Dakota/Burro Canyon Formations
White Mesa Uranium Mill 1-39
Table 2.1 Titan
TABLE 1.5.3.1-2 Summary of Hydraulic Properties White Mesa
Uranium Mill 1-40
Table 2.2 Titan
TABLE 1.5.3.2-1 Summary of Borehole Tests 1994 Drilling Program
White Mesa Project San Juan County Utah 1-52
TABLE 1.5.3.2-2 Results of Laboratory Tests 1-53
TABLE 1.5.5-1 Monitoring Well and Ground Water Elevation Data
White Mesa Uranium Mill 1-59
Table 2.3 Titan
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TABLE 1.6-1 Generalized Stratigraphic Section of Subsurface Rocks
Based on Oil-Well Logs 1-69
Table 2.6-1 UMETCO
TABLE 1.6-2 Generalized Stratigraphic Section of Exposed Rocks
in the Project Vicinity 1-70
Table 2.6-2 UMETCO
TABLE 1.6-3 Modified Mercalli Scale 1956 Version 1-89
Table 2.6-3 UMETCO
TABLE 1.7-1 Community Types and Expanse Within the
Project Site Boundary 1-104
Table 2.7-1 UMETCO
TABLE 1.7-2 Ground Cover for Each Conmiunity Within the
Project Site Boundary 1-104
TABLE 1.7-3 Birds Observed in the Vicinity of the White Mesa
Project 1-107
Table 2.7-3 UMETCO
TABLE 1.7-4 Threatened and Endangered Aquatic Species
OccurringinUtah 1-111
Table 2.7-4 UMETCO
TABLE 5.3.2.1-1 Placement and Compaction Criteria Reclamation
Cover Materials Page A-24
TABLE B-I Required Reports Page B-14
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LIST OF FIGURES
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FIGURE 1-1 White Mesa Mill Regional Location Map 1-3
FIGURE 1-2 White Mesa Mill Location Map 1-4
FIGURE 1.4-1 Drainage Map of the Vicinity of the White Mesa Project 1-17
Adapted from Dames Moore 1978b Plate 2.6-5
FIGURE 1.4-2 Streamfiow Summary in the landing Utah Vicinity 1-21
Adapted from Dames Moore 1978b Plate 2.6-6
FIGURE 1.4-3 Preoperational Water Quality Sampling Stations
in the White Mesa Project Vicinity 1-21
Adapted from Dames Moore 1978b Plate 2.6-10
FIGURE 1.5.1 Colorado Plateau Geologic Map 1-27
Titan Figure 1.1
FIGURE 1.5-2 Generalized Stratigraphy of White Mesa 1-29
Titan Figure 1.2
FIGURE 1.5-3 Ground Water Appropriation Applications Within
5-Mile Radius 1-32
Titan Figure 1.3
FIGURE 1.5.3.1-1 Site Plan Map Showing Cross Sections 1-45
Titan Figure 2.1
FIGURE 1.5.3.1-2 Cross Section A-A West to East Through White Mesa
Westwater Creek to Corral Canyon 1-48
Titan Figure 2.2
FIGURE 1.5.3.1-3 Cross Section B-B North to South Through White Mesa
North of Facility to Cottonwood Wash 1-49
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FIGURE 1.5.5-1
FIGURE 1.5.5-2
FIGURE 1.5.5-3
FIGURE 1.6-1
FIGURE 1.6-2
FIGURE 1.6-3
FIGURE 1.6-4
FIGURE 1.6-5
FIGURE 1.6-6
FIGURE 1.7-1
FIGURE 3.1-1
FIGURE 3.2-1
FIGURE 3.2.3-1
FIGURE A-2.2.4-l
Perched Ground Water Levels 1-56
Titan Figure 2.4
Saturated Thickness of Perched Water 1-57
Titan Figure 2.5
Topography of Brushy Basin 1-58
Titan Figure 2.6
Tectonic Index Map 1-68
White Mesa Millsite-Geology of Surrounding Area 1-80
Seismicity 320km Around Blanding Utah 1-91
Seismicity 200km Around Blanding Utah 1-92
Seismicity of the Western United States 1950 to 1979 1-93
Colorado Lineament 1-97
Community Types on the White Mesa Project Site 1-103
White Mesa Mill Regional Map Showing Land Position 3-3
White Mesa Mill General Layout Showing Access and
Restricted Area Boundary 3-5
Site Map Showing Locations of Buildings and Tanks 3-12
Sedimentation Basin Detail A-4
LIST OF FIGURES continued
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FIGURE A-3.2-1
FIGURE A-3.3-l
FIGURE A-3.3-2
FIGURE A-5.l-l
FIGURE A-5.1-2
FIGURE A-5.1-3
FIGURE B-i
Mill Site and Ore Pad Final Grading Plan A-8
Typical Scanning Path Scoping Survey A-i4
Standard Sampling Pattern for Systematic Grid Survey of Soil A-15
Reclamation Cover Grading Plan for Cells and A-19
Reclamation Cover and Cross Sections A-20
Reclamation Cover Cross Section and Details A-21
Typical Flow Chart for Construction Project B-22
LIST OF FIGURES continued
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LIST OF ATTACHMENTS
Attachment
Plans and Specifications for Reclamation of White Mesa Mill Facility
Blanding Utah
Quality Plan for Construction Activities White Mesa Project Blanding
Utah
Cost Estimates for Reclamation of White Mesa Facility in landing Utah
Reclamation Material Characteristics
Evaluation of Potential Settlement Due to Earthquake-Induced Liquefaction
and Probabilistic Seismic Risk Assessment
Radon Emanation Calculations Revised
Channe and Toe Apron Design Calculations of White Mesa Facilities in
Blanding Utah
Rock Test Results Blanding Area Gravel Pits
LIST OF APPENDICES
Previously Submitted with Revision 1.0 February 28 1997
Appendix
Semi-Annual Effluent Report White Mesa Mill SUA-1358 Docket No 40-
8681 July December 1995 and Semi-Annual Effluent Report White Mesa
Mill SUA-1358 Docket No 40-8687 January June 1996 Energy Fuels
Nuclear Inc
Hydrogeologic Evaluation of White Mesa Uranium Mill July 1994 Titan
Environmental Corporation
Points of Compliance White Mesa Uranium Mill September 1994 Titan
Environmental Corporation
Tailings Cover Design White Mesa Mill October 1996 Titan
Environmental Corporation
Neshaps Radon Flux Measurement Program White Mesa Mill October
1995 Tellco Environmental Corporation
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REFERENCES
Abt 1987 Engineering and Design of Waste Disposal Systems Mini-course No Riprap
Design for Reclamation
Agenbroad et al 1981 1980 Excavations in White Mesa San Juan County Utah
Cited in 1.3.2
Aki 1979 Characterization of Barriers on an Earthquake Fault Journal of Geophysical
Research 84 pp 6140-6148
Algermissen and Perkins 1976 Probabilistic Estimate of Maximum Acceleration
on Rock in the Contiguous United States Geological Survey Open-File Report No
76-416
Anderson and Miller 1979 Quarternary Fault Map of Utah FURGO Inc
Arabasz Smith and Richins eds 1979 Earthquake Studies in Utah 1850 to
1978 Special Publication of the University of Utah Seismograph Stations Department of
Geology and Geophysics
Bonilla Mark and Lienkaemper 1984 Statistical Relations Among Earthquake
Magnitude Surface Rupture Length and Surface Fault Displacement Bulletin of the
Seismological Society
of America 74 No pp 2379-2411
Brill and Nuttli 1983 Seismicity of the Colorado Lineament Geology 11 pp.20-
24
Case and Joesting II 1972 Regional Geophysical Investigations in the Central Plateau
Geological Survey Professional Paper 736
Casjens et al 1980 Archeological Excavations on White Mesa San Juan County Utah
1979 Volumes through IV June 1980 Cited in 1.3.2
Cater 1970 Geology of the Salt Anticline Region in Southwestern Colorado
Geological Survey Professional Paper 637
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Chen and Associates Inc 1978 Soil Property Study Earth Lined Tailings Retention Cells White
Mesa Uranium Project Blanding Utah
Chen and Associates Inc 1979 Soil Property Study Proposed Tailings Retention Cells White
Mesa Uranium Project Blanding Utah
Cook and Smith 1967 Seismicity inUtah 1850 ThroughJune 1965 Bull Seism Soc
Am 57 pp 689-718
Coulter Waldron and Devine 1973 Seismic and Geologic Siting
Considerations for Nuclear Facilities Proceedings Fifth World Conference on Earthquake
Engineering Rome Paper 302
Craig et al Stratigraphy of the Morrison and Related Formations Colorado Plateau
Region Preliminary Report Geological Survey Bulletin 1009-E pp 125-168
Dames and Moore 1978 Environmental Report White Mesa Uranium Project San Juan County
Utah Prepared for Energy Fuels Nuclear Inc January
Dames and Moore 978a Site Selection and Design Study Tailing Retention and Mill Facilities
White Mesa Uranium Project January 17 1978
Dames and Moore 978b Environmental Report White Mesa Uranium Project San Juan County
Utah January 20 1978 revised May 15 1978 Cited in Section 1.0
DAppolonia Consulting Engineers Inc 1979 Engineers Report Tailings Management System
White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 1981 Letter Report Assessment of the Water Supply
System White Mesa Project Blanding Utah Prepared for Energy Fuels Nuclear Inc
February
DAppolonia Consulting Engineers Inc 1981a Engineers Report Second Phase Design Cell
Tailings Management System White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 198 lb Letter Report Leak Detection System Evaluation
White Mesa Uranium Project Blanding Utah
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DAppolonia Consulting Engineers Inc 1982 Construction Report Initial Phase Tailings
Management System White Mesa Uranium Project Blanding Utah Prepared for Energy
Fuels Nuclear Inc February
DAppolonia Consulting Engineers Inc 1982a Construction Report Initial Phase Tailings
Management System White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 1982b Monitoring Plan Initial Phase Tailings
Management System White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 982c Letter Report Groundwater Monitoring Program
White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 982d Letter Report Additional Analysis Tailings Cover
Design Revisions White Mesa Uranium Project Blanding Utah
DAppolonia Consulting Engineers Inc 1984 Engineers Report Geotechnical Site Evaluation
Farley Project Garfield County Utah Prepared for Atlas Minerals Moab Utah June
Energy Fuels Nuclear Inc 1983 Construction Report Second Phase Tailings Management
System White Mesa Uranium Project
Energy Fuels Nuclear Inc 1996 Semi-annual Effluent Report July December 1995 Report
Submitted by William Deal on February 26 1996 to Nuclear Regulatory Commission
Eardly 1958 Physiography of Southeastern Utah in Intermountain Association Petroleum
Geologists Guidebook 9th Annual Field Conference Geology of the Paradox Basin pp 10-
15
Feltis 1966 Water from Bedrock in the Colorado Plateau of Utah Utah State Engineer
Technical Publication No 15
Grose 1972 Tectonics in Geologic Atlas of the Rocky Mountain Region Rocky Mountain
Association Geologists Denver Colorado pp 5-44
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Hadsell 1968 History of Earthquakes in Colorado in Hollister and Weimer eds
Geophysical and Geological Studies of the Relationships Between the Denver Earthquakes
and the Rocky Mountain Arsenal Well Colorado School Mines Quarterly 63 No pp
57-72
Haynes D.D Vogel J.D and Wyant D.G 1972 Geology Structure and Uranium Deposits of
the Cortez Quadrangle Colorado and Utah U.S Geological Survey Miscellaneous
Investigation Series Map 1-629 May
Hermann Dewey and Park 1980 The Dulce New Mexico Earthquake of
January 23 1966 Seismological Society of America Bulletin 70 No pp 2171-2183
Hite 1975 An Unusual Northeast-trending Fracture Zone and its Relation to Basement
Wrench Faulting in Northern Paradox Basin Utah and Colorado Four Corners Geological
Society 8th Field Conference Guidebook Durango Colorado pp 217-223
Huff and Lesure 1965 Geology and Uranium Deposits of Montezuma Canyon Area
San Juan County Utah Geological Survey Bulletin 1190 102
Hunt 1956 Cenozoic Geology of the Colorado Plateau Professional Paper 279
Hydro-Engineering 1991 Ground Water Hydrology at the White Mesa Tailings Facility
Prepared for Umetco Minerals Corporation Blanding Utah July
Johnson Jr and Thordarson 1966 Uranium Deposits of the Moab Monticello White
Canyon and Monument Valley Districts Utah and Arizona Geological Survey
Bulletin 1222-H 53
Keend 1969 Quaternary Geology of the Grand and Bafflement Mesa Area Colorado
U.S.G.S Professional Paper 617
Kelley 1955 Regional Tectonics of the Colorado Plateau and Relationship to the Origin and
Distribution of Uranium New Mexico University Publication Geology No 120
Kelley V.C 1958 Tectonics of the Region of the Paradox Basin In Intermountain Association
Petroleum Geologists Guidebook 9th Annual Field Conference Geology of the Paradox
Basin 1-38
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Kirkham and Rogers 1981 Earthquake Potential in Colorado Preliminary
Evaluation Colorado Geological Survey Bulletin 43
Krinitzsky and Chang 1975 State-of-the-Art for Assessing Earthquake Hazards in the
United States Earthquake Intensity and the Selection of Ground Motions for Seismic
Design Miscellaneous Paper S-73-1 Report September 1975 Army Engineer
Waterways Experiment Station CE Vicksburg Mississippi
Larson et al 1975 Late Cenozoic Basic Volcanism in Northwestern Colorado and its
Implications Concerning Tectonics and the Colorado River System in Cenozoic History of
Southern Rocky Mountains Geological Society of America Memoir 144
Lindsay 1978 Archeological Test Excavations on White Mesa San Juan County
Southeastern Utah Cited in 1.3.2
National Oceanic and Atmospheric Administration NOAA 1977 Probable Maximum
Precipitation Estimates Colorado River and Great Basin Drainages Hydrometerological
Report HMR No 49
National Oceanic and Atmospheric Administration NOAA 1988 Computer Printout of
Earthquake File Record for 320 km Radius of Blanding Utah Department of
Commerce National Geophysical Data Center Boulder Colorado
Nielson 1979 Additional Archeological Test Excavations and Inventory on White Mesa San
Juan County Southeastern Utah Cited in 1.3.2
NTJREG/CR-1081 March 1980 Characterization of Uranium Tailings Cover Materials for Radon
Flux Reduction
NUREG/CR-2642 June 1982 Long-term Survivability of Riprap for Armoring Uranium Mill
Tailings and Covers Literature Review
NUREG/CR-2684 August 1982 Rock Riprap Design Methods and Their Applicability to Long
term Protection of Uranium Mill Tailings Impoundments
NUREG/CR-3027 March 1983 Overland Erosion of Uranium Mill Tailings Impoundments
Physical Processes and Computational Methods
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NUREGICR-3 061 November 1983 Survivability ofAncient Man-made Mounds Implications for
Uranium Mill Tailings Impoundment
NUREG/CR-3 199 October 1983 Guidance for Disposal of Uranium Mill Tailings Long-term
Stabilization of Earthen Cover Materials
NUREG/CR-3397 October 1983 Design Considerations for Long-term Stabilization of Uranium
Mill Tailings Impoundments
NUREG/CR-3 533 February 1984 Radon Attenuation Handbook for Uranium Mill Tailings Cover
Design
NUREGCR-3 674 March 1984 Designing Vegetation Covers for Long-term Stabilization of
Uranium Mill Tailings
NUREG/CR-3747 May 1985 The Selection and Testing of Rock for Armoring Uranium Tailings
Impoundments
NIJREG/CR-3972 December 1984 Settlement of Uranium Mill Tailings Piles
NUREGCR-4075 May 1985 Designing Protective Covers for Uranium Mill Tailings Piles
Review
NUREG/CR-4087 February 1985 Measurements of Uranium Mill Tailings Consolidation
Characteristics
NUREG/CR-4323 January 1986 The Protection of Uranium Tailings Impoundments against
Overland Erosion
NUREG/CR-4403 November 1985 Summary of the Waste Management Programs at Uranium
Recovery Facilities as They Relate to the 40 CFR Part 192 Standards
NUREG/CR-4480 September 1986 Erosion Protection of Uranium Tailings Impoundment
NUREG/CR-4504 March 1986 Long-term Surveillance and Monitoring of Decommissioned
Uranium Processing Sites and Tailings Piles
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NTJREG/CR-4520 April 1986 Predictive Geochemical Modeling of Contaminant Concentrations
in Laboratory Columns and in Plumes Migrating from Uranium Mill Tailings Waste
Impoundments
NUREG/CR-4620 June 1986 Methodologies for Evaluating Long-Term Stabilization Designs of
Uranium Mill Tailings Impoundments Nelson Abt et al
NUREGICR-465 May 1987 Development of Riprap Design Criteria by Riprap Testing in Flumes
Phase
Nuttli 1979 State-of-the-Art for Assessing Earthquake Hazards in the United States Part
16 The Relation of Sustained Maximum Ground Acceleration and Velocity to Earthquake
Intensity and Magnitude with Errata Sheet of January 11 1982 Army Engineers
Waterways Experiment Station Vicksburg P.O No DACW39-78-C-0072 67 with Two
Appendices and Errata
Roger and Associates Engineering Company 1988 Radiological Properties Letters to Sealy
from Bowser dated March and May 1988
Schroeder Morgan Walski and Gibson 1989 Technical Resource
Document The Hydrologic Evaluation of Landfill Performance HELP Model Version II
U.S Environmental Protection Agency
Seed And Idriss 1982 Ground Motions and Soils Liquefaction During Earthquakes
Earthquake Engineering Research Institute Berkeley California
Shoemaker 1954 Structural Features of Southeastern Utah and Adjacent Parts of Colorado
New Mexico and Arizona Utah Geological Society Guidebook to the Geology of Utah No
pp 48-69
Shoemaker E.M 1956 Structural Features ofthe Colorado Plateau and Their Relation to Uranium
Deposits U.S Geological Survey Professional Paper 300 155-168
Simon 1972 Seismicity in Mallory and Others eds Geologic Atlas of the Rocky
Mountain Region Rocky Mountain Association of Geologists pp 48-51
H\USERS\WMRCPLN\WHITEMMSA REF\May 1999
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Slemmons 1977 State-of-the-Art for Assessing Earthquake Hazards in the United States
Part Faults and Earthquake Magnitude with an Appendix on Geomorphic Features of
Active Fault Zones Army Engineer Waterways Experiment Station Vicksburg
Contract No DACW39-76-C-0009 129 plus 37p Appendix
Smith 1978 Seismicity Crustal Structure and Intraplate Tectonics of the Western
Cordillera in Cenozoic Tectonics and Regional Geophysics of the Western Cordillera
Smith and Eaton eds Memoir 152 Geological Society of America pp 111-
144
Smith 1981 Long-Term Stability at Union Carbides Tailings Piles in Uravan Colorado
Stephenson 1979 Rockfill in Hydraulic Engineering Developments in Geotechnical
Engineering 27 Elsevier Scientific Publishing Company pp 50-60 See NUREG 4620
Stokes 1954 Stratigraphy of the Southeastern Utah Uranium Region Utah Geological
Society Guidebook to the Geology of Utah No pp 16-47
Stokes 1967 Survey of Southeastern Utah Uranium Districts Utah Geological Society
Guidebook to the Geology of Utah No 21 pp 1-11
Thompson 1967 Structural Features of Southeastern Utah and Their Relations to Uranium
Depo sits Utah Geological Society Guidebook to the Geology of Utah No 21 pp 23-31
Titan Environmental Corporation 994a Hydrogeologic Evaluation of White Mesa Uranium Mill
Titan Environmental Corporation 1994b Points of Compliance White Mesa Uranium Mill
Triftinac and Brady On the Correlation of Seismic Intensity Scales with the Peaks of
Recorded Strong Ground Motion Seismological Society of America Bulletin 65 Feb
1975 pp 139-162
Umetco 1987 Umetco Minerals Corporation SUA-1358 DocketNo 40-868 License Condition
48 White Mesa Mill Utah Letter From Jones to Ii Nuclear Regulatory
Commission dated November 30 1987
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Umetco Minerals Corporation 1992 Ground Water Study White Mesa Mill Blanding Utah
License SUA 1358 Docket No 40-8681
United States Geological Survey 1970
U.S Department of Energy 1993 Environmental Assessment ofRemedial Action at the Slick Rock
Uranium Mill Tailings Sites Slick Rock Colorado UMTRA Project Office Albuquerque
New Mexico February
Nuclear Regulatory Commission 1977 Regulatory Guide 3.11 Design Construction and
Inspection of Embankment Retention Systems for Uranium Mills Revision 1977
Nuclear Regulatory Commission 1979 Final Environmental Statement White Mesa
Uranium Project NUREG-0556 Cited in Section 1.0
Nuclear Regulatory Commission 1985 Standard Review Plan for UMTRA Title Mill
Tailings Remedial Action Plans Division of Waste Management
NuclearRegulatory Commission 1987a URFOTTO DocketNo 40-8681 04008681740S
Letter to Umetco Minerals Corporation Hamrick from Hawkins dated January
26 1987
Nuclear Regulatory Commission 1987b 10 CFR 40 Appendix
NuclearRegulatory Commission 1987c URFOGRK DocketNo 40-8681 Letterto Umetco
Minerals Corporation from Hawkins dated October 21 1987
Nuclear Regulatory Commission 1988 Docket No 40-868 SUA-1358 Amendment No
10 Letter to Umetco Minerals Corporation dated January 1988 from Dale Smith
University of Utah Seismograph Stations 1988 Computer List of Earthquakes within 320 km of
Blanding Utah Department of Geology and Geophysics University of Utah Salt Lake City
von Hake 1977 Earthquake History of Utah Earthquake Information Bulletin pp 48-51
Warner 1978 The Colorado Lineament Middle Precambrian Wrench Fault System
Geological Society of America Bulletin 89 pp 161-171
H\USERS\WMRCPLN\WHITEMMSA.KEF\May 1999
Page xxi
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Williams 1964 Geology Structure and Uranium Deposits of the Moab Quadrangle
Colorado and Utah Geologic Survey Map 1-3 60
Witkind 1964 Geology of the Abajo Mountains Area San Juan County Utah
Geological Survey Professional Paper 453
Woodward-Clyde Consultants 1982 Geologic Characterization Report ofthe Paradox Basin Study
Region Utah Study Areas ONWI-290 Prepared for Office ofNuclear Waste Isolation
Battelle Memorial Institute
Wong 1981 Seismological Evaluation of the Colorado Lineament in the Intermountain
Region abs Earthquake Notes 53 pp 33-34
Wong 1984 Seismicity of the Paradox Basin and the Colorado Plateau Interior ONWI-492
Prepared for the Office of Nuclear Waste Isolation Battelle Memorial Institute
Zoback and Zoback 1980 State of Stress in the Conterminous United States Journal
of Geophysical Research 85 pp 6113-6156
H\USERS\WMItCPLN\WHITEMMSA.REF\May 1999
Page I-i
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
INTRODUCTION
This document prepared by International Uranium USA Corporation IUSA presents IUSAs
plans and estimated costs for the reclamation of Cells 1-I and and for decommissioning of
the White Mesa Mill
The uranium processing sections of the mill will be decommissioned as follows
The uranium and vanadium processing areas of the mill including all equipment structures and
support facilities will be decommissioned and disposed of in tailings or buried on site as appropriate
All equipment including tankage and piping agitation process control instrumentation and
switchgears and contaminated structures will be cut up removed and buried in tailings prior to
final cover placement Concrete structures and foundations will be demolished and removed or
covered with soil as appropriate These decommissioned areas would include but not be limited to
the following
Coarse ore bin and associated equipment conveyors and structures
Grind circuit including semi-autogenous grind SAG mill screens pumps and cyclones
Three pre-leach tanks to the east of the mill building including all associated tankage
agitation equipment pumps and piping
Seven leach tanks inside the main mill building including all associated agitation equipment
pumps and piping
Counter-current decantation CCD circuit including all thickeners and equipment pumps
and piping
Uranium precipitation circuit including all thickeners pumps and piping
Two yellowcake dryers and all mechanical and electrical support equipment including
uranium packaging equipment
Clarifiers to the west of the mill building including the preleach thickener and claricone
Boiler and all ancillary equipment and buildings
H\USERS\WMKCPLN\JNTRO.RPT\May 1999
Page 1-2
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Entire vanadium precipitation drying and fusion circuit
All external tankage not included in the above list including reagent tanks for the storage
of acid ammonia kerosene water or dry chemicals and the vanadium oxidation circuit
Uranium and vanadium solvent extraction SX circuit including all SX and reagent tankage
mixers and settlers pumps and piping
SX building
Mill building
Office building
Shop and warehouse building
Sample plant building
The sequence of demolition would proceed so as to allow the maximum use of support areas of the
facility such as the office and shop areas It is anticipated that all major structures and large
equipment will be demolished with the use of hydraulic shears These will speed the process
provide proper sizing of the materials to be placed in tailings and reduce exposure to radiation and
other safety hazards during the demolition Any uncontaminated or decontaminated equipment to
be considered for salvage will be released in accordance with the NRC document Guidelines for
Decontamination of Facilities and Equipment Prior to Release for Unrestricted Use or Termination
of Licenses for Byproduct or Source Materials dated September 1984 and in compliance with the
conditions of Source Material License SUA-l358 As with the equipment for disposal any
contaminated soils from the mill area will be disposed of in the tailings facilities in accordance with
Section 4.0 of Attachment Plans and Specifications
\USERS\WMRCPLN\JNTRORPPMay 1999
-3
Revision 3.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
The estimated reclamation costs for surety are summarized as follows
White Mesa Reclamation
Cost Summary
Direct Costs
Mill Decommissioning 1505168
Cell 1-I Reclamation 1234212
Cell Reclamation 1082870
Cell Reclamation 1565444
Cell 4A Reclamation 120128
Misc Items Project General 1939480
Subtotal Direct $7447302
Profit Allowance 10%744730
Contingency 15%1117095
Licensing and Bonding 2%148946
Long Term Care Fund 606721
Total Surety Requirement $10064794
REPORT ORGANIZATION
General site characteristics pertinent to the reclamation plan are contained in Section 1.0
Descriptions of the facility construction operations and monitoring are given in Section 2.0 The
current environmental monitoring program is described in Section 2.3 Seismic risk was assessed
in Section 2.6.3
The Reclamation Plan including descriptions of facilities to be reclaimed and design criteria is
presented in Section 3.0 Section 3.0 Attachments through are the Plans and Specifications
Quality Plan for Construction Activities Cost Estimates and supplemental testing and design
details
H\USERS\WMRCPLN\INTRO.RPT\Rev 3.OJuly 20009
Page 1-4
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Supporting documents previously submitted which have been reproduced as appendices for ease
of review include
Semi-Annual Effluent Report White Mesa Mill SUA-1358 Docket No 40-868
July through December 1995 and Semi-Annual Effluent Report White Mesa Mill
SUA-1358 Docket No 40-8681 January through June 1996 Energy Fuels Nuclear
Inc
Hydrogeologic Evaluation of White Mesa Uranium Mill July 1994 Titan
Environmental Corporation Titan
Points of Compliance White Mesa Uranium Mill September 1994 Titan
Tailings Cover Design White Mesa Mill October 1996 Titan
Neshaps Radon Flux Measurement Program White Mesa Mill 1995 October 1995
Teilco Environmental
1\USERS\WMRCPLN\INTRO RPT\May 1999
Page 1-1
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.0 SITE CHARACTERISTICS
The White Mesa Mill is located in southeastern Utah see Figure 1-1 approximately six miles south
of landing Utah see Figure 1-2
The Environmental Report ER Dames and Moore 1978b has been reproduced with minor
revisions to describe site characteristics The Final Environmental Statement Final ES U.S
NRC 1979 has also been used where noted below for descriptions of the preoperational
environment Section 2.0 Site Characteristics contains certain pertinent sections reproduced from
the Final ES with minor changes in syntax Where these sections were reproduced the ER or Final
ES section numbers are referenced in parentheses after the section title
Section 1.6.1 Regional Geology and Section 1.6.2 Blanding Site Geology were reproduced from
the ER with minor changes in syntax Section 1.6.3 Seismic Risk Assessment summarizes the
results of static and pseudostatic analyses performed in September of 1996 Additional Probabilistic
Risk Assessment was performed in April 1999 as it relates to the potential for liquefaction of the
tailings sands This Assessment is included as Attachment to this Plan These analyses were
based on
the most recent data available as well as previously collected data and were used to
establish the stability of the side slopes of the tailings soil cover Complete details of the tailings
cover design are provided in Appendix Tailings Cover Design White Mesa Mill Titan
Environmental Corporation 1996
The Semi-Annual Effluent Report for July through December 1996 EFN 1996 is reproduced in
Appendix Subsequent Semi-Annual Effluent Reports through December of 1998 have been
submitted to the NRC in compliance with License requirements Many of the graphs in the Semi-
\USERS\WMRCPLN\SECTOI .RPT\May 1999
Page 1-2
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Annual Effluent Report show data from late 1979 or early 1980 to the present The word current
is used to describe these data andlor updates The Hydrogeologic Evaluation of White Mesa
Uranium Mill Titan 1994 is reproduced in Appendix Points of Compliance White Mesa Mill
Titan 1994 is reproduced in Appendix Tailings Cover Design White Mesa Mill Titan 1996
is reproduced in Appendix Appendix is the most recently completed radon monitoring report
All of these Appendices were previously submitted
H\USERS\WMRCPLN\SECTOIRPT\May 1999
Ii PortIon USGS Mop No NLJI2-l Cortoz Cola-Utah
USA Corporation
Mill
FIGURE 1-1
REGIONAL LOCATION MAP
DRA%1 RAIl StIECT
DATE MAY 1999
or
SCALE l25OrO
t___hY 3233 36 32 33
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Uranium USA Cosporation
White Men MIII
Figure 12
White Mesa Mill
Location Map
09w 12 ORA1 RMI
DAlE MAY 1999
SCALE In 8000
IEET
of
AVERAGE ANNUAL FLOW800AF1965-1974
DRAINAGE AREA3.77 SQ MI
AVERAGE ANNUAL YIELD212.2 AF/SQ MI
AVERAGE ANNUAL FLOW734 AF 1965-1971
DRAINAGE AREA4.95 SQ MI
AVERAGE ANNUAL YIELD148 AF/SQ MI
FOR THE LOCATION OF WATERCOURCES
SUMMARIZED SEE PLATE
SOURCE OF DATA WATER RESOURCES DATA RECORDS
COMPILED AND PUBLISHED BY USGS
International Uranium USA Corporation
u1 White Mesa Mill
FIGURE 1.4-2
Stream Flow Summary
in the Vacinity of Blanding Utah
YIELD-AF/SQ MI
MIN AVE MAX
26 212 862
1970 197
l600
1400
I-
LU
1200
1000
800
600
LU
200-
AVERAGE ANNUAL FLOW6300 AF 1964-1974
DRAINAGE AREA205 SQ MI
AVERAGE ANNUAL YIELD 31 AF/SQ.MI
YIELD-AF/SQ MI
MIN AVE MAX
6.7 31 100
1969 1972
OCT NOV DEC JAN FEB MAR APR MAY JUNE JULY AUG SEPT
MONTH
RECAPTURE CREEK NEAR BLANDING
USGS GAUGE 09378630
400
350-
LU
LU
LU
300-
______________
250 _____ _____ _____
-J
Li.2O0
-J
F-
LU
CD
LU
350
300
LU
250
____ ____ ____
_a 200
Li.
1970 1965
150
I-
100
50
OCT NOV DEC JAN FEB MAR APR MAY JUNE JILY AUG SEPT
MONTH
SPRING CREEK ABOVE DIVERSIONS
NEAR MONTICELLO
USGS GAUGE 09376900
I--1
OCT NOV DEC JAN FEB MAR APR MAY JUNE JULY AUG SEPT
MONTH
COTTONWOOD WASH NEAR BLANDING
USGS GAUGE 09378700
YIELD-AF/SQ MI
MIN AVE MAX
47 148 281
DESIGN
CHKD BY MAY1999
DRAWN RAil SHEET
SCALEp SHOWN
of
APP
Page 1-5
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.1 CLIMATE
Text on climate and associated tables are adapted with minor revisions from the Final ES New
table numbers are added to the text below to correspond to sections in this Reclamation Plan but the
original table numbers from the Final ES are cited on the modified tables for ease of reference
1.1.1 General Influences Final ES Section 2.1.1
Although varying somewhat with elevation and terrain in the vicinity of the site the climate can
generally be described as semiarid Skies are usually clear with abundant sunshine precipitation is
light humidity is low and evaporation is high Daily ranges in temperature are relatively large and
winds are normally light to moderate Influences that would result in synoptic meteorological
conditions are relatively weak as result topography and local micrometerological effects play an
important role in determining climate in the region
Seasons are well defined in the region Winters are cold but usually not severe and summers are
warm The normal mean annual temperature reported for Blanding Utah is about 50 10
as shown in Table 1.1-1 Table 2.1 in the Final ES January is usually the coldest month in the
region with normal mean monthly temperature of about 270 -3 Temperatures of
180 or below may occur in about two of every three years but temperatures below -15 -26
are rare July is generally the warmest month having normal mean monthly temperature of
about 730 230 Temperatures above 90 32 are not uncommon in the summer and are
reported to occur about 34 days year however temperatures above 100 38 occur rarely
H\USERS\WMItCPLN\SECTOI .RPT\May 1999
Page 1-6
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.1.2 Precipitation Final ES Section 2.1.2
Precipitation in the vicinity of the White Mesa Uranium Project is light Table 1.1-2 Final ES
Table 2.2 Normal annual precipitation is about 12 inches 30 cm Most precipitation in the area
is rainfall with about 25 percent of the annual total in the form of snowfall
There are two separate rainfall seasons in the region The first occurs in late summer and early
autumn when moisture-laden air masses occasionally move in from the Gulf of Mexico resulting
in showers and thunderstorms The second rainfall period occurs during the winter when Pacific
storms frequent the region
1.1.3 Winds Final ES Section 2.1.3
Wind speeds are generally light to moderate at the site during all seasons with occasional strong
winds during late winter and spring frontal activity and during thunderstorms in the sunmier
Southerly wind directions are reported to prevail throughout the year
1.1.4 Storms Final ES Section 2.1.4
Thunderstorms are frequent during the summer and early fall when moist air moves into the area
from the Gulf of Mexico Related precipitation is usually light but heavy local storm can produce
over an inch of rain in one day The maximum 24-hour precipitation reported to have fallen during
30-year period
at Blanding was 1.98 inches 5.02 cm Hailstorms are uncommon in this area
Although winter storms may occasionally deposit comparable amounts of moisture maximum short
term precipitation is usually associated with summer thunderstorms
H.\USERS\WMRCPLN\SECTOI .RPT\May 1999
Page 1-7
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Tornadoes have been observed in the general region but they occur infrequently Strong winds can
occur in the area along with thunderstorm activity in the spring and summer The White Mesa site
is susceptible to occasional dust storms which vary greatly in intensity duration and time of
occurrence The basic conditions for blowing dust in the region are
created by wide areas of exposed
dry topsoil and strong turbulent winds Dust storms usually occur following frontal passages during
the warmer months and are occasionally associated with thunderstorm activities
\USERS\WMRCPLN\SECTOI .RPT\May 1999
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1.2 TOPOGRAPHY
The following text is reproduced from Section 2.3 of the Final ES
The site is located on peninsula platform tilted slightly to the south-southeast and surrounded on
almost all sides by deep canyons washes or river valleys Only narrow neck of land connects this
platform with high country to the north forming the foothills of the Abajo Mountains Even along
this neck relatively deep stream courses intercept overland flow from the higher country
Consequently this platform White Mesa is well protected from runoff flooding except for that
caused by incidental rainfall directly on the mesa itself The land on the mesa immediately
surrounding the White Mesa site is relatively flat
1.3 ARCHEOLOGICAL RESOURCES
The following discussion of archeological sites is adapted from Section 2.5.2.3 of the Final ES
1.3.1 Archeological Sites
Archeological surveys of portions of the entire project site were conducted between the fall of 1977
and the spring of 1979 The total area surveyed contained parts of Section 21 22 27 28 32 and
33 of T37S R22E and encompassed 2000 acres 809 ha of which 200 acres 81 ha are
administered by the Bureau of Land Management and 320 acres 130 ha are owned by the
State of Utah The remaining acreage is privately owned During the surveys 121 sites were
recorded and all were determined to have an affiliation with the San Juan Anasazi who occupied this
area of Utah from A.D to 1300 A.D All but 22 of the sites were within the project boundaries
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Table 1.3-1 adapted from Final ES Table 2.18 summarizes the recorded sites according to their
probable temporal positions The dates of occupation are the best estimates available based on
professional experience and expertise in the interpretation of archeological evidence Available
evidence suggests that settlement on White Mesa reached peak in perhaps 800 A.D Occupation
remained at approximately that level until some time near the end of Pueblo II or in the Pueblo
IT/Pueblo III transition period After this period the population density declined sharply and it may
be assumed that the White Mesa was for the most part abandoned by about 1250 A.D
Archeological test excavations were conducted by the Antiquities Section Division of State History
in the spring of 1978 on 20 sites located in the area later to be occupied by tailings cells and
Of these sites 12 were deemed by the State Archeologist to have significant National Register
potential and four possible significance The primary determinant of significance in this study was
the presence of structures though storage features and pottery artifacts were also common
In the fall of 1978 surface survey was conducted on much of the previously unsurveyed portions
of the proposed mill site Approximately 45 archeological sites were located during this survey
some of which are believed to be of equal or greater significance than the more significant sites form
the earlier study Determination of the actual significance of all untested sites would require
additional field investigation
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TABLE 1.3-1
Distribution of Recorded Sites According to Temporal Position
Temporal position Approximate dates A.D.a Number of sites
Basket Maker III 575-750
Basket Maker ITT/Pueblo 575-850 27
Pueblo 750-850 12
Pueblo I/Pueblo II 850-950 13
PueblolI 950-1100 14
Pueblo IT/Pueblo III 1100-1150 12
Pueblo III 1150-1250
Pueblo 11
Multicomponent
Unidentified 14
Includes transitional periods
Although collections at these locations were lacking in diagnostic material available
evidence indicates that the site would have been used or occupied no earlier than 900 A.D and
possibly later
Ceramic collections from each ofthese sites indicate an occupation extending from Pueblo
through Pueblo II and into Pueblo III
These sites did not produce evidence strong enough to justify any identification
Source Adapted from Dames Moore 1978b ER Table 2.3-2 NRC 1979 Final
Environmental Statement Page 2-20 Table 2.18 and from supplementary reports on project
archeology
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Pursuant to 10 CFR Part 63.3 the NRC submitted on March 28 1979 request to the Keeper of the
National Register for determination of eligibility for the area which had been surveyed and tested
The area contained 112 archeological sites and six historical sites The determination by the Keeper
of the National Register on April 1979 was that the White Mesa Archeological District is eligible
for inclusion in the National Register
1.3.2 Current Status of Excavation
Archeological investigations for the entire mill site and for Cells 1-I through Cell were completed
with the issuance of four separate reports covering 30 sites excluding re-investigations Lindsay
1978 Nielson 1979 Casjens et al 1980 and Agenbroad et al 1981
The sites reported as excavated are as follows
6380 6394 6437
6381 6395 6684
6384 6396 6685
6385 6397 6686
6386 6403 6697
6387 6404 6698
6388 6420 6699
6391 6429 6754
6392 6435 6757
6393 6436 7754
Sites for which excavation has not been required are
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6379 6441 7658 7690
6382 6443 7659 7691
6405 6444 7660 7693
The sites remaining to be excavated are continued
6408 6445 7661 7696
6421 6739 7665 7700
6427 6740 7668 7752
6430 7653 7675 7876
6431 7655 7684 8014
6432 7656 7687
6439 7657 7689
1.4 SURFACE WATER
The following description of undisturbed surface water conditions is adapted from Section 2.6.1 of
the Final ES Since construction the mill has been designed to prevent runon or runoff of storm
water No perennial surface water drainages exist on the site The description of surface water
quality in subsection 1.4.2 reflects baseline sampling performed in July 1977 March 1978
Continuous monitoring of surface water is not possible due to lack of streamfiow
1.4.1 Surface Water Description Final ES Section 2.6.1.1
The mill site is located on White Mesa gently sloping 1%SSW plateau that is physically defined
by the adjacent drainages
which have cut deeply into regional sandstone formations There is small
drainage area of approximately 62 acres 25 ha above the site that could yield surface runoff to the
site Runoff from the project area is conducted by the general surface topography to either
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Westwater Creek Corral Creek or to the south into an unnamed branch ofCottonwood Wash Local
porous soil conditions topography and low acreage annual rainfall inches 30 cm cause these
streams to be intermittently active responding to spring snowmelt and local rainstorms articular1y
thunderstorms Surface runoff from approximately 384 acres 155 ha of the project site drains
westward and is collected by Westwater Creek and runoff from another 384 acres 155 ha drains
east into Corral Creek The remaining 713 acres 289 ha ofthe southern and southwestern portions
of the site drain indirectly into Cottonwood Wash Dames Moore 1978b 2-143 The site and
vicinity drainages carry water only on an intermittent basis The major drainages in the project
vicinity are depicted in Figure 1.4-1 and their drainages tabulated in Table 1.4-1 Total runoff from
the site total yield per watershed area is estimated to be less than 0.5 inch 1.3cm annually Dames
Moore 1978b 2-143
There are no perennial surface waters on or in the vicinity of the project site This is due to the
gentle slope
of the mesa on which the site is located the low average annual rainfall of 11.8 inches
29.7 cm per year at Blanding Dames Moore 1978b 2-168 local soil characteristics and the
porous nature of local stream channels Prior to construction three small ephemeral catch basins
were present on the site to the northwest and northeast of the scale house
Corral Creek is an intermittent tributary to Recapture Creek The drainage area of that portion of
Corral Creek above and including drainage from the eastern portion of the site is about square
miles 13 km2 Westwater Creek is also an intermittent tributary of Cottonwood Wash The
Westwater Creek drainage basin covers nearly 27 square miles 70 km2 at its confluence with
Cottonwood Wash 1.5 miles 2.5 km west of the project site Both Recapture Creek and
Cottonwood Wash are similarlyintermittently active although they carry water more often and for
longer periods of time due to their larger watershed areas They both drain to the south and are
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tributaries of the San Juan River The confluences of Recapture Creek and Cottonwood Wash with
the San Juan River are approximately 18 miles 29 km south of the project site The San Juan
River major tributary for the upper Colorado River has drainage of 23000 square miles 60000
1cm2 measured at the USGS gauge to the west of Bluff Utah Dames Moore 1978b 2-130
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TABLE 1.4-1
Drainage Areas of Project Vicinity and Region
Basin description
Drainage area
km sq miles
Corral Creek at confluence
with Recapture Creek
15.0 5.8
Westwater Creek at confluence
with Cottonwood Wash
68.8 26.6
Cottonwood Wash at USGS
gage west of project site
531 205
Cottonwood Wash at confluence
with San Juan River
860 332
Recapture Creek at USGS gage 9.8 3.8
Recapture Creek at confluence
with San Juan River
518 200
San Juan River at USGS gage
downstream at Bluff Utah
60000 23000
Source Adapted from Dames Moore 1978b Table 2.6-3
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Storm runoff in these streams is characterized by rapid rise in the flow rates followed by rapid
recession primarily due to the small storage capacity of the surface soils in the area For example
on August 1968 flow of 20500 cfs 581 m3sec was recorded in Cottonwood Wash near
Blanding The average flow for that day however was only 4340 cfs 123 m3/sec By August
the flow had returned to 16 cfs 0.5 m3/sec Dames Moore 1978b 2-135 Monthly
streamfiow summaries are presented in Figure 1.4-2 for Cottonwood Wash and Recapture Creek
Flow data are not available for the two smaller water courses closest to the project site Corral Creek
and Westwater Creek because these streams carry water infrequently and only in response to local
heavy rainfall and snowmelt which occurs primarily in the months of April August and October
Flow typically ceases in Corral and Westwater Creeks within to 48 hours after precipitation or
snowmelt ends
1.4.2 Surface Water quality Final ES Section 2.6.1.2
Sampling of surface water quality in the project vicinity began in July 1977 and continued through
March 1978 Baseline data describe and evaluate existing conditions at the project site and vicinity
Sampling of the temporary on-site surface waters two catch basins has been attempted but without
success because of the lack of naturally occurring water in these basins The basin to the northeast
of the mill site has been filled with well water to serve as nonpotable water source during
construction of office and laboratory buildings in conjunction with the mill approximately six
months This water has not been sampled but presumably reflects the poor quality associated with
local groundwater Sampling of ephemeral surface waters in the vicinity was possible only during
major precipitation events as these streams are normally dry at other times
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The locations of the surface water sample sites are presented in Figure 1.4-3 The water quality
values obtained for these sample sites are given in Dames Moore 1978b Table 2.6-7 and U.S
NRC 1979 Table 2.22 Water quality samples were collected during the spring at several
intermittently active streams that drain the project area These streams include Westwater Creek
SiR S9 Corral Creek below the small irrigation pond S3R the junction of Corral Creek and
Recapture Creek 54R and Cottonwood Creek S8R Samples were also taken from surface
pond southeast of the mill 55R No samples were taken at 52R on Corral Creek or at the small
wash S6R located south of the site
Surface water quality in the vicinity of the mill is generally poor Waters in Westwater Creek SiR
and S9 were characterized by high total dissolved solids TDS mean of 674 mg/liter and sulfate
levels mean 117 mg of SO4 per liter The waters were typically hard total hardness measured as
CaCO3 mean 223 mg/liter and had an average pH of 8.25 Estimated water velocities for
Westwater Creek averaged 0.3 fs 0.08 mlsec at the time of sampling
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IC
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Samples from Cottonwood Creek S8R were similarin quality to Westwater Creek water samples
although the TDS and sulfate levels were lower TDS averaged 264 mg/liter SO4 averaged 40
mg/liter during heavy spring flow conditions fps 24 mlsec water velocity
The concentrations of TDS increased downstream in Corral Creek averaging 3180 mg/liter at S3R
and 6660 mg/liter one sample at S4R Total hardness averaged in excess of 2000 mg/liter and
pH values were slightly alkaline Estimated water velocities in Corral Creek were typically less than
0.1 Iks 0.03 mlsec during sampling
The spring sample collected the surface pond south of the project site 55R indicated TDS
concentration of less than 300 mg/liter The water was slightly alkaline with moderate dissolved
sulfate levels averaging 42 mg/liter
During heavy runoff the concentration of total suspended solids in these streams increased sharply
to values in excess of 1500 mg/liter U.S NRC 1979 Table 2.22 High concentrations of certain
trace elements were measured in some sampling areas Levels of mercury total were reported as
high as 0.002 mg/liter 53R 7/25/77 S8R 7/25/77 Total iron measured in the pond 55R
11/10/77 was 9.4 mg/liter These values appear to reflect groundwater quality in the vicinity and
are probably due to evaporative concentration and not due to human perturbation of the environment
1.5 GROUNDWATER
The following descriptions of groundwater occurrence and characteristics in and around the White
Mesa Mill is summary and compilation of information contained in documents previously
submitted to and reviewed by the U.S NRC These include the Final ES the Hydrogeologic
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Evaluation of White Mesa Uranium Mill Hydrogeologic Evaluation Titan 994a Points of
Compliance White Mesa Uranium Mill POC Titan 994b the Semi-Annual Effluent Reports
through December 1998
The Hydrogeologic Evaluation referenced numerous technical studies Regional geologic and
geohydrologic data were obtained primarily from U.S Geologic Survey U.S.G.S and State of Utah
publications Site-specific infonnation was obtained from the 1978 Environmental Report Dames
Moore 1992 groundwater study report submitted to the NRC by Umetco 1991 groundwater
hydrology report on White Mesa prepared by Hydro-Engineering and reports by DAppolonia 1981
1982 and 1984 See the Hydrogeologic Evaluation transmitted herewith in its entirety as
Appendix for complete data tables lists of references and technical details described in this
section
This section is primarily an adaptation of the Hydrogeologic Evaluation For ease of reference
copy of the Hydrogeologic Evaluation is included as Appendix previously submitted to the NRC
The POC is included as Appendix also previously submitted The Hydrogeologic Evaluation
focused on description and definition of the site hydrostratigraphy and occurrence of groundwater
as it relates to the natural and manmade safeguards which protect groundwater resources from
potential leakage of tailings cells at the site The POC summarized and statistically analyzed the
available groundwater database and proposed revised groundwater monitoring and data review
program
The findings of the Hydrogeologic Evaluation indicated that the tailings located in the existing
disposal cells are not impacting groundwater at the site In addition it does not appear that ifiture
impacts to groundwater would be expected as result of continuing operations
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These conclusions are based on chemical and hydrogeologic data which show that
The chemistry of perched groundwater encountered below the site does not show
concentrations or increasing trends in concentrations of constituents that would
indicate seepage from the existing disposal cells
The useable aquifer at the site is separated from the facility by about 1200 feet of
unsaturated low-permeability rock
The useable aquifer is under artesian pressure and therefore has an upward pressure
gradient which would preclude downward migration of constituents into the aquifer
and
The facility has operated for period of 19 years and has caused no discernible
impacts to groundwater during this period
Continued monitoring of groundwater at the site are performed to verify that past current and future
operations will not impact groundwater The existing monitoring program and results are presented
in the Semi-annual Effluent reports which are regularly submitted to the NRC
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1.5.1 Site Description
As shown on Figure 1.1-2 White Mesa Uranium Mill is located in southeastern Utah approximately
six miles south of the town of Blanding It is situated on White Mesa flat area bounded on the east
by Corral Canyon to the west by Westwater Creek and to the south by Cottonwood Canyon The
site consists of the uranium processing mill and four engineered lined tailings disposal cells
1.5.2 Geologic Setting
The White Mesa Uranium Mill site is located near the western edge of the landing Basin within
the Canyon Lands section of the Colorado Plateau physiographic province Figure 1.5-1
ITydrogeologic Evaluation Figure 1.1 The Canyon Lands have undergone broad fairly horizontal
uplift and subsequent erosion which have produced the regions characteristic topography
represented by high plateaus mesas buttes and deep canyons
incised into relatively flat lying
sedimentary rocks of pre-Tertiary age Elevations range from approximately 3000 feet in the
bottoms of the deep canyons along the southwestern margins of the region to more than 11000 feet
in the Henry Abajo and La Sal mountains located to the northwest and northeast of the facility
With the exception of the deep canyons and isolated mountain peaks an average elevation slightly
in excess of 5000 feet persists over most of the Canyon Lands The average elevation at the White
Mesa Uranium Mill is 5600 feet mean sea level MSL
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UINTA BASIN
S..
PARAPO\
\\-
944
MTNSIvIOAB
to
1-
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0-
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RICO
Jj
FOJECD
ARIZONA
COR.rz
St
N4 HXlCO
fl SOOARY OF TECTONIC PI/ItON
MONOCLINE SNOYIINe TRAG OF AXIS
AND DIRECTION OF DIP
ANTIGLINE 5IOVIIN TRACe OF AXIS
AND DIRECTION OF F1WGE
FIGURE 15.1
Colorado Plateau Geologic Mop
STNCLINE SIOVON TRACE OF AXIS
AND DIRECTION OF PLL4eE
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1.5.2.1 Stratigraphy
Rocks of Upper Jurassic and Cretaceous age are exposed in the canyon walls in the vicinity of the
White Mesa Uranium Mill site These rock units Figure 1.5-2 Hydrogeologic Evaluation Figure
1.2 include in descending order the following Eolian sand of Quaternary Age and varying
thickness overlies the Dakota sandstone and Mancos shale on the mesa thin deposit of talus
derived from rock falls of Dakota sandstone and Burro Canyon formation mantles the lower valley
flanks Underlying these units are the Cretaceous Age erosional remnants of Mancos shale Dakota
Sandstone and Burro Canyon formation Erosional remnants of Mancos shale are only found north
of the Mill site The Brushy Basin Westwater Canyon Recapture and Salt Wash Members of the
upper Jurassic Age Morrison formation are encountered below the Burro Canyon formation The
Summerville formation Entrada Sandstone and Navajo Sandstone are the deepest units of concern
encountered at the site
1.5.2.2 Local Geologic Structure
In general the rock formations of the region are flat-lying with dips of to degrees The rock
formations are incised by streams that have formed canyons between intervening areas of broad
mesas and buttes An intricate system of deep canyons along and across hog-backs and cuestas has
resulted from faulting upwarping and dislocation of rocks around the intrusive rock masses such
as the Abajo Mountains Thus the region is divided up into numerous hydrological areas controlled
by structural features
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L/
LL
FIGURE
SeneroHzed Strobigrohy of V9Hite Meso
COVERED BY UNCONSOLIDATED ALLUVIUM
COLLUVIUM AND TALUS
SAND AND SILT REDDISH BROWN VERY
EOLIAN SAND FINEGRAINED
-ANCOS SF FALL SHALL LIGHT GRAY SOFT
LI
If
to
DAKOTA SANDSTONE
BURRO CANYON FORMATION
BRUSHY BASIN MEMBER
WESTWATER CANYON MEMBER
RECAPTURE MEMBER
10
SANDSTONE OUARTZ LIGHT YELLOW BROWN
POORLY SORTED IRON CONCREATIONS
WELL INDURATED
SANDSTONE QUARTZ LIGHT CRAY TO LIGHT
BROWN CROSSBEDDED CONGLOMERATIC
POORLY SORTED INTERBEODED WITH
GRAYGREEN SHALE
SHALE GRAY GRAYGREEN AND PURPLE
SILTY IN PART WITH SOME SANDSTONE
LENSES
SANDSTONE ARKOSIC YELLOW TO GREENISH
GRAY FINE TO COARSE GRAINED INTERBEIJOED
WITH GREENISHGRAY TO REDDISHBROWN
SHALE
SHALE REDDISHGRAY SILTY TO SANDY
INTERBEDDEC WITH SANDSTONE ARKOSIC
REDDISHGRAY TO YELLOWBROWN FINE
TO MEDIUMGRAINED
SANDSTONE QUARTZ YELLOWISHTO
REDDISH BROWN FINETO COARSE
GRAINEO INTERBEDDEO WITH REDDISH
GRAY SHALE
SANOSTONE REDBROWN THINBEDDED WITH
RIPPLE MARKS ARGILLACEOUS WITH SHALE
INTER BE
SANDSTONE OUARTZ WHITE TO GRAYISH
BROWN MASSIVE CROSSBEDDED FINE
TO MEDIUMGRAINEO
SANOSTONE QUARTZ LIGHT YELLOWISH-
BROWN TO LIGHTGRAY AND WHITE MASSIVE
CROSSBEDDED FRIABLE FINE TO
MEDIUMGRAINEO
SALT WASH MEMBER
SUMMERVILLE FORMATION
ENTRADA SANDSTONE
IC
NAVAJO SANDSTONE
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The strata underlying White Mesa have regional dip of 1/2 to degrees to the south however local
dips of degrees have been measured Haynes et al 1972 includes map showing the structure
at the base of the Dakota formation Approximately 25 miles to the north the Abajo Mountains
formed by igneous intrusions have caused local faulting upwarping and displacement of the
sedimentary section However no faults have been mapped in the immediate vicinity of White
Mesa
1.5.3 Hydrogeologic Setting
On regional basis the formations that are recognized as aquifers are Cretaceous-age Dakota
Sandstone and the upper part of the Morrison formation of late Jurassic age the Entrada Sandstone
and the Navajo Sandstone of Jurassic age the Wingate Sandstone and the Shinarump Member of
the Chinle formation of Triassic age and the DeChelle Member of the Cutler formation of Permian
age
Recharge to aquifers in the region occurs by infiltration of precipitation into the aquifers along the
flanks of the Abajo Henry and La Sal Mountains and along the flanks of folds such as Comb Ridge
Monocline and the San Rafael Swell where the permeable formations are exposed at the surface
Figure 1.5-1 Hydrogeologic Evaluation Figure 1.1
Seventy-six groundwater appropriation applications within five-mile radius of the Mill site are
on file with the Utah State Engineers office summary of the applications is presented in Table
1.5-1 and shown on Figure 1.5-3 The majority of the applications is by private individuals and for
wells drawing small intermittent quantities of water less than eight gpm from the Burro Canyon
formation For the most part these wells are located upgradient north of the White Mesa Uranium
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Mill site Stockwatering and irrigation are listed as primary uses of the majority of the wells It is
important to note that no wells completed in the perched groundwater of the Burro Canyon
formation exist directly downgradient of the site within the five-mile radius Two water wells which
available data indicate are completed in the Entrada/Navajo sandstone dow 1997 exist
approximately 4.5 miles southeast of the site on the Ute Mountain Ute Reservation These wells
supply domestic water for the Ute Mountain Ute White Mesa Community situated on the mesa
along Highway 191 see Figure 1.5-3 Data supplied by the Tribal Environmental Programs Office
indicate that both wells are completed in the Entrada/Navajo sandstone which is approximately
1200 feet below the ground surface Insufficient data are available to define the groundwater flow
direction in the Entrada/Navajo sandstone in the vicinity of the mill
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Table 1.5-1
Wells Located Within 5-Mile Radius of
The White Mesa Uranium Mill
Map Water Right SEC TWP RNG CFS USE Depth
No ft
Nielson Norman and Richard 11 37S 22E 0.0 15 IDS 150-200
Guymon Willard 10 37S 22E 0.0 15 82
NielsonJ.Rex 10 37S 22E 0.015 IDS 160
NielsonJ.Rex 10 37S 22E 0.013 165
Lyman Fred 10 37S 22E 0.022 IDS 120
Plateau Resources 15 37S 22E 0.0 15 740
Plateau Resources 15 37S 22E 0.015 135
Nielson Norman and Richard 14 37S 22E 0.0 15 IS 150-200
Lyman George 15 37S 22E 0.015 135
10 Holt N.E McLaws 15 37S 22E 0.007 195
11 PerkinsDorothy 21 37S 22E 0.015 150
12 Energy Fuels Nuclear Inc 21 37S 22E 0.6 1600
13 Energy Fuels Nuclear Inc 22 37S 22E 1.11 1820
14 Utah Launch Complex 27 37S 22E 0.0 15 650
15 Energy Fuels Nuclear Inc 28 37S 22E 1.11 1885
16 EnergyFuelsNuclearInc 28 37S 22E 1.11 1850
17 Energy Fuels Nuclear Inc 28 37S 22E 0.0 15 DSO 1800
18 Energy Fuels Nuclear Inc 28 37S 22E 0.6 1600
19 JonesAlmaU 33 37S 22E 0.015 200
20 Energy Fuels Nuclear Inc 33 37S 22E 0.6 1600
21 BLM 37S 22E 0.01 170
22 HallidayFredL 11 37S 22E 0.015 IS 180
23 PerkingPaul 37S 22E 0.015 ID 180
24 ReddJamesD 37S 22E 0.1 ID 200
25 BrownAroeG 37S 22E 0.015 IS 210
26 Brown George 37S 22E 0.015 IDS 140
Table 1.5-1
Wells Located Within 5-Mile Radius of
The White Mesa Uranium Mill
continued
Map Water Right SEC TWP RNG CFS USE Depth
No ft
27 Brown Lb 37S 22E 0.004 IDS 141
28 RentzAlyceM 37S 22E 0.015 ID 180
29 RogersClarence 37S 22E 0.015 142
30 Perkins Dorothy 37S 22E 0.015 100-200
31 Brandtj.R.C.J 37S 22E 0.015 IDS 160
32 Montella Frank 375 22E 0.0 15 IDO 190
33 SnyderBertha 37S 22E 0.1 IDS 196
34 Martineau Stanley 37S 22E 0.0 15 ID 160
35 KirkRonaldD.CatherineA 37S 22E 0.015 IDS 160
36 Palmer Ned and Marilyn 37S 22E 0.0 15 IDS
37 Grover Jess 37S 22E 0.0 15 160
38 MonsonLarry 37S 22E 0.015 IDS 140
39 Neilson Norman and Richard 37S 22E 0.0 15 IS 132
40 Watkins Henry Clyde 37S 22E 0.0 15 IS 150
41 ShumwayGlenEve 15 37S 22E 0.015 IS 60
42 Energy Fuels Nuclear Inc 21 37S 22E 0.600 1600
not drilled
43 Energy Fuels Nuclear Inc 28 37S 22E 1.100 1860
44 Watkins Ivan 37S 22E 0.200 185
45 Waukesha of Utah 37S 22E 0.0 15 226
46 Simpson William 37S 22E 0.030 ID 180
47 Guyman Willard 37S 22E 0.030 164
48 Harrieson Lynda 37S 22E 0.012 IDS
49 HurstReed 37S 22E 0.015 100-300
50 Kaer Alvin 37S 22E 0.0 15 IDS 100-300
51 HeinerGeraldB 37S 22E 0.015 ID 75
52 Laws James 37S 22E 0.0 15 IDS 100-300
Table 1.5-1
Wells Located Within 5-Mile Radius of
The White Mesa Uranium Mill
continued
Map Water Right SEC TWP RNG CFS USE Depth
No ft
53 Laws Parley 37S 22E 0.0 15 IDS
54 Anderson Dennis Edith 37S 22E 0.0 15 IDS 160
55 Guymon Eugene 37S 22E 0.100 IDS 130
56 GuymonEugene 37S 22E 0.015 130
57 Guymon Dermis Doris 37S 22E 0.030 IDS 210
58 Guymon Eugene 37S 22E 0.115 IDS 100-200
59 Guymon Eugene 37S 22E 0.115 IDS 100-200
60 Perkins Dorothy 37S 22E 0.0 15 IDS 140
61 Watkins Ivan 37S 22E 0.0 15 IDS 145
62 RoperLloyd 34 36S 22E 0.015 ID 180
63 Smith Lee Marylynn 34 36S 22E 0.060 IDS 170
64 McDonald Kenneth 34 36S 22E 0.0 15 IDS 734
65 Brake John 34 36S 22E 0.015 ID 250
66 BrakeJohn 34 36S 22E 0.015 IS 150
67 ReddParleyV.RevaV 34 36S 22E 0.015 IS 200
68 Construction 34 26S 22E 0.0 15 IS 190
69 Guymon Dean 37S 22E 0.0 15 IDS 180
70 Phillips Elizabeth Ann Hurst 34 36S 22E 0.0 15 165
71 Howe Leonard 37S 22E 0.015 160
72 Shumway Mark Eugene 37S 22E 0.0 15 ID
73 Shumway Mark Eugene 37S 22E 0.0 15 IDS 150
74 Lyman Henry 37S 22E 0.100 IDS 200
75 Uta Mountain Ute 23 38S 22E 0.535
76 UteMountainUte 23 38S 22E 0.1606 1515
Notes
Domestic 0-Industrial RING Range
Irrigation SEC Section CFS Cubic Feet Per Second
Stockwatering TWP Township
Page 1-36
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
The well yield from wells completed in the Burro Canyon formation within the White Mesa site is
generally lower than that obtained from wells in this formation upgradient of the site For the most
part the documented pumping rates from on-site wells completed in the Burro Canyon formation
are less than 0.5 gpm Even at this low rate the on-site wells completed in the Burro Canyon
formation are typically pumped dry within couple of hours
This low productivity suggests that the White Mesa Uranium Mill is located over peripheral fringe
of perched water with saturated thickness in the perched zone discontinuous and generally
decreasing beneath the site and with conductivity of the formation being very low These
observations have been verified by studies performed for the U.S Department of Energys disposal
site at Slick Rock which noted that the Dakota Sandstone Burro Canyon formation and upper
claystone of the Brushy Basin Member are not considered aquifers due to the low permeability
discontinuous nature and limited thickness of these units U.S DOE 1993
1.5.3.1 Hydrostratigraphy
The site stratigraphy is described above in Section 1.5.2.1 The detailed site stratigraphic colunm
with descriptions of each geologic unit is provided on Figure 1.5-2 The following discussion
adapted from the Hydrogeologic Evaluation focuses on those geologic units at or in the vicinity of
the site which have or may have groundwater present
The presence of groundwater within and in proximity to the site has been documented in three strata
the Dakota Sandstone the Burro Canyon formation and the Entrada/Navajo Sandstone The Burro
Canyon formation hosts perched groundwater over the Brushy Basin Member of the Morrison
formation at the site
H\USERS\WMRCPLN\SECTOI .RPT\May 1999
Page 1-37
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
The Entrada/Navajo Sandstones form one of the most permeable aquifers in the region This aquifer
is separated from the Burro Canyon formation by the Morrison formation and Summerville
formation Water in this aquifer is under artesian pressure and is used by the sites operator for
industrial needs and consumption The artesian conditions present in this aquifer are discussed in
Section 1.5.6.4
Geologic cross sections which illustrate the stratigraphic position of the Entrada/Navajo Sandstone
aquifer and intervening strata are shown on Figures 1.5.3-1 1.5.3-2 and 1.5.3-3 from
Hydrogeologic Evaluation Figures 2.1 2.2 and 2.3 respectively The summary of the borehole
information supporting the sites stratigraphy description ofthe drilling information and boring logs
are presented in Appendix ofthe Hydrogeologic Evaluation With the exception of six deep water
supply wells installed at various locations around the site and completed in EntradalNavajo
Sandstone all ofthe boring data are from wells drilled through the Dakota/Burro Canyon Sandstones
and terminated in the Brushy Basin Member The drilling and logging data indicate that the physical
characteristics ofthe bedrock vary considerably both vertically and laterally The following sections
discuss the relevance of those strata and their physical characteristics to the sites hydrogeology
Dakota Sandstone
The Dakota Sandstone is low-to moderately-permeable formation that produces acceptable quality
water at low production rates Water from this formation is typically used for stock water and/or
irrigation
The Dakota Sandstone is the uppermost stratum in which the tailings disposal cells are sited At the
ground surface the Dakota Sandstone is overlain by veneer of reddish-brown clayey or sandy silts
H\USERS\WMRCPLN\SECTOI.RPT\May 1999
Page 1-38
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
with thickness of up to 10 feet and extends to depths of 43 to 66 feet below the surface
DAppolonia 1982 The Dakota Sandstone at this site is typically composed of moderately hard
to hard sandstones with random discontinuous shale claystone and siltstone layers The sandstones
are moderately cemented upper part of formation to well cemented with kaolinitic clays The
claystones and siltstones are typically to feet thick although boring WMMW-19 encountered
siltstone layer having thickness of feet at 33 to 41 feet below the ground surface
Porosity of the Dakota Sandstone is predominately intergranular Laboratory tests performed see
Table 1.5.3.1-1 from Hydrogeologic Evaluation Table 2.1 show the total porosity of the sandstone
varies from 13.4 to 26.0 percent with an average value of 19.9 percent The formation is very dry
to dry with volumetric water contents varying from 0.6 to 7.1 percent with an average value of 3.0
percent Saturation values for the Dakota Sandstone vary from 3.7 to 27.2 percent The hydraulic
conductivity values as determined from packer tests range from 12E-04 centimeters per second
cmlsec to 2.71E-06 cm/sec with geometric mean of 3.89E-05 cm/sec Dames Moore 1978
Umetco 1992 sunmmry of hydraulic properties of the Dakota Sandstone is presented in Table
1.5.3.1-2 Hydrogeologic Evaluation Table 2.2
H\USERS\WMRCPLN\SECT0IRPT\May 1999
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Table 1.5.3.1-2
Summary of Hydraulic Properties
White Mesa Mill
Boring/Well Interval Document
Hydraulic
Couductivity
Hydraulic
Conductivity
Location est Type ft ft Referenced ft./yr cm./sec
Soils
Laboratory Test DM .2E0 .2E-05
Laboratory Test 4.5 DM 1.OE01 1.OE-05
10 Laboratory Test DM l.2E01 1.2E-05
12 Laboratory Test DM 1.4E02 1.4E-04
16 Laboratory Test 4.5 DM 2.2E0l 2.1E-05
17 Laboratory Test 4.5 DM 9.3E01 9.OE-05
19 Laboratory Test DM 7.OE01 6.8E-05
22 Laboratory Test DM 3.9E00 3.8E-06
Geometric 2.45E01 2.37E-05
Mean
Dakota
Sandstone
No Injection Test 28-33 DM 5.68E02 5.49E-04
No Injection Test 33-42.5 DM 2.80E00 2.71E-06
No 12 Injection Test 16-22.5 DM 5.1OE00 4.93E-06
No 12 Injection Test 22.5-37.5 DM 7.92E01 7.66E-05
No 19 Injection Test 26-37.5 DM 7.OOE00 6.77E-06
No 19 Injection Test 37.5-52.5 DM 9.44E02 9.12E-04
Geometric 4.03E01 3.89E-05
Mean
Burro Canyon
Formation
No Injection Test 42.5-52.5 DM 5.80E00 5.61E-06
No Injection Test 52.5-63 DM 1.62E01 1.57E-05
No Injection Test 63-72.5 DM 5.30E00 5.13E-06
No Injection Test 72.5-92.5 DM 3.20E00 3.09E-06
Table 1.5.3.1-2
Summary of Hydraulic Properties
White Mesa Mill
continued
Hydraulic Hydraulic
Boring/Well Interval Document Conductivity Conductivity
Location Test Type ft ft Referenced ft./yr cm./sec
No Injection Test 92.5-107.5 DM 4.90E00 4.74E-06
No Injection Test 122.5-142 DM 6.OOE01 5.80E-07
No Injection Test 27.5 -42.5 DM 2.70E00 2.61E-06
No Injection Test 42.5-59 DM 2.OOE00 .93B-06
No Injection Test 59-82.5 DM 7.OOB01 6.77E-07
No Injection Test 82.5-107.5 DM 1.1OE00 1.06B-06
No Injection Test 107.5-132 DM 3.OOE01 2.90B-07
No 12 Injection Test 37.5-57.5 DM 9.O1B01 8.70B-07
No 12 Injection Test 57.5-82.5 DM 1.40B00 1.35E-06
No 12 Injection Test 82.5-102.5 DM LO7E01 1S3B-05
No 28 Injection Test 76-87.5 DM 4.30E00 4.16E-06
No.28 Injection Test 87.5-107.5 DM 3.OOB01 2.90E-07
No 28 Injection Test 107.5-132.5 DM 2.OOB01 1.93E-07
Ws4MW1 Recovery 92-112 Peel 3.OOE00 2.90B-06
WMMW3 Recovery 67-87 Peel 2.97E00 2.87E-06
WMMW5 Recovery 95.5-133.5 H-E 1.31B01 1.27E-05
WMMW5 Recovery 95.5-133.5 Peel 2.1OE01 2.03B-05
WIMMW11 Recovery 90.7-130.4 H-B 1.23B03 1.19E-03
WIVIMW11 Single well drawdown 90.7-130.4 Peel 1.63B03 1.58B-03
WMMW12 Recovery 84-124 H-B 6.84BOl 6.61B-05
WMMW12 Recovery 84-124 Peel 6.84B01 6.61B-05
WMMW14 Single well drawdown 90-120 H-B 1.21B03 1.16B-03
WMMW14 Single well drawdown 90-120 H-B 4.02B02 3.88B-04
WIVIMW15 Single well drawdown 99-129 H-B 3.65B0l 3.53B-05
WMMW15 Recovery 99-129 Peel 2.58B01 2.49B-05
WMMW16 Injection Test 28.5-31.5 Peel 9.42B02 9.1OB-04
WMMW16 Injection Test 45.5-51.5 Peel 5.28B01 5.1OB-05
Table 1.5.3.1-2
Summary of Hydraulic Properties
White Mesa Mill
continued
Hydraulic Hydraulic
Boring/Well Interval Document Conductivity Conductivity
Location Test Type ft ft Referenced ftiyr cmisec
WIVIMWI6 Injection Test 65.5-71.5 Peel 8.07E01 7.80E-05
WIvIMW16 Injection Test 85.5-91.5 Peel 3.OOE0l 2.90E-05
WMMW17 Injection Test 45-50 Peel 3.1OE00 3.OOE-06
WIVIMW17 Injection Test 90-95 Peel 3.62E00 3.50E-06
WMMW17 Injection Test 100-105 Peel 5.69E00 5.SOE.06
WMMW18 Injection Test 27-32 Peel l.14E02 1.lOE-04
WMMW18 Injection Test 85-90 Peel 2.69E01 2.60E-05
WrvIMW18 Injection Test 120-125 Peel 4.66E00 4.50E-06
WMMW19 Injection Test 55-60 Peel 8.69E00 8.40E-06
WMMW19 Injection Test 95-100 Peel 45E00 .40E-06
Geometric 1.05E01 1.O1E-05
Mean
Entrada/Navajo
Sandstones
WW-1 Recovery DAppolonia 3.80E02 3.67E-04
WW-1 Multi-well drawdown DAppolonia 4.66E02 4.50E-04
WW-123 Multi-well drawdown DAppolonia 4.24E02 4.1 OE-04
Geometric 4.22E02 4.08E-04
Mean
Notes DM Dames Moore Environmental Report White Mesa Uranium Project January 1978
Peel Peel Environmental Services UIvIETCO Minerals Corp Ground Water Study White Mesa Facility June 1994
H-E Hydro-Engineering Ground-Water Hydrology at the White Mesa Tailings Facility July 1991
DAppolonia Assessment of the Water Supply System White Mesa Project Feb 1981
Early test data
Late test data
Test data reanalyzed by TEC
Adapted from Table 2.2 Hydrogeologic Evaluation
Page 1-43
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Burro Canyon Sandstone
Directly below the Dakota Sandstone the borings encountered sandstones and random discontinuous
shale layers of the Burro Canyon formation to depths of 91 to 141 feet below the site The
importance of this stratum to the sites hydrogeology is that it hosts perched water beneath the site
Beneath the Burro Canyon formation the Brushy Basin Member is composed of variegated
bentonitic mudstone and siltstone its permeability is lower than the overlying Burro Canyon
formation and prevents downward percolation of groundwater Haynes et al 1972 Observed
plasticity of claystones Umetco 1992 forming the Brushy Basin Member indicates low potential
for open fractures which could increase permeability Section 1.5.3.2 contains summary of
drilling program carried out in response to agency requests to obtain additional hydrogeologic data
Previous investigators have seldom made distinction between the Dakota and Burro Canyon
Sandstones However examination of borehole cuttings cores and geophysical logging methods
has allowed separation of the two formations Although similarto the Dakota the Burro Canyon
formation varies from very fine-to coarse-grained sandstone The sand grains are generally poorly
sorted The coarse-grained layers also tend to be conglomeratic The grains are cemented with both
silica and kaolin but silica-cemented sandstones are dominant The formation becomes argillaceous
near the contact with the Brushy Basin Member
The saturated thickness in the Burro Canyon formation varies across the project area from 55 feet
in the northern section to less than feet in the southern area Some wells are dry which suggests
that the zone of saturation is not continuous Saturation ceases or is marginal along the western and
southern section of the project The extent toward the east is not defined but its maximum extent
is certainly not beyond the walls of Westwater Creek and Corral Canyons where the Burro Canyon
H\USERS\WMRCPLN\SECTOI RPT\May 1999
Page 1-44
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
formation crops out Perched groundwater elevations and saturated thickness of this formation are
shown on Figures 1.5.3.1-4 and 1.5.3.1-5 respectively from Hydrogeologic Evaluation Figures 2.4
and 2.5
Hydraulic properties of this stratum have been determined from 12 single well-pumping/recovery
tests and from 30 packer tests summary of the hydraulic properties is given in Table 1.5.3.1-2
Hydrogeologic Evaluation Table 2.2 These tests indicate the hydraulic conductivity geometric
mean to be .OE-05 cm/sec The physical properties of the Burro Canyon Sandstone are summarized
in Table 1.5.3.1-1 Based on the core samples tested the sandstones ofthe Burro Canyon formation
vary in total porosity from 1.7 to 27.6 percent the average being 16.0 percent Volumetric water
content in these sandstones ranges from 0.1 to 7.1 percent averaging 2.2 percent with the fine
grained materials having the higher moisture content Porosities in the claystone layers vary from
16.4 to 29.1 percent with saturation values ranging from 33.8 to 77.2 percent
H\USERS\WMtCPLN\SECTO1RPTMay 1999
DAMES AND MOORE 1978 BORINGS
WATER SUPPLY WELLS DAPPOLONIA 1981
EXS1ING MONITORING WELLS
EXISTING WAlER SUPPLY WELLS
STOCK WELLS
Vtite Aeso Hill
Site Plan Mop shov.ing
Moriitor V4ell and orings
SCAL2_n_
2000 2000 4000 Feet
FIUSE L5S.t-l
Page 1-46
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Brushy Basin Member
The Brushy Basin Member of the Morrison formation is the first aquitard isolating perched water
in the Burro Canyon formation from the productive Entrada/Navajo Sandstones The Brushy Basin
Member in contrast to the overlying Dakota Sandstone is composed of bentonitic mudstone and
claystone Limited site-specific hydraulic property data are available forthe Brushy Basin Member
The thickness of the Brushy Basin Member in this region reportedly varies from 200-450 feet
Dames Moore 1978 This stratum was penetrated by six water supply wells Figure 1.5.3.1
Hydrogeologic Evaluation Figure 2.land Appendix of the Hydrogeologic Evaluation and its
thickness was estimated at 275 feet Borings which terminate in the Brushy Basin Member
encounter moderately plastic dark green to dark reddish-brown mudstones Plastic bentonitic
mudstone is not prone to develop fracturing Hence competency of this strata as an aquitard is very
likely
Entrada/Navajo Aquifer
Within and in proximity to the site the Entrada/Navajo Sandstones are both prolific aquifers Since
site water wells are screened in both aquifers they are from hydrogeologic standpoint treated as
single aquifer The EntradalNavajo Sandstone is the first useable aquifer of significance
documented within the project area This aquifer is present at depths between 1200 and 1800 feet
below the surface and is capable of delivering from 150 to 225 gpm of water per well DAppolonia
1981
H\USERS\WMRCPLN\SECTOIRPDMay 1999
Page 1-47
Revision 2.0
International Uranium USA Corp
White Mesa Mill Reclamation Plan
Water is present under artesian pressure and is documented to rise by about 800 to 900 feet above
the top ofEntrada/Navajo Sandstone contact with the overlying Sunimerville formation The static
water level is about 400 to 500 feet below the surface Figures 1.5.3.1-2 and 1.5.3.1-3 Section
1.5.6.4 provides more detailed discussion regarding the artesian conditions of this formation
The thickness of the strata separating this aquifer from water present in the Burro Canyon formation
is about 1200 feet This confining layer is competent enough to maintain pressure of 900 feet of
water or 390 pounds per square inch psi within the EntradalNavajo Aquifer
The positioning of this aquifer and its hydraulic head versus other strata is shown on Figures 1.5.3.1
and 1.5.3.1-3 In-situ hydraulic pressure of groundwater in the EntradalNavaj Aquifer is strong
evidence of the confining i.e aquitard properties of the overlying sedimentary section Due to
the presence of significant artesian pressure in this aquifer any future hydraulic communication
between perched water in the Burro Canyon formation and the Entrada/Navajo Aquifer is unlikely
1.5.3.2 Data Collected in 1994
This subsection contains summary of 1994 drilling program carried out in response to request
by the Nuclear Regulatory Commission NRC and the Environmental Protection Agency
EPA to further investigate the competence of the Brushy Basin member of the Morrison formation
and to provide additional hydrogeologic data Three vertical and four angle core holes were drilled
H\USEItS\WMRCPLN\SECTOI.RPT\May 1999
FILJS I.5.S.I-2
V4Hite Heso WH
Section AA
5700
4600
4400
5700
5600
MW Al
SHALL
API li Ii.IAVL LI5J INc
Spec IINL LR ACE
5400
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5600
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ALL
5200
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5400
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EN RADA/HAVAJIJ AOL II-ER
5000
5200
It
LU
ii
II 4800
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5000
RECAPTURE
MEMBER
A1CROXLNLA IL
CASED FIlE IC/AL
4400
4800
Li
Li-
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MEMBER
yELL SE.LL
4200
4000
4200
NAVAJO
SANDSTONE
4000
II 05
LI IM
0AJOIA SAAOSI0NE/
BURRO CANTON
rORIaTION
5700
5500
5300
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BASIN
MEMBU4
5100
UAIYiTII
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4900
RECAPTURE
ME IS ER
3PR IIIi
-J
L1J
LI
II
-J
SALT WASH
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4900
SUMMERVILLE
FOR WIT ION
4700
4500
4300
4100
3900
it
II ITYRVAL
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SIDSTONE
-J
700
1500
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SVRSIONE
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MEMBER
4300
IOU
13900
FIUR 153.1S
kNhit.e Me so Mill
Section 6-6
13703
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White Mesa Mill Reclamation Plan
The three vertical holes WMMW-20 WIvIMW-2 and WMMW-22 were drilled downgradient of
the existing monitoring wells Constant head packer tests were conducted over intervals within the
Brushy Basin member to gain information about the horizontal hydraulic conductivity of this unit
Selected cores samples of the Brushy Basin member were analyzed for vertical hydraulic
conductivities The three vertical holes were drilled to sufficient depth to penetrate 20 feet of
Brushy Basin Member Four core holes were drilled along the edge of tailings ponds No and No
The cores were examined to determine if open fractures were present Few fractures were
observed and where noted they were closed and infilled with gypsum Packer tests were conducted
during the drilling of the holes to gain further information about the hydraulic conductivity of the
rocks
Upon completion of drilling all the geotechnical holes were logged using wireline geophysical
methods video camera survey was performed in three of the four core holes The holes were then
plugged and abandoned
Selected cores of the Brushy Basin from all the holes were sent for laboratory measurement of the
vertical permeability The results of these tests are presented in Table 1.5.3.2-1 The hydraulic
conductivities calculated from these tests vary from 7.1OB-06 cmlsec to 8.90E-04 cmlsec in the
Dakota formation from 9.88E-07 cmlsec to 7.70E-04 cm/sec in the Burro Canyon formation and
from 2.30E-07 cm/sec to .91E-06 cm/sec in the Brushy Basin member Three packer tests run
within the Brushy Basin member yielded No Take Due to the low hydraulic conductivities
measurements could not be made with the equipment available The hydraulic conductivities of
these zones can be expected to be lower than the zones in which actual measurements were made
It can therefore be assumed that the hydraulic conductivities of these zones are less than 2.30E-07
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cm/sec Packer tests tend to reflect horizontal hydraulic conductivities which can be expected to be
greater than vertical hydraulic conductivities of the same zone
Slug tests were conducted in wells WMMW-20 and WMMW-22 The test results are shown in
Table 1.5.3.2-1 hydraulic conductivity of 3.14E-06 cm/sec was calculated for WMMW-20 and
9.88E-07 cm/sec essentially .OE-06 cm/sec for WIvIMW-22
Cores from the Brushy Basin were sent to Western Engineers of Grand Junction Colorado for
horizontal and vertical permeability determination The results of these tests are shown on Table
1.5.3.2-2 The vertical hydraulic conductivities of the cores vary from 5.95E-04 to 7.28E-1 cm/sec
The geometric mean of the vertical permeabilities is .23E-08 cm/sec
For the few analyses conducted for horizontal permeabilities the results ranged from .09E-07 to
6.14E-10 cm/sec and the geometric mean of these values was calculated to be 6.72E-09 cm/sec
Packer tests were conducted over zones within the Dakota Burro Canyon and Brushy Basin units
The cores and video surveys of the drill holes showed that the few closed hairline fractures present
in the Burro Canyon and Dakota Formations do not substantially affect the hydraulic conductivity
of the formations
\USERS\WMRCPLMSECTOIRPPMay 1999
TABLE 1.5.3.2-1
Summary of Borehole Tests 1994 Drilling Program
White Mesa Project San Juan County Utah
Hydraulic Hydraulic
Conductivity Conductivity
Well No Interval Type of Test Formation gpd/ft2 cmlsec
WMMW-20 110.5-114.5 Constant Head Brushy Basin 0.005 2.30E-07
87.0-90.0 Slug Burro Canyon 0.0 15 5.29E-06
WMMW-21 109.5-1 17.0 Constant Head Brushy Basin 0.17 8.15E-06
WIVIMW-22 130.0-140.0 Constant Head Brushy Basin -No Take-
76-120 Slug Burro Canyon 0.06 3.14E-06
GH-94-l 34.0-40.0 Constant Head Dakota 0.16 7.1OE-06
40.0-50.0 Constant Head Dakota 1.18 5.60E-05
70.0-80.0 Constant Head Burro Canyon 0.01 9.88E-07
92.0-100 Constant Head Burro Canyon 13.1 6.20E-04
103.0-110.0 Constant Head Burro Canyon 15.84 7.70E-04
130.0-140.0 Constant Head Brushy Basin 3.6 1.70E-04
163.0-165.0 Constant Head Brushy Basin -No Take
GH-94-2A 34.0-40.0 Constant Head Dakota 0.66 3.lOE-05
32.5-40.0 Constant Head Dakota 18.72 8.90E-04
50.0-56.0 Constant Head Dakota 2.30 .1OE-04
60.0-70.0 Constant Head Burro Canyon 1.04 4.90E-05
70.0-80.0 Constant Head Burro Canyon 4.18 2.OOE-04
80.0-90.0 Constant Head Burro Canyon 3.02 .50E-04
138.0-144.0 Constant Head Brushy Basin -No Take
GH-94-3 155.0-161.0 Constant Head Brushy Basin 0.07 3.26E-06
13 8.0-144.0 Constant Head Brushy Basin 0.06 2.70E-06
TABLE 1.5.3.2-2
Results of Laboratory Tests
Vertical
Permeabilities
Well No Interval Tested ft Formation Tested cm/sec
WMMW-20 92.0-92.5 Brushy Basin 7.96E-1
95.4 -96.0 Brushy Basin 2.96E-09
104.0-104.4 Brushy Basin 2.43E-09
105.0-105.5 BrushyBasin 7.28E-ll
109.5-110.0 BrushyBasin 1.02B-09
WIvIMW-21 94.8-95.3 Brushy Basin 5.78E-06
106.5-107.0 Brushy Basin 6.38E-10
114.5-115.0 Brushy Basin 1.46E-07
WIvIMW-22 122.2-122.7 Brushy Basin 1.08E-06
126.3-127.2 Brushy Basin 6.94E-10
133.3-133.7 BrushyBasin 2.11E-09
137.3-137.8 Brushy Basin 5.95E-04
IH-1 163 .0-163 .5 Brushy Basin 1.68E-08
165.0-165.5 Brushy Basin 6.76E-07
GET-2A 161.0-161.5 Brushy Basin 6.73E-09
GH-3 157.0-157.5 Brushy Basin 9.42E-10
GH-4 158.0-158.5 Brushy Basin 2.17E-09
Horizonal
Permeabilities
Well No Interval Tested ft Formation Tested cm/sec
WMMW-20 95.4-96.0 Brushy Basin 1.09E-07
105.0-105.5 Brushy Basin 6.14E-10
WMMW-21 94.8-95.3 Brushy Basin 8.31E-10
WMMW-22 137.3-137.8 Brushy Basin 3.67E-08
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White Mesa Mill Reclamation Plan
1.5.4 Climatological Setting
The climate of southeastern Utah is classified as dry to arid continental The region is generally
typified by warm summer and cold winter temperatures with precipitation averaging less than 11.8
inches annually and evapotranspiration in the range of 61.5 inches annually Dames and Moore
1978
Precipitation in southeastern Utah is characterized by wide variations in seasonal and annual rainfall
and by long periods of no rainfall Short duration summer storms furnish rain in small areas of few
square miles and this is frequently the total rainfall for an entire month within given area The
average annual precipitation in the region ranges from less than inches at Bluff to more than 16
inches on the eastern flank of the Abajo Mountains as recorded at Monticello The mountain peaks
in the Henry La Sal and Abajo Mountains may receive more than 30 inches of precipitation but
these areas are very small in comparison to the vast area of much lower precipitation in the region
1.5.5 Perched Groundwater Characteristics
The perched water in the Burro Canyon formation originates in the areas north of the site as shown
by the direction of groundwater flow from north to south see Figure 1.5.5-1 The thickness of
saturation is greatest in the northern and central sections of the site and reduces toward the south
The configuration of the perched water table and map of saturated thicknesses are provided on
Figures 1.5.5-1 and 1.5.5-2 respectively The topography of the Brushy Basin Member which
defines the bottom of the perched water is shown on Figure 1.5.5-3 Hydrogeologic Evaluation
Figure 2.6
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The groundwater from the Burro Canyon formation discharges into the adjacent canyons Westwater
Creek and Corral Canyon as evidenced by springs and productive vegetation patterns Some part
of the groundwater flow may enter the Brushy Basin Member via relief fractures which occur in
close proximity to the canyons The location of the canyons which bound the White Mesa on the
west east and south are shown on Figure 1.5.3-1
The geometric mean of the hydraulic conductivity of the saturated part of Burro Canyon formation
is .OE-05 cmlsec The water yield per well is very low as documented by nine pumping tests and
is typically below 0.5 gpm In contrast to the very low pumping rates observed in eight wells Well
WMMW-1 produced higher yield on the order of gpm This higher yield may be attributable
to the presence of localized high-permeability material such as lense of coarser material acting as
drainage gallery Localized fracturing could also cause similar effect but few fractures have
been documented during drilling of this or other wells Umetco 1992 Dames Moore 1978
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Tiiffrni
WMMW1
ii 5572.8
ts
ci
/k
//
cy LN.1 1.NoL
54903 1MW11
WMMW3 5508.5
5471.6
lLJRE .5.5-I FerHe GrOL.ri frNoter Levels-m5565.5 .__-
Is
itIc/0
.1
VMW-1
5491.0
-5550 CONTOUR IN FEET ASOVE
MEAN SEA LEVEL
GROUND I4ATER FLOVI PIRECTtON
MW-19
5570.0 EXISTING MONITORING NELL
SCALE
2000 2000 4000 FEET
Ii
I/
if
sIlLj
Pt
41
it
45 451
40
35
30
2oC
a-
2000 4000 FEET
FIUR Sctrctc Thickness off Perched frNoter
PROPERTY
BOUNDARY
I/j
If
.....
._......J ft._cT
MW-2 -LW __c
.J\
W-4
Mw1 5MW11
MW16
MW-14Sr/Mwi
MW3
LEGEND
-5 SATURATh THICKNESS INJ FEET
SCALE
t101
i_
.yt
2000
Burro Canyon Formation
Saturated Thickness Fall iqq
1.5.5-2
-5520 cONTOUR IN FEET ASOVE MEAN SEA LEVEL
Elevotion of the top off the Srush9 Sosin
SCALE
2000
FIGURE
PROPERTY0UNOARt
IIIIIIIII liii 11.111 II
Ct
LEEN
2000 4000 FEET
Topography off the Brushy Sosin Fcrmction
Table 1.5.5-1
Monitoring Well and Ground Water Elevation Data
White Mesa Uranium Mill
Water Level Measuring Point
Well Name Date Total Perforations Depth Elevation Above Elevation
Installed Depth Date ft ft.-MSL LDS ft ft.-MSL
WMMW-1 Sep-79 117 92-112 11/19/92 75.45 5572.77 2.0 5648.22
WMMW-2 Sep-79 128.8 85-125 11/19/92 110.06 5503.43 1.8 5613.49
WMMW-3 Sep-79 98 67-87 11/19/92 83.74 5471.58 2.0 5555.32
WIvIMW-4 Sep-79 123.6 92-12 11/19/92 92.42 5530.15 1.6 5622.57
WMMW-5 May-80 136 95.5-133.5 11/19/92 108.32 0.6 5609.33
WMMW-6 May-80 This well was destroyed during construction of Cell
WIvIMW-7 May-80 This well was destroyed during construction of Cell
WMMW-8 May-80 This well was destroyed during construction of Cell
WMMW-11 Oct-82 135 90.7-130.4 11/19/92 102.53 5508.55 2.4 5611.08
WMIVIW-12 Oct-82 130.3 84-124 11/19/92 109.68 5499.77 0.9 5609.45
WMMW-13 Oct-82 118.5 This well was destroyed during construction of Cell 4A
WMMW-14 Sep-89 129.1 90-120 11/19/92 105.34 5491.05 0.0 5596.39
WMMW-15 Sep-89 138 99-129 11/19/92 108.28 5490.34 0.8 5598.62
WMMW-16 Dec-92 91.5 78.5-88.5 7/12/92 Dry 1.5
WMMW-17 Dec-92 110 90-lOO 11/30/92 87.56 1.5
WIVIIVIW-18 Dec-92 148.5 103.5-133.5 11/30/92 92.11 1.5
WMMW-19 Dec-92 149 101-131 10/12/92 85.00 1.5
9-1 May-80 33.5 10-30 3/4/91 Dry 1.8 5622.83
9-2 May-80 62.7 39.7-59.7 3/4/91 Dry 5622.58
10-2 May-80 33.5 11.3-31.3 3/4/91 Dry 5633.58
10-2 May-80 62.2 39.2-59.2 3/4/91 Dry 2.1 5633.39
Notes
Well locations provided on Figure 1.5.3-1
LDS leak detection system
ft.-MSL feet mean sea level
Adapted from Table 2.3 Hydrogeologic Evaluation
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1.5.5.1 Perched Water Quality
Groundwater monitoring of the Burro Canyon formation saturated zone has been conducted at the
White Mesa facility since 1979 Table 1.5.5-1 Hydrogeologic Evaluation Table 2.3 provides list
of wells that have been constructed formonitoring purposes at the facility Figure 1.5.3.1-1 indicates
the locations of these wells The water quality data obtained from these wells are provided both in
tabular and graphical form in Appendix of the Hydrogeologic Evaluation with more recent data
in the Semi-annual Effluent Report for July through December 1995 and the Semi-annual Effluent
Report for January through June 1995 Energy Fuels Nuclear mc
Examination of the spatial distribution and temporal trends or lack thereof in concentrations of
analyzed constituents provides three significant conclusions
The quality of perched water throughout the site shows no discernible pattern in
variation
The water is generally of poor quality high values of chloride sulfate
and totally dissolved solids TDS and
Analytical results show that operations at the White Mesa Uranium Mill have not
impacted the quality of the perched water of the Burro Canyon formation
To arrive these conclusions comparisons of the water chemistries from the various wells were
analyzed in the Hydrogeologic Evaluation by graphical techniques The purpose of the comparisons
was to determine if trends in chloride which would be associated with water from the tailings ponds
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were increasing in the perched water of the Burro Canyon formation The trilinear plot and the Stiff
diagram were used to conduct preliminary evaluation of differences or similarities in water quality
data between wells The following is sunimary of the conclusions drawn in the Hydrogeologic
Evaluation
Temporal and Spatial Variations
The trilinear plots and Stiff diagrams presented in the Hydrogeologic Evaluation Figures 2.7-2.10
show that the water from all wells is of the sulfate anion type The cation definition of the water
type is variable Of the 13 wells analyzed for water chemistry four fall in the calcium-sulfate type
category four fall in the sodium plus potassium-sulfate type two samples classify as the
magnesium-sulfate type Five samples have no dominant cation type However these five samples
tend to classify more closely to the sodium plus potassium-sulfate and calcium-sulfate types
The spatial variability of water quality data within the Burro Canyon formation is illustrated on
Hydrogeologic Evaluation Figures 2.7 through 2.13 and the data Tabled in Appendix of the
Hydrogeologic Evaluation Upgradient Monitoring Wells WIVIMW-WMMW-18 and WMMW
19 varied in sulfate concentrations from 676 to 1736 milligrams per liter mg/I Likewise chloride
concentrations in these wells varied from 12 to 92 mg/l Across the site sulfate and chloride
concentrations vary with no discernible pattern to the variations Details regarding chemistry of the
Burro Canyon formation water can be found in Appendix of the Hydrogeologic Evaluation
Variability of water within the Burro Canyon formation is the result of slow moving to nearly
stagnant groundwater flow beneath the site These conditions are likely leading to dissolution of
minerals from the Brushy Basin Member and the formation of sulfate-dominated waters
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Statistical Analysis
Because of the variable groundwater chemistry in the Burro Canyon formation baseline data
comparison of individual well groundwater chemistries to single background groundwater well is
not an appropriate method of monitoring potential disposal cell leakage or groundwater impacts
Water quality baseline and comparisons to that baseline established on well-by-well basis has been
proposed in the POC as this method will best provide meaningful representation of changes in
groundwater chemistry
Based on review of water quality data gathered from 1979 through 1992 which are presented in
the Hycirogeologic Evaluation and considering the apparent variability of chemical composition of
perched water and the absence of any impact from operations EFN proposes to apply an intra-well
approach for assessing water quality trends This approach described in Appendix the Points of
Compliance POC report Titan 1994 involves determination of background concentrations for
number of selected wells
1.6 GEOLOGY
The following text is copied with minor revisions from the Environmental Report Dames and
Moore 978b ER The text has been duplicated herein for ease of reference and to provide
background information concerning the site geology ER Subsections used in the following text are
shown in parentheses immediately following the subsection titles
The site is near the western margin of the Blanding Basin in southeastern Utah and within the
Monticello uranium-mining district Thousands of feet of multi-colored marine and non-marine
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sedimentary rocks have been uplifted and warped and subsequent erosion has carved spectacular
landscape for which the region is famous Another unique feature of the region is the wide-spread
presence of unusually large accumulations of uranium-bearing minerals
1.6.1 Regional Geology
The following descriptions of regional physiography rock units and structure and tectonics are
reproduced from the ER for ease of reference and as review of regional geology
1.6.1.1 Physiography ER Section 2.4.1.1
The project site is within the Canyon Lands section of the Colorado Plateau physiographic province
To the north this section is distinctly bounded by the Book Cliffs and Grand Mesa of the Uinta
Basin western margins are defined by the tectonically controlled High Plateaus section and the
southern boundary is arbitrarily defined along the San Juan River The eastern boundary is less
distinct where the elevated surface of the Canyon Lands section merges with the Southern Rocky
Mountain province
Canyon Lands has undergone epeirogenic uplift and subsequent major erosion has produced the
regions characteristic angular topography reflected by high plateaus mesas buttes structural
benches and deep canyons incised into flat-laying sedimentary rocks ofpre-Tertiary age Elevations
range from approximately 3000 feet 914 meters in the bottom of the deeper canyons along the
southwestern margins of the section to more than 11000 feet 3353 meters in the topographically
anomalous laccolithic Henry Abajo and La Sal Mountains to the northeast Except for the deeper
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canyons and isolated mountain peaks an average elevation in excess of 500 feet 1524 meters
persists over most of the Canyon Lands section
On more localized regional basis the project site is located near the western edge of the Blanding
Basin sometimes referred to as the Great Sage Plain Eardly 1958 lying east of the north-south
trending Monument Uplift south ofthe Abajo Mountains and adjacent to the northwesterly-trending
Paradox Fold and Fault Belt Figure 1.6-1 Topographically the Abajo Mountains are the most
prominent feature in the region rising more than 4000 feet 1219 meters above the broad gently
rolling surface of the Great Sage Plain
The Great Sage Plain is structural slope capped by the resistant Burro Canyon formation and the
Dakota Sandstone almost horizontal in an east-west direction but descends to the south with
regional slope of about 2000 feet 610 meters over distance of nearly 50 miles 80 kilometers
Though not as deeply or intricately dissected as other parts of the Canyon Lands the plain is cut by
numerous narrow and vertical-walled south-trending valleys 100 to more than 500 feet 30 to 152
meters deep Water from the intermittent streams that drain the plain flow southward to the San
Juan River eventually joining the Colorado River and exiting the Canyon Lands section through the
Grand Canyon
1.6.1.2 Rock Units ER Section 2.4.1.1
The sedimentary rocks exposed in southeastern Utah have an aggregate thickness of about 6000 to
7000 feet 1829 to 2134 meters and range in age from Pennsylvanian to Late Cretaceous Older
unexposed rocks are known mainly from oil well drilling in the Blanding Basin and Monument
Uplift These wells have encountered correlative Cambrian to Permian rock units of markedly
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differing thicknesses but averaging over 5000 feet 1524 meters in total thickness Witkind 1964
Most of the wells drilled in the region have bottomed in the Pennsylvanian Paradox Member of the
Hermosa formation generalized stratigraphic section of rock units ranging in age from Cambrian
through Jurassic and Triassic as determined from oil-well logs is shown in Table 1.6-1
Descriptions of the younger rocks Jurassic through Cretaceous are based on field mapping by
various investigators and are shown in Table 1.6-2
Paleozoic rocks of Cambrian Devonian and Mississippian ages are not exposed in the southeastern
Utah region Most of the geologic knowledge regarding these rocks was learned from the deeper oil
wells drilled in the region and from exposures in the Grand Canyon to the southwest and in the
Uinta and Wasatch Mountains to the north few patches of Devonian rocks are exposed in the San
Juan Mountains in southwestern Colorado These Paleozoic rocks are the result of periodic
transgressions and regressions of epicontinental seas and their lithologies reflect variety of
depositional environments
In general the coarse-grained feldspathic rocks overlying the Precambrian basement rocks grade
upward into shales limestones and dolomites that dominate the upper part of the Cambrian
Devonian and Mississippian dolomites limestones and interbedded shales unconformably overlay
the Cambrian strata The complete absence of Ordovician and Silurian rocks in the Grand Canyon
Uinta Mountains southwest Utah region and adjacent portions of Colorado New Mexico and
Arizona indicate that the region was probably epeirogenically positive during these times
The oldest stratigraphic unit that crops out in the region is the Hermos formation of Middle and Late
Pennsylvanian age Only the uppermost strata ofthis formation are exposed the best exposure being
in the canyon of the San Juan River at the Goosenecks where the river traverses the crest of the
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Monument uplift Other exposures are in the breached centers of the Lisbon Valley Moab and
Castle Valley anticlines The Paradox Member of the Hermosa formation is sandwiched between
relatively thin lower unnamed member consisting of dark-gray shale siltstone dolomite anhydrite
and limestone and an upper unnamed member of similar lithology but having much greater
thickness Composition of the Paradox Member is dominantly thick sequence of interbedded slate
halite anhydrite gypsum and black shale Surface exposures of the Paradox in the Moab and
Castle Valley anticlines are limited to contorted residues of gypsum and black shale
Conformably overlying the Hermosa is the Pennsylvanian and Permian Rico formation
composed of interbedded reddish-brown arkosic sandstone and gray marine limestone The Rico
represents transition zone between the predominantly marine Hermosa and the overlying
continental Cutler formation of Permian age
Two members of the Cutler probably underlying the region south of Blanding are in ascending
order the Cedar Mesa Sandstone and the Organ Rock Tongue The Cedar Mesa is white to pale
reddish-brown massive cross-bedded fine-to medium-grained eolian sandstone An irregular
fluvial sequence of reddish-brown fine-grained sandstones shaly siltstones and sandy shales
comprise the Organ Rock Tongue
The Moenkopi formation of Middle and Lower Triassic age unconformably overlies the Cutler
strata It is composed of thin evenly-bedded reddish to chocolate-brown ripple-marked cross
laminated siltstone and sandy shales with irregular beds of massive medium-grained sandstone
thick sequence of complex continental sediments known as the Chinle formation unconformably
overlies the Moenkopi For the purpose of making lithology correlations in oil wells this formation
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is divided into three units The basal Shinarump Member the Moss Back Member and an upper
undivided thick sequence of variegated reddish-brown reddish-to greenish-gray yellowish-brown
to light-brown bentonitic claystones mudstones sandy siltstone fine-grained sandstone and
limestones The basal Shinarump is dominantly yellowish-grey fine-to coarse-grained sandstone
conglomeratic sandstone and conglomerate characteristically filling ancient stream channel scours
eroded into the Moenkopi surface Numerous uranium deposits have been located in this member
in the White Canyon mining district to the west of Comb Ridge The Moss Back is typically
composed of yellowish-to greenish-grey fine-to medium-grained sandstone conglomeratic
sandstone and conglomerate It commonly comprises the basal unit of the Chinle where the
Shinarump was not deposited and in like manner fills ancient stream channels scoured into the
underlying unit
H\USERS\WMRCPLN\SECTOI .RPT\May 1999
i-i
FIGURE ItJ
F4ONOCLIME SHO1N6 TRC OI AXISMOPIRfCTIOHOFPIP
ANTIGLIHE SIOVIIN TRACE OF AXIS
AMP OlEGTlON OF PLUNSE
Tectonic Iriclec Mop
UINtA SAtIN
fARAt7OX
SOUNARY
It
LA SM Ls
.4
10
I-I
-t
MONTIC.SL
0-
rJ
ARIZONA
GQRTSZ
-L
SOLW4Pft4Y OF ltC.TONIC PIVISIOM
STNCLINE SHOYIINS TRACE OF AXIS
AMP PIRECTIOM OF PLUNSE
3ES.ERAL.ZE n.CGRAPHC SECCN OF 3LBSLJRFCE FOCKS BASED ON OILWE_0C3
After Stokes 1954 Wiind 1964 I-luff and Lesure 1965 Joanson and Thortarson 1966
Moss Back Member
Shinarump Member
Cutler Formation
Organ Rock Member
Ceder Mesa
Sandstone Minter
Rico Formation
Ilermosa Formation
Minter
Parades Mambai
Member
Inn WaWa
Zllbsrt Formation
Rsddiah-brown sandy mudetons
Rsddlsh-trwi massive ft to msdlum-grainsd
Red and gray calcarsous sandy shals gray
Snestons and sandstone
1000-1200 Gray massive Snsstons some shale and
MallS anhydrlto gypsum ahale and ailtotons
Umestons adbtont and shale
While to tan sucrose to ayaSfris Snsstons
Light gray and thu-bedded naaton and
200 Gray and bme dotom and Suaatons Mt
beds gmen aSS and sandstone
Gray and Wnsstons and dolom4t
sandstone and flosa
Age
Jurassic and
Tnassic
Tnassic
Stratigraphic
Unit
Glen Canyon Group
Navajo Sandstone
Kayenta Formation
Desatbon
Thassic Wingato Sandstone
Chinle Formation
Undivided
Thsclcness
ft
300-400 Buff to light gray massive cross-bedded friable
sandstone
100-150 Reddish-brown sandstone and mudstone and
occasional conglomerato lenses
250 350 Reddish-brown massive cross-bedded
fine-grimed sandstone
600-700 Variegaled claystone with some thin beds of
siltstone and Snestone
0-100 Light colorad conglomeratic sandstone and
conglomsflto
0-20 YellowIsh-gray fine to coarse-gralned sandstone
conglomeratic sandstone and conglomerato
Reddhsh-Thn mudstone and fine-grated
Unconformity
Moenkopi Formation 50-100
Unconformity
0-600
1100-1400
450
Middle and
Lower Tnasaic
Pemiian
Pennsyfvanian
and Permian
Pennsylvanian
Cambdan
1200
200
Unconfoimity
500
100
OphW Formation and
Tmtic Quartile
Unconformity
600
To convert feet to meters mulfly by 0.3043 Average tidiness range is not shown
GENER.ALzE SRAGR.APHC 3ECN CF EXPCSEC qCCKS c-a iCNc
After i-lyss at al 19C Wtond 1964 i-4i and Lasura 1965
25 Sit sand and grrtel royce and team
vail.
Slops wash ..-t-l
Colluvium and Talus 0-15 from cobbles and boulders to massive blocks
_____________fallen from cliffs and oi.4crops ci resistant rock
Reddish-brown to light-brown
IweSsottad sit to medium-gained sand
peitally csmsntad with caliche in some area
___________r.wcdcsdperUybywater
____.Intaitmtv ________________________
Grey to dark-gray ftsads thin-bedded manna
urn shale Meailhteroua sandy limestone in
Upper Lighi ysllowiah-brown to Mght gray-brown
Cteacaous thick bedded to cites-bedded sandstone
conglomertc sandstone miarbedded tha
leitculer gray carbonaceous cisystone and
impure coel local coins basal conglomern
--Uncordonnity ______________
Light-grey and 1gM-brown massive and
croea-beddsd conglomerstic aidatone and
Igatbadded green and gray-green mudsion
locally contains thin discortiuous beds of
sllldilled .andstona and restore ns tap
Uncurnny
Varisgeted gray pale-green reddIsh-brown
and purpls bailonlbc mudatons and sdtstone
1ushy Basin Member 200-450
_____comalomerats lenses
Inteitaddad yellowlab-and greenish-gray to
Weetweter Canyon pinldeh-gsy line-to cotne-grained sekce.c
Member sandstone and greenish-gay to reddish-brown
sandy Ste and mitone
ERA SYSTEM SERIES STRAT1GRAPHIC ThICKNESS
Age UNIT ft
QUATERNARY
Alluvium
UThOLOGY
Nolocane
to
Pleistocene
Mancoe SPed
Dsk SaSns 30-75
Burro Canyon FormatIon 50-150
CRETACEOUS
Jurassic
0-250
as
Jurassic
ecaptxe Member 0-200
Iritatbadded reddeh-gray to lIght brown line-to
medksn-gained aandutona and reddish-gray
ally and sandy cleystone
SM Wash Member 0-350
liaitaddsd yellowish-brown to
reddish-brown lAw-gained to conglomerltlc
sandstones and and reddish-grey
mudsone
-Uncornnly
BItS Sandstone 0-150
White to gflh-brown massive
crass-bedded in.-to medlum-grained eolisn
aone
FormatIon
SrmerwSe
25-125 muddy sandstone and sandy shale
mn-bedded ripple-marked reddIsh-brown
Erflda 150-
ReddIsh-brown to grayish-white massive
cross-bedded Sn-to medium-gained
andstone
Cannel Formabon
Irregukety bedded reddlsh-brOwl muddy
20-too sandstone and sandy mudstone with local thin
beds of brown to gay restone and reddish
to greenish-gay shale
To convert MS to meters mulbply Met by 0.3048
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In the Blanding Basin the Glen Canyon Group consists of three formations which are in ascending
order the Wingate Sandstone the Kayenta and the Navajo Sandstone All are conformable and their
contacts are gradational Commonly cropping out in sheer cliffs the Late Triassic Wingate
Sandstone is typically composed ofbuff to reddish-brown massive cross-bedded well-sorted fine
grained quartzose sandstone of eolian origin Late Triassic Kayenta is fluvial in origin and
consists of reddish-brown irregularly to cross-bedded sandstone shaly sandstone and locally thin
beds of limestone and conglomerate Light yellowish-brown to light-gray and white massive cross-
bedded friable fine-to medium-grained quartzose sandstone typifies the predominantly eolian
Jurassic and Triassic Navajo Sandstone
Four formations of the Middle to Late Jurassic San Rafael Group unconformably overly the Navajo
Sandstone These strata are composed of alternating marine and non-marine sandstones shales and
mudstones In ascending order the formations are the Cannel formation Entrada Sandstone
Summerville formation and Bluff Sandstone The Cannel usually crops out as bench between the
Navajo and Entrada Sandstones Typically reddish-brown muddy sandstone and sandy mudstone
the Cannel locally contains thin beds of brown to gray limestone and reddish-to greenish-gray shale
Predominantly eolian in origin the Entrada is massive cross-bedded fine-to medium-grained
sandstone ranging in color from reddish-brown to grayish-white that crops out in cliffs or hummocky
slopes The Summerville is composed of regular thin-bedded ripple-marked reddish-brown muddy
sandstone and sandy shale of marine origin and forms steep to gentle slopes above the Entrada
Cliff-forming Bluff Sandstone is present only in the southern part ofthe Monticello district thinning
northward and pinching out near Blanding It is white to grayish-brown massive cross-bedded
eolian sandstone
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In the southeastern Utah region the Late Jurassic Morrison formation has been divided in ascending
order into the Salt Wash Recapture Westwater Canyon and Brushy Basin Members In general
these strata are dominantly fluvial in origin but do contain lacustrine sediments Both the Salt Wash
and Recapture consist of alternating mudstone and sandstone the Westwater Canyon is chiefly
sandstone with some sandy mudstone and claystone lenses and the heterogenous Brushy Basin
consists of variegated bentonitic mudstone and siltstone containing scattered thin limestone
sandstone and conglomerate lenses As strata of the Morrison formation are the oldest rocks
exposed in the project area vicinity and are one of the two principal uranium-bearing formations in
southeast Utah the Morrison as well as younger rocks are described in more detail in Section
1.6.2.2
The Early Cretaceous Burro Canyon formation rests unconformably on the underlying Brushy
Basin Member of the Morrison formation Most of the Burro Canyon consists of light-colored
massive cross-bedded fluvial conglomerate conglomerate sandstone and sandstone Most of the
conglomerates are near the base Thin even-bedded light-green mudstones are included in the
formation and light-grey thin-bedded limestones are sometimes locally interbedded with the
mudstones near the top of the formation
Overlying the Burro Canyon is the Dakota Sandstone of Upper Cretaceous age Typical Dakota is
dominantly yellowish-brown to light-gray thick-bedded quartzitic sandstone and conglomeratic
sandstone with subordinate thin lenticular beds of mudstone gray carbonaceous shale and locally
thin seams of impure coal The contact with the underlying Burro Canyon is unconformable whereas
the contact with the overlying Mancos Shale is gradational from the light-colored sandstones to dark
grey to black shaly siltstone and shale
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Upper Cretaceous Mancos Shale is exposed in the region surrounding the project vicinity but not
within it Where exposed and weathered the shale is light-gray or yellowish-gray but is dark to
olive-gray where fresh Bedding is thin and well developed much of it is laminated
Quaternary alluvium within the project vicinity is of three types alluvial silt sand and gravels
deposited in the stream channels colluvium deposits of slope wash talus rock rubble and large
displaced blocks on slopes below cliff faces and outcrops of resistant rock and alluvial and
windblown deposits of silt and sand partially reworked by water on benches and broad upland
surfaces
1.6.1.3 Structure and Tectonics ER Section 2.4.1.3
According to Shoemaker 1954 and 1956 structural features within the Canyon Lands of
southeastern Utah may be classified into three main categories on the basis of origin or mechanism
of the stress that created the structure These three categories are structures related to large-
scale regional uplifting or downwarping epeirogenic deformation directly related to movements
in the basement complex Monument Uplift and the Blanding Basin structures resulting from
the plastic deformation of thick sequences of evaporite deposits salt plugs and salt anticlines where
the structural expression at the surface is not reflected in the basement complex Paradox Fold and
Fault Belt and structures that are formed in direct response to stresses induced by magmatic
intrusion including local laccolithic domes dikes and stocks Abajo Mountains
Each of the basins and uplifts within the project area region is an asymmetric fold usually separated
by steeply dipping sinuous monocline Dips of the sedimentary beds in the basins and uplifts
rarely exceed few degrees except along the monocline Shoemaker 1956 where in some
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instances the beds are nearly vertical Along the Comb Ridge monocline the boundary between the
Monument Uplift and the Blanding Basin approximately eight miles 12.9 kilometers west of the
project area dips in the Upper Triassic Wingate sandstone and in the Chinle formation are more than
40 degrees to the east
Structures in the crystalline basement complex in the central Colorado Plateau are relatively
unknown but where monoclines can be followed in Precambrian rocks they pass into steeply dipping
faults It is probable that the large monoclines in the Canyon Lands section are related to flexure of
the layered sedimentary rocks under tangential compression over nearly vertical normal or high-
angle reverse faults in the morerigid Precambrian basement rocks Kelley 1955 Shoemaker 1956
Johnson and Thordarson 1966
The Monument Uplift is north-trending elongated upwarped structure approximately 90 miles
145 kilometers long and nearly 35 miles 56 kilometers wide Structural relief is about 3000 feet
914 meters Kelley 1955 Its broad crest is slightly convex to the east where the Comb Ridge
monocline defines the eastern boundary The uniform and gently descending western flank of the
uplift crosses the White Canyon slope and merges into the Henry Basin Figure 1.6-1
East of the Monument Uplift the relatively equidimensional Blanding Basin merges almost
imperceptibly with the Paradox Fold and Fault Belt to the north the Four Corners Platform to the
southeast and the Defiance Uplift to the south The basin is shallow feature with approximately
700 feet 213 meters of structural relief as estimated on top of the Upper Triassic Chinle formation
by Kelley 1955 and is roughly 40 to 50 miles 64 to 80 kilometers across Gentle folds within
the basin trend westerly to northwesterly in contrast to the distinct northerly orientation of the
Monument Uplift
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Situated to the north of the Monument Uplift and Blanding Basin is the most unique structural
feature of the Canyon Lands section the Paradox Fold and Fault Belt This tectonic unit is
dominated by northwest trending anticlinal folds and associated normal faults covering an area about
150 miles 241 kilometers long and 65 miles 104 kilometers wide These anticlinal structures are
associated with salt flowage from the Pennsylvanian Paradox Member of the Hermosa formation and
some show piercement of the overlying younger sedimentary beds by plug-like salt intrusions
Johnson and Thordarson 1966 Prominent valleys have been eroded along the crests of the
anticlines where salt piercements have occurred or collapses of the central parts have resulted in
intricate systems of step-faults and grabens along the anticlinal crests and flanks
The Abajo Mountains are located approximately 20 miles 32 kilometers north of the project area
on the more-or-less arbitrary border of the Blanding Basin and the Paradox Fold and Fault Belt
Figure 1.6-1 These mountains are laccolithic domes that have been intruded into and through the
sedimentary rocks by several stocks Witkind 1964 At least 31 laccoliths have been identified
The youngest sedimentary rocks that have been intruded are those of Mancos Shale of Late
Cretaceous age Based on this and other vague and inconclusive evidence Witkind 1964 has
assigned the age of these intrusions to the Late Cretaceous or early Eocene
Nearly all known faults in the region of the project area are high-angle normal faults with
displacements on the order of 300 feet 91 meters or less Johnson and Thordarson 1966 The
largest known faults within 40-mile 64 kilometer radius around Blanding are associated with the
Shay graben on the north side of the Abajo Mountains and the Verdure graben on the south side
Respectively these faults trend northeasterly and easterly and can be traced for approximate
distances ranging from 21 to 34 miles 34 to 55 kilometers according to Witkind 1964 Maximum
displacements reported by Witkind on any of the faults is 320 feet 98 meters Because of the
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extensions of Shay and Verdure fault systems beyond the Abajo Mountains and other geologic
evidence the age of these faults is Late Cretaceous or post-Cretaceous and antedate the laccolithic
intrusions Witkind 1964
prominent group of faults is associated with the salt anticlines in the Paradox Fold and Fault Belt
These faults trend northwesterly parallel to the anticlines and are related to the salt emplacement
Quite likely these faults are relief features due to salt intrusion or salt removal by solution
Thompson 1967 Two faults in this region the Lisbon Valley fault associated with the Lisbon
Valley salt anticline and the Moab fault at the southeast end of the Moab anticline have maximum
vertical displacements of at least 5000 feet 1524 meters and 2000 feet 609 meters respectively
and are probably associated with breaks in the Precambrian basement crystalline complex It is
possible that zones of weakness in the basement rocks represented by faults of this magnitude may
be responsible for the beginning of salt flowage in the salt anticlines and subsequent solution and
removal of the salt by groundwater caused collapse within the salt anticlines resulting in the
formation of grabens and local complex block faults Johnson and Thordarson 1966
The longest faults in the Colorado Plateau are located some 155 to 210 miles 249 to 338 kilometers
west of the project area along the western margin of the High Plateau section These faults have
north to northeast echelon trend are nearly vertical and downthrown on the west in most places
Major faults included in this group are the HurricanToroweap-Sevier Paunsaugunt and Paradise
faults The longest fault the Toroweap-Sevier can be traced for about 240 miles 386 kilometers
and may have as much as 3000 feet 914 meters of displacement Kelley 1955
From the later part of the Precambrian until the middle Paleozoic the Colorado Plateau was
relatively stable tectonic unit undergoing gentle epeirogenic uplifting and downwarping during
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which seas transgressed and regressed depositing and then partially removing layers of sedimentary
materials This period of stability was interrupted by northeast-southwest tangential compression
that began sometime during late Mississippian or early Pennsylvanian and continued intermittently
into the Triassic Buckling along the northeast margins of the shelf produced northwest-trending
uplifts the most prominent ofwhich are the Uncompahgre and San Juan Uplifts sometimes referred
to as the Ancestral Rocky Mountains Clearly these positive features are the earliest marked
tectonic controls that may have guided many of the later Laramide structures Kelley 1955
Subsidence of the area southwest ofthe Uncompahgre Uplift throughout most of the Pennsylvanian
led to the filling of the newly formed basin with an extremely thick sequence of evaporites and
associated interbeds which comprise the Paradox Member of the Hermosa formation Kelley 1956
Following Paradox deposition continental and marine sediments buried the evaporite sequence as
epeirogenic movements shifted shallow seas across the region during
the Jurassic Triassic and much
of the Cretaceous The area underlain by the Paradox Member in eastern Utah and western Colorado
is commonly referred to as the Paradox Basin Figure 1.6-1 Renewed compression during the
Permian initiated the salt anticlines and piercements and salt flowage continued through the
Triassic
The Laramide orogeny lasting from Late Cretaceous through Eocene time consisted of deep-seated
compressional and local vertical stresses The orogeny is responsible for north-south to northwest
trend in the tectonic fabric of the region and created most of the principal basins and uplifts in the
eastern-half of the Colorado Plateau Chose 1972 Kelley 1955
Post-Laramide epeirogenic deformation has occurred throughout the Tertiary Eocene strata are
flexed sharply in the Grand Hogback monocline fine-grained Pliocene deposits are tilted on the
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flanks of the Defiance Uplift and Pleistocene deposits in Fisher Valley contain three angular
unconformaties Shoemaker 1956
1.6.2 Blanding Site Geology
The following descriptions of physiography and topography rock units structure relationship of
earthquakes to tectonic structure and potential earthquake hazards to the project area are reproduced
from the ER for ease of reference and as review of the mill site geology See Figure 1.6-2
1.6.2.1 Physiography and Topography ER Section 2.4.2.1
The project site is located near the center of White Mesa one of the many finger-like north-south
trending mesas that make up the Great Sage Plain The nearly flat upland surface of White Mesa is
underlain by resistant sandstone caprock which forms steep prominent cliffs separating the upland
from deeply entrenched intermittent stream courses on the east south and west
Surface elevations across the project site range from about 5550 to 5650 feet 1692 to 1722
meters and the gently rolling surface slopes to the south at rate of approximately 60 feet per mile
18 meters per 1.6 kilometer
Maximum relief between the mesas surface and Cottonwood Canyon on the west is about 750 feet
229 meters where Westwater Creek joins Cottonwood Wash These two streams and their
tributaries drain the west and south sides of White Mesa Drainage on the east is provided by
Recapture Creek and its tributaries Both Cottonwood Wash and Recapture Creeks are normally
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intermittent streams and flow south to the San Juan River However Cottonwood Wash has been
known to flow perennially in the project vicinity during wet years
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EXPLANATION
Qae LOESS
Km MANCOS SHALE
Kdb DAKOTA AND BURRO CANYON
FORMATIONS UNDIFFERENTIATED
Jmb MORRISON FORMATION
BRUSHY BASIN MEMBER
Jmw WESTWATER CANYON MEMBER
Jmr RECAPTURE MEMBER
___CONTACT DASHED WHERE
APPROXIMATE
REFERENCES GEOLOGY IN PART AFTER HAYNES ET AL 1962 BASE MAP PREPARED FROM PORTIONS
OF THE BLANDING BRUSHY BASIN WASH BLUFF AND MONTEZUMA CREEK U.S.G.S
15-MINUTE TOPOGRAPHIC QUADRANGLES
3000 3000 6000
SCALE IN FEET
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FIGURE 1.6-2
White Mesa Millsite
Geology of the Surrounding Area
DESIGN jDRAWN RAH SHEET
MAY 1999
of
CHKD BY
After Urnetco APP SCALE AS SHOWN
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1.6.2.2 Rock Units ER Section 2.4.2.2
Only rocks of Jurassic and Cretaceous ages are exposed in the vicinity of the project site These
include in ascending order the Upper Jurassic Salt Wash Recapture Westwater Canyon and
Brushy Basin Members ofthe Morrison formation the Lower Cretaceous Burro Canyon formation
and the Upper Cretaceous Dakota Sandstone The Upper Cretaceous Mancos Shale is exposed as
isolated remnants along the rim of Recapture Creek valley several miles southeast of the project site
and on the eastern flanks of the Abajo Mountains some 20 miles 32 kilometers north but is not
exposed at the project site However patches of Mancos Shale may be present within the project
site boundaries as isolated buried remnants that are obscured by mantle of alluvial windblown silt
and sand
The Morrison formation is of particular economic importance in southeast Utah since several
hundred uranium deposits have been discovered in the basal Salt Wash Member Stokes 1967
In most of eastern Utah the Salt Wash Member underlies the Brushy Basin However just south
ofBlanding in the project vicinity the Recapture Member replaces an upper portion of the Salt Wash
and the Westwater Canyon Member replaces lower part of the Brushy Basin southern limit of
Salt Wash deposition and northern limit of Westwater Canyon deposition has been recognized by
Haynes et al 1972 in Westwater Canyon approximately three to six miles 4.8 to 9.7 kilometers
respectively northwest of the project site However good exposures of Salt Wash are found
throughout the Montezuma Canyon area 13 miles 21 kilometers to the east
The Salt Wash Member is composed dominantly of fluvial fine-grained to conglomeratic sandstones
and interbedded mudstones Sandstone intervals are usually yellowish-brown to pale reddish-brown
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while the mudstones are greenish-and reddish-gray Carbonaceous materials trash vary from
sparse to abundant Cliff-forming massive sandstone and conglomeratic sandstone in discontinuous
beds make up to 50 percent or more of the member According to Craig et al 1955 the Salt Wash
was deposited by system of braided streams flowing generally east and northeast Most of the
uranium-vanadium deposits are located in the basal sandstones and conglomeratic sandstones that
fill stream-cut scour channels in the underlying Bluff Sandstone or where the Bluff Sandstone has
been removed by pre-Morrison erosion in similar channels cut in the Summerville formation
Mapped thicknesses of this member range from zero to approximately 350 feet 0-107 meters in
southeast Utah Because the Salt Wash pinches out in southerly direction in Recapture Creek three
miles 4.8 kilometers northwest of the project site and does not reappear until exposed in
Montezuma Canyon it is not known for certain that the Salt Wash actually underlies the site
The Recapture Member is typically composed of interbedded reddish-gray white and light-brown
fine-to medium-grained sandstone and reddish-gray silty and sandy claystone Bedding is gently
to sharply lenticular Just north of the project site the Recapture intertongues with and grades into
the Salt Wash and the contact between the two cannot be easily recognized few spotty
occurrences of uriniferous mineralization are found in sandstone lenses in the southern part of the
Monticello district and larger deposits are known in conglomeratic sandstone facies some 75 to 100
miles 121 to 161 kilometers southeast of the Monticello district Since significant ore deposits
have not been found in extensive outcrops in more favorable areas the Recapture is believed not to
contain potential resources in the project site Johnson and Thordarson 1966
Just north of the project site the Westwater Canyon Member intertongues with and grades into the
lower part of the overlying Brushy Basin Member Exposures of the Westwater Canyon in
Cottonwood Wash are typically composed of interbedded yellowish-and greenish-gray to pinkish
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gray lenticular fine-to coarse-grained arkosic sandstone and minor amounts of greenish-gray to
reddish-brown sandy shale and mudstone Like the Salt Wash the Westwater Canyon Member is
fluvial in origin having been deposited by streams flowing north and northwest coalescing with
streams from the southwest depositing the upper part of the Salt Wash and the lower part of the
Brushy Basin Huff and Lesure 1965 Several small and scattered uranium deposits in the
Westwater Canyon are located in the extreme southern end of the Monticello district Both the
Recapture Member and the Westwater Canyon contain only traces of carbonaceous materials are
believed to be less favorable host rocks for uranium deposition Johnson and Thordarson 1966 and
have very little potential for producing uranium reserves
The lower part of the Brushy Basin is replaced by the Westwater Canyon Member in the Blanding
area but the upper part of the Brushy Basin overlies this member Composition of the Brushy Basin
is dominantly variegated bentonitic mudstone and siltstone Bedding is thin and regular and usually
distinguished by color variations of gray pale-green reddish-brown pale purple and maroon
Scattered lenticular thin beds of distinctive green and red chert-pebble conglomeratic sandstone are
found near the base of the member some of which contain uranium-vanadium mineralization in the
southernmost part of the Monticello district Haynes et al 1972 Thin discontinuous beds of
limestone and beds of grayish-red to greenish-black siltstone of local extent suggest that much of
the Brushy Basin is probably lacustrine in origin
For the most part the Great Sage Plain owes its existence to the erosion of resistant sandstones and
conglomerates of the Lower Cretaceous Burro Canyon formation This formation unconformably
overlies the Brushy Basin and the contact is concealed over most of the project area by talus blocks
and slope wash Massive light-gray to light yellowish-brown sandstone conglomeratic sandstone
and conglomerate comprise more than two-thirds of the formations thickness The conglomerate
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and sandstone are interbedded and usually grade from one to the other However most of the
conglomerate is near the base These rocks are massive cross-bedded units formed by series of
interbedded lenses each lens representing scour filled with stream-deposited sediments In places
the formation contains greenish-gray lenticular beds of mudstone and claystone Most of the Burro
Canyon is exposed in the vertical cliffs separating the relatively flat surface of White Mesa from the
canyons to the west and east In some places the resistant basal sandstone beds of the overlying
Dakota Sandstone are exposed at the top of the cliffs but entire cliffs of Burro Canyon are most
common Where the sandstones of the Dakota rest on sandstones and conglomerates of the Burro
Canyon the contact between the two is very difficult to identifSr and most investigators map the two
formations as single unit Figure 1.6-2 At best the contact can be defmed as the top of silicified
zone in the upper part of the Burro Canyon that appears to be remnants of an ancient soil that formed
during long period of weathering prior to Dakota deposition Huff and Lesure 1965
The Upper Cretaceous Dakota Sandstone disconformably overlies the Burro Canyon formation
Locally the disconformity is marked by shallow depressions in the top of the Burro Canyon filled
with Dakota sediments containing angular to sub-rounded rock fragments probably derived from
Burro Canyon strata Witkind 1964 but the contact is concealed at the project site The Dakota
is composed predominantly ofpale yellowish-brown to light gray massive intricately cross-bedded
fine-to coarse-grained quartzose sandstone locally well-cemented with silica and calcite elsewhere
it is weakly cemented and friable Scattered throughout the sandstone are lenses of conglomerate
dark-gray carbonaceous mudstones and shale and in some instances impure coal In general the
lower part of the Dakota is more conglomeratic and contains more cross-bedded sandstone than the
upper part which in normally more thinly bedded and marine-like in appearance The basal
sandstones and conglomerates are fluvial in origin whereas the carbonaceous mudstones and shales
were probably deposited in back water areas behind beach ridges in front of the advancing Late
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Cretaceous sea Huff and Lesure 1965 The upper sandstones probably represent littoral marine
deposits since they grade upward into the dark-gray siltstones and marine shales of the Mancos
Shale
The Mancos shale is not exposed in the project vicinity The nearest exposures are small isolated
remnants resting conformably on Dakota Sandstone along the western rim above Recapture Creek
4.3 to 5.5 miles 6.9 to 8.9 kilometers southeast of the project site Additional exposures are found
on the eastern and southern flanks of the Abajo Mountains approximately 16 to 20 miles 26 to 32
kilometers to the north It is possible that thin patches of Mancos may be buried at the project site
but are obscured by the mantle of alluvial windblown silt and sand covering the upland surface The
Upper Cretaceous Mancos shale is of marine origin and consists of dark-to olive-gray shale with
minor amounts of gray fine-grained thin-bedded to blocky limestone and siltstone in the lower part
of the formation Bedding in the Mancos is thin and well developed and much of the shale is
laminated Where fresh the shale is brittle and fissile and weathers to chips that are light-to
yellowish-gray Topographic features formed by the Mancos are usually subdued and commonly
displayed by low rounded hills and gentle slopes
layer of Quaternary to Recent reddish-brown eolian silt and fine sand is spread over the surface
of the project site Most of the bess consists of subangular to rounded frosted quartz grains that are
coated with iron oxide Basically the bess is massive and homogeneous ranges in thickness from
dust coating on the rocks that form the rim cliffs to more than 20 feet meters and is partially
cemented with calcium carbonate caliche in light-colored mottled and veined accumulations which
probably represent ancient immature soil horizons
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1.6.2.3 Structure E.R Section 2.4.2.3
The geologic structure at the project site is comparatively simple Strata ofthe underlying Mesozoic
sedimentary rocks are nearly horizontal only slight undulations along the caprock rims ofthe upland
are perceptible and faulting is absent In much of the area surrounding the project site the dips are
less than one degree The prevailing regional dip is about one degree to the south The low dips and
simple structure are in sharp contrast to the pronounced structural features of the Comb Ridge
Monocline to the west and the Abajo Mountains to the north
The project area is within relatively tectonically stable portion of the Colorado Plateau noted for
its scarcity of historical seismic events The epicenters of historical earthquakes from 1853 through
1986 within 200-mile 320 1cm radius of the site are shown in Figure 1.6-3 More than 1146
events have occurred in the area of which at least 45 were damaging that is having an intensity of
VI or greater on the Modified Mercalli Scale description of the Modified Mercalli Scale is given
in Table 1.6-3 All intensities mentioned herein refer to this table Table 1.6-3 also shows
generalized relationship between Mercalli intensities and other parameters to which this review will
refer Since these relationships are frequently site specific the table values should be used only for
approximation and understanding Conversely the border between the Colorado Plateau and the
Basin and Range Province and Middle Rocky Mountain Province some 155 to 240 miles 249 to 386
1cm west and northwest respectively from the site is one of the most active seismic belts in the
western United States
Only 63 non-duplicative epicenters have been recorded within 120 mile 200 km radius of the
project area Figure 1.6-4 Of these 50 had an intensity IV or less or unrecorded and two were
recorded as intensity VI The nearest event occurred in the Glen Canyon National Recreation Area
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approximately 38 miles 63 km west-northwest of the project area The next closest event occurred
approximately 53 miles 88 kin to the northeast Just east of Durango Colorado approximately 99
miles 159 1cm due east of the project area an event having local intensity of was recorded on
August 29 1941 Hadsell 1968 It is very doubtful that these events would have been felt in the
vicinity of Blanding
Three of the most damaging earthquakes associated with the seismic belt along the Colorado
Plateaus western border have occurred in the Elsinore-Richfield are about 168 miles 270 1cm
northwest of the project site All were of intensity VIII On November 13 1901 strong shock
caused extensive damage from Richfield to Parowan Many brick structures were damaged
rockslides were reported near Beaver Earthquakes with the ejection of sand and water were
reported and some creeks increased their flow Aftershocks continued for several weeks von Hake
1977 Following several weeks of small foreshocks strong earthquake caused major damage in
the Monroe-Elsinore-Richfield area on September29 1921 Scores of chimneys were thrown down
plaster fell from ceilings and section of new two-story brick wall collapsed at Elsinores
schoolhouse Two days later on October 1921 another strong tremor caused additional damage
to the areas structures Large rockfalls occurred along both sides of the Sevier Valley and hot
springs were discolored by iron oxides von Hake 1977 It is probable that these shocks may have
been perceptible at the project site but they certainly would not have caused any damage
Seven events of intensity VII have been reported within 320 kilometers km around landing Utah
which is the area shown in Figure 1.6-3 Of these only two are considered to have any significance
with respect to the project site On August 18 1912 an intensity VII shock damaged houses in
northern Arizona and was felt in Gallup New Mexico and southern Utah Rock slides occurred near
the epicenter in the San Francisco Mountains and 50-mile 80 km earth crack was reported north
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of the San Francisco Range Geological Survey 1970 Nearly every building in Dulce New
Mexico was damaged to some degree when shook by strong earthquake on January 22 1966
Rockfalls and landslides occurred 10 to 15 miles 16 to 24 km west of Dulce along Highway 17
where cracks in the pavement were reported Hermann et al 1980 Both of these events may have
been felt at the project site but again would certainly not have caused any damage Figure 1.6-4
shows the occurrence of seismic events within 200 km of landing
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TABLE 1.6-3
Modified Mercalli Scale 1956 Versiona
Not felt Marginal and long-period effects of large earthquakes for details see text
Felt by persons at rest on upper floors or favorably placed
Felt indoors Hanging objects swing Vibration like passing of light trucks Duration
estimated May not be recognized as an earthquake
IV Hanging objects swing Vibration like passing of heavy trucks or sensation of ajolt like
heavy ball striking the walls Standing motor cars rock Windows dishes doors rattle
Glasses clink Crockery clashes In the upper range of IV wooden walls and frame creak
Felt outdoors direction estimated Sleepers wakened Liquids disturbed Some spilled
Small unstable objects displaced or upset Doors swing close open Shutters pictures move
Pendulum clocks stop start change rate
Vt Felt by all Many frightened and run outdoors Persons walk unsteadily Windows dishes
glassware broken Knickknacks books etc off shelves Pictures off walls Furniture moved
or overturned Weak plaster and masonry cracked Small bells ring church school Trees
bushes shaken visibly or heard to rustle CFR
VII Difficult to stand Noticed by drivers of motorcars Hanging objects quiver Fumiture
broken Damage to masonry including cracks Weak chimneys broken at roof line Fall of
plaster loose bricks stones tiles cornices also unbraced parapets and architectural ornaments
CFR Some cracks in masonry Waves on ponds water turbid with mud Small slides
and caving in along sand or gravel banks Large bells ring Concrete irrigation ditches
damaged
VIII Steering of motor cars affected Damagc to masonry partial collapse Some damage to
masonry none is masonry Fall of stucco and some masonry walls Twisting fall of
chimneys factory stacks monuments towers elevated tanks Frame houses moved on
foundations if not bolted down loose panel walls thrown out Decayed piling broken off
Branches broken from trees Changes in flow or temperature of springs and wells Cracks in
wet ground and on steep slopes
IX General panic Masonry destroyed masonry heavily damaged Sometimes with complete
collapse masonry seriously damaged General damage to foundations CFR Frame
structures if not bolted shifted off foundations Framesrocked Serious damage to reservoirs
Underground pipes broken Conspicuous cracks in ground In alluviated areas sand and mud
ejected earthquake fountains sand craters
Most masonry and frame structures destroyed with their foundations Some well-built wooden
structures and bridges destroyed Serious damage to dams dikes embankments Large
landslides Water thrown on banks of canals rivers lakes etc Sand and mud shifted
horizontally on beaches and flat land Rails bent slightly
Rails bent greatly Underground pipelines completely out of service
Damage nearly total Large rock masses displaced Lines of sight and level distorted Objects
thrown into the air
1-3 0.015-0.035
3-7 0.035-0.07
7-20 0.07-0.15
20-80 0.15-0.35
.80-200 0.35-0.7
200-500 0.7-1.2
1.2
Note Masonry To avoid ambiguity of language the quality of masonry brick or otherwise is specified by the following lettering
which has no connection with the conventional Class construction
Masonry Good workmanship mortar and design reinforced especially laterally and bound together by using steel
concrete etc designed to resist lateral forces
Masonry Good workmanship and mortar reinforced but not designed to resist lateral forces
Masonry Ordinary workmanship and mortar no extreme weaknesses such as non-ded-ia corners but masonry is neither
reinforced nor designed against horizontal forces
Masonry Week materials such as adobe poor mortar low standards of workmanship week horizontally
From Richter 1958 Adapted with permission of Freeman and Company by Hunt 1984
Average peak ground velocity em/s
Average peak acceleration away from source
Magnitude correlation
II
III
Intensity Effects em/s
0.0035-0.007
0.007-0.015
XI
XII From Fig 11.14
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1.6.2.4 Relationship of Earthquakes to Tetonic Structures
The majority of recorded earthquakes in Utah have occurred along an active belt of seismicity that
extends from the Gulf of California through western Arizona central Utah and northward into
western British Columbia The seismic belt is possibly branch of the active rift system associated
with the landward extension of the East Pacific Rise Cook and Smith 1967 This belt is the
Intermountain Seismic Belt shown in Figure 1.6-5 Smith 1978
It is significant to note that the seismic belt forms the boundary zone between the Basin and Range
Great Basin Provinces and the Colorado Plateau Middle Rocky Mountain Provinces This block-
faulted zone is about 47 to 62 miles 75 to 100 km wide and fonns tectonic transition zone
between the relatively simple structures of the Colorado Plateau and the complex fault-controlled
structures of the Basin and Range Province Cook and Smith 1967
Another zone of seismic activity is in the vicinity of Dulce New Mexico near the Colorado border
This zone which coincides with an extensive series of tertiary intrusives may also be related to the
northern end of the Rio Grande Rift This rift is series of fault-controlled structural depressions
extending southward from southern Colorado through central New Mexico and into Mexico The
rift is shown on Figure 1.6-5 trending north-south to the east of the project area
Most of the events south of the Utah border of intensity and greater are located within 50 miles
80 1cm of post-Oligocene extrusives This relationship is not surprising because it has been
observed in many other parts of the world Hadsell 1968
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4GM
3aM
36N
112W 110W
112W 110W
1146 EARThQUAKES PLanED
108W
108W
4GM
3aM
3GM
MAGNITUDES
4.0
5.0
.6.0
7.0
NO INTENSITY OR MAGNITUDE pnEcns
WV
VII
Ix
NATIONAL GEOPHYSICAL DATA CENTER NOAA BOULDER CO 30303
International Uranium USA Corporation
White Mesa Mill
FIGURE 1.6-3
Seismicity within 320 KM
of the White Mesa Mill
DESIGN DRAWN RAH SHEET
MAY 1999CHKDBYDATE
APP
jV
Oq
VVorclI
VVb0y
u7
BLANDINGI CUTi
10
In
SCALE AS SHOWN
of
After Urnetca iqss
vil0
I-
MAGNTrUDES
4.0
5.OQ
6.0
7.0
NO INTENSrY OR MAGNITUDE Thflfl4iwMS
1-ly
VII
DC
NATIONAL GEOPHYSICAL DATA CENTER NOAA BOULDER CO 80303
International Uranium USA Corporation
White Mesa Mill
FIGURE 1.6-4
Seismicity within 200 KM
of the White Mesa Mill
DESIGN DRAWN RAil SHEET
MAY 1999CHXDBYDATE
APP
111W 110W 109W .108W
soy
Iv
vu jo
3914
3811
3719
3619
ING
3919
3811
3Th
38N
.1
.1
111W 110W 109W 108W
103 EARTHQUAX PLOTW
After Urnstc.o ss SCALE AS SHOWN
of
SHOWS RELATIONSHIP OF ThE COLORADO
PLATEAU PROVINCE TO MARCANAL BELTS
International Uranium USA Corporation
White Mesa Mill
FIGURE 1.6-5
Seismicity of the Western United States
1950 to 1976
DESIGN DRAWN RAIl SHEET
MAY 1999
of
CI-IKD BY
Modified from Smiths 1978
After Umetco APP SCALE AS SHOWN
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In Colorado the Rio Grande Rift zone is one of three siesmotectonic provinces that may contribute
energy to the study area Prominent physiographic expression of the rift includes the San Luis
Valley in southern Colorado The valley is ahalf-graben structure with major faulting on the eastern
flank Extensional tectonics is dominant in the area and very large earthquakes with recurrence
intervals of several thousand years have been projected Kirkham and Rodgers 1981 Mountainous
areas to the west of the Rio Grande rift province include the San Juan Mountains These mountains
are complex domicil uplift with extensive Oligocene and Miocene volcanic cover Many faults
are associated with the collapse of the calderas and apparently have not moved since Faults of
Neogene age exist in the eastern San Juan Mountains that may be related to the extension of the Rio
Grande rift Numerous small earthquakes have been felt or recorded in the western mountainous
province despite an absence of major Neogene tectonic faults Kirkham and Rodgers 1981
The third seismotectoriic province in Colorado that of the Colorado Plateau extends into the
surrounding states to the west and south In Colorado the major tectonic element that has been
recurrently active in the Quaternary is the Uncompahgre uplift Both flanks are faulted and
earthquakes have been felt in the area The faults associated with the Salt Anticlines are collapsed
features produced by evaporite solution and flowage Cater 1970 Their non-tectonic origin and
the plastic deformation of the salt reduces their potential for generating even moderate-sized
earthquakes Kirkham and Rodgers 1981
Case and Joesting 1972 have called attention to the fact that regional seismicity of the Colorado
Plateau includes component added by basement faulting They inferred basement fault trending
northeast along the axis of the Colorado River through Canyonlands This basement faulting may
be part of the much larger structure that Hite 1975 examined and Warner 1978 named the
Colorado lineament Figure 1.6-6
This 1300-mile 2100 1cm long lineament that extends from
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northern Arizona to Minnesota is suggested to be Precambrian wrench-fault system formed some
2.0 to 1.7 billion years before present While it has been suggested that the Colorado lineament is
source zone for larger earthquakes to in the west-central United States the observed
spatial relationship between epicenters and the trace ofthe lineament does not prove casual relation
Brill and Nuttli 1983 In terms of contemporary seismicity the lineament does not act as
uniform earthquake generator Only specific portions of the proposed structure can presently be
considered seismic source zones and each segment exhibits seismicity of distinctive activity and
character Wong 1981 This is reflection ofthe different orientations and magnitudes of the stress
fields along the lineament The interior of the Colorado Plateau forms tectonic stress province as
defined by Zoback and Zoback 1980 that is characterized by generally east-west tectonic
compression Only where extensional stresses from the Basin and Range province ofthe Rio Grande
rift extend into the Colorado Plateau would the Colorado lineament in the local area be suspected
of having the capability of generating large magnitude earthquake Wong 1984 At the present
time the well defined surface expression of regional extension is far to the west and far to the east
of the project area
Recent work by Wong 1984 has helped define the seismicity of the whole Colorado Plateau He
called attention to the low level less than ML 3.6 but high number 30 of earthquakes in the
Capitol Reef Area from 1978 to 1980 that were associated with the Waterpocket fold and the
Cainville monocline two other major tectonic features of the Colorado Plateau Only five
earthquakes in the sequence were of ML greater than and fault plane solutions suggest the swarm
was produced by normal faulting along northwest-trending Precambrian basement structures Wong
1984 The significance of the Capitol Reef seismicity is its relatively isolated occurrence within
the Colorado Plateau and its location at geometric barrier in the regional stress field Aki 1979
Stress concentration that produces earthquakes at bends or junctures of basement faults as indicated
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by this swarm may be expected to occur at other locations in the Colorado Plateau Province No
inference that earthquakes such as those at Capitol Reef are precursors for larger subsequent events
is implied
1.6.2.5 Potential Earthquake Hazards to Project
The project site is located in region known for its scarcity of recorded seismic events Although
the seismic history for this region is barely 135 years old the epicentral pattern or fabric is basically
set and appreciable changes are not expected to occur Most of the larger seismic events in the
Colorado Plateau have occurred along its margins rather than in the interior central region Based
on the regions seismic history the probability of major damaging earthquake occurring at or near
the project site is very remote Studies by Algennissen and Perkins 1976 indicate that southeastern
Utah including the site is in an area where there is 90 percent probability that horizontal
acceleration of four percent gravity 0.04g would not be exceeded within 50 years
Minor earthquakes not associated with any seismic-tectonic trends can presumably occur randomly
at almost any location Even if such an event with an intensity as high as VI should occur at or near
the project site horizontal ground accelerations would not exceed 0.lOg but would probably range
between 0.05 and 0.09g Coulter et al 1973 Triflinac and Brady 1975 These magnitudes of
ground motion would not pose significant hazards to the existing and proposed facilities at the
Project Site
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FIGURE 1.6-6
COLORADO LINEAMENT
DESIGN
CHKD BY
DRAWN
DATE
RAIl SHEET
MAY 1999
or
SOURCE WARNER 1978
Affter Urnetc.o IQS APP SCALE AS SHOWN
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1.6.3 Seismic Risk Assessment
In addition to general estimates of earthquake hazards such as those offered by Dames and Moore
978b and summarized above more detailed analysis ofthe relationship between the project area
and regional seismicity was performed As can be seen in Figure 1.6-3 map based on the
seismologic data base from the National Geophysical Data Center of the National Oceanic and
Atmospheric Administration NOAA 1988 many events occur within the Intermountain Seismic
Belt and within the Rio Grande rift Since the Colorado Plateau Province and particularly the
Blanding basin portion in which the project site lies is distinctly different tectonic province the
historical sample chosen for magnitude/frequency estimates was limited to radius of about 120
miles 200 km from the project This sample included region which is more representative of the
seismicity of the Colorado Plateau
Static and pseudostatic analyses were performed to establish the stability of the side slopes of the
tailings soil cover These analyses together with analyses of radon flux attenuation infiltration
freeze/thaw effects and erosion protection are summarized below and are detailed in Appendix
the Tailings Cover Design report Titan 1996
The side slopes are designed at an angle of 5H 1V Because the side slope along the southern section
of Cell 4A is the longest and the ground elevation drops rapidly at its base this slope was determined
to be critical and is thus the focus of the stability analyses
The computer software package GSLOPE developed by MITRE Software Corporation was used
to determine the potential for slope failure GSLOPE applies Bishops Method of slices to identify
the critical failure surface and calculate factor of safety FOS The slope geometry and properties
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of the construction materials and bedrock are input into the model These data and drawings are
included in the Stability Analysis of Side Slopes Calculation brief included as Appendix of the
Tailings Cover Design report For this analysis competent bedrock is designated at 10 feet below
the lowest point of the foundation at 5540-foot elevation above mean sea level msl This
is conservative estimate based on the borehole logs supplied by Chen and Associates 1979
which indicate bedrock near the surface
1.6.3.1 Static Analysis
For the static analysis Factor of Safety FOS of 1.5 or more was used to indicate an acceptable
level of stability The calculated FOS is 2.91 which indicates that the slope should be stable under
static conditions Results of the computer model simulations are included in Appendix of the
Tailings Cover Design report
1.6.3.2 Pseudostatic Analysis Seismicity
The slope stability analysis described above was repeated under pseudostatic conditions in order to
estimate FOS for the slope when horizontal ground acceleration of 0.1 Og is applied The slope
geometry and material properties used in this analysis are identical to those used in the stability
analysis FOS of 1.0 or more was used to indicate an acceptable level of stability under
pseudostatic conditions The calculated FOS is 1.903 which indicates that the slope should be stable
under dynamic conditions Details of the analysis and the simulation results are included in
Appendix of the Tailings Cover Design report
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In June of 1994 Lawrence Livermore National Laboratory LLNL 1994 published report on
seismic activity in southern Utah in which horizontal ground acceleration of 0.12g was proposed
for the White Mesa site The evaluations made by LLNL were conservative to account for
tectonically active regions that exist for example near Moab Utah Although the LLNL report
states that ..is located in region known for its scarcity of recorded seismic events the
stability of the cap design slopes using the LLNL factor was evaluated The results of sensitivity
analysis reveal that when considering horizontal ground acceleration of 0.12g the calculated FOS
is 1.778 which is still above the required value of 1.0 indicating adequate safety under pseudostatic
conditions This analysis is also included in Appendix of the Tailings Cover Design report
1.7 BIOTA ER Section 2.9
1.7.1 Terrestrial ER Section 2.9.1
1.7.1.1 Flora ER Section 2.9.1.1
The natural vegetation presently occurring within 25-mile 40-1cm radius of the site is very similar
to that of the potential being characterized by pinyon-juniper woodland intergrading with big
sagebrush Artemisia tridentata communities The pinyon-juniper community is dominated by Utah
juniper Juniperns osteosperma with occurrences of pinyon pine Pinus edulis as codominant or
subdominant tree species The understory of this community which is usually quite open is
composed of grasses forbs and shrubs that are also found in the big sagebrush communities
Common associates include galleta grass Hilaria jamesii green ephedra Ephedra viridis and
broom snakewood Gutierrezia sarothrae The big sagebrush communities occur in deep well
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drained soils on flat terrain whereas the pinyon-juniper woodland is usually found on shallow rocky
soil of exposed canyon ridges and slopes
Seven community types are present on the project site Table 1.7-1 and Figure 1.7-1 Except for
the small portions ofpinyon-juniper woodland and the big sagebrush community types the majority
of the plant communities within the site boundary have been disturbed by past grazing and/or
treatments designed to improve the site for rangeland These past treatments include chaining
plowing and reseeding with crested wheatgrass Agropyron desertorum Controlled big sagebrush
communities are those lands containing big sagebrush that have been chained to stimulate grass
production In addition these areas have been seeded with crested wheatgrass Both grassland
communities and II are the result of chaining and/or plowing and seeding with crested wheatgrass
The reseeded grassland II community is in an earlier stage of recovery from disturbance than the
reseeded grassland community The relative frequency relative cover relative density and
importance values of species sampled in each community are presented in Dames and Moore
1978b Table 2.8-2 The percentage of vegetative cover in 1977 was lowest on the reseeded
grassland II community 10.7%and highest on the big sagebrush community 33%Table 1.7-2
Based upon dry weight composition most communities on the site were in poor range condition in
1977 Dames Moore 1978 Tables 2.8-3 and 2.8-4 Pinyon-juniper big sagebrush and
controlled big sagebrush communities were in fair condition However precipitation for 1977 at the
project site was classed as thought conditions Dames Moore 978b Section 2.8.2.1 Until
July no production was evident on the site
No designated or proposed endangered plant species occur on or near the project site Dames
Moore 1978b Section 2.8.2.1 Of the 65 proposed endangered species in Utah six have
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documented distributions on San Juan County careful review of the habitat requirements and
known distributions of these species indicates that because of the disturbed environment these
species would probably not occur on the project site
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Jo
WAOIISSVivosJ
IJJHS
c4cJV
6661AVN3jya011-43
HYRNMVHONDIS3O
11N111ALOlfl110
scLjX3umWWODUOQ4oo
11-CtHXIlDId
1lU9JA
uoquothojvsnWRU1Hjtuop8tua4Iq
4994Uj91076
qsn.q9BogBig
tiqeBogSg
IIpuoI9wp2peespap
cootCOOt
inn
fl
.edunr_ucRuid
1c
I.
1/
as
CL
.ini
/7
1RllWflti
IINlla
TABLE 1.7-1
Community Types and Expanse Within the Project site Boundary
Expanse
Community Type Ha Acres
Pinyon-juniper Woodland 13
Big Sagebrush 113 278
Reseeded Grassland 177 438
Reseeded Grassland II 121 299
Tamarisk-salix
Controlled Big Sagebrush 230 569
Disturbed 17 41
TABLE 1.7-2
Ground Cover For Each Community Within the Project Site Boundary
Percentage of Each Type of Cover
Community Type Vegetative Cover Lifter Bare Ground
Pinyon-juniper Woodlanda 25.9 15.6 55.6
Big Sagebrush 33.3 16.9 49.9
Reseeded Grassland 15.2 24.2 61.0
Reseeded Grassland II 10.7 9.5 79.7
Tamarisk-salix 12.0 20.1 67.9
Controlled Big Sagebrush 17.3 15.3 67.4
Disturbed 13.2 7.0 80.0
aRock covered 4.4%of the ground
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1.7.1.2 Fauna ER Section 2.9.1.2
Wildlife data have been collected through four seasons at several locations on the site The presence
of species was based on direct observations trappings and signs such as the occurrence of scat
tracks or burrows total of 174 vertebrate species potentially occur within the vicinity of the mill
Dames Moore 1978b Appendix 78 of which were confirmed Dames Moore 1978b
Section 2.8.2.2
Although seven species of amphibians are thought to occur in the area the scarcity of surface water
limits the use of the site by amphibians The tiger salamander Ambystoma tigrinum was the only
species observed It appeared in the pinyon-juniper woodland west of the project site Dames
Moore 1978b Section 2.8.2.2
Eleven species of lizards and five snakes potentially occur in the area Three species of lizards were
observed the sagebrush lizard Sceloparas graciosus western whiptail Cnemidophorus tigris and
the short-horned lizard Phrynosoma douglassi Dames Moore 1978b Section 2.8.2.2 The
sagebrush and western whiptail lizard were found in sagebrush habitat and the short-horned lizard
was observed in the grassland No snakes were observed during the field work
Fifty-six species of birds were observed in the vicinity of the project site Table 1.7-3 The
abundance of each species was estimated by using modified Emlen transects and roadside bird
counts in various habitats and seasons Only four species were observed during the February
sampling The most abundant species was the horned lark Eremophila aepestis followed by the
common raven Corvus corax which were both concentrated in the grassland Avian counts
increased drastically in May Based on extrapolation of the Emlen transect data the avian density
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on grassland of the project site during spring was about 123 per 100 acres 305 per square
kilometer Ofthese individuals 94 percent were homed larks and western meadowlarks Sturnella
neglecta This density and species composition are typical of rangeland habitats In late June the
species diversity declined somewhat in grassland but peaked in all other habitats By October the
overall diversity decreased but again remained the highest in grassland
Raptors are prominent in the western United States Five species were observed in the vicinity of
the site Table 1.7-3 Although no nests of these species were located all except the golden eagle
Aquila chrysaetos have suitable nesting habitat in the vicinity of the site The nest of prairie
falcon Falco mexicanus was found about 3/4 mile 1.2 km east of the site Although no sightings
were made of this species members tend to return to the same nests for several years if undisturbed
Dames Moore 1978b Section 2.8.2.2
Of several mammals that occupy the site mule deer Odocoileus hemionus is the largest species
The deer inhabit the project vicinity and adjacent canyons during winter to feed on the sagebrush and
have been observed migrating through the site to Murphy Point Dames Moore 1978b Section
2.8.2.2 Winter deer use of the project vicinity as measured by browse utilization is among the
heaviest in southeastern Utah days of use per acre 61 days of use per hectare in the pinyon
juniper-sagebrush habitats in the vicinity of the project site In addition this area is heavily used
as migration route by deer traveling to Murphy Point to winter Daily movement during winter
periods by deer inhabiting the area has also been observed between Westwater Creek and Murphy
Point The present size of the local deer herd is not known
Other mammals present at the site include the coyote Canis latrans red fox Vulpes vulpes gray
fox Urocyon cineroargenteus striped skunk Mephitis mephitis badger taxidea taxus longtail
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weasel Mustela frenata and bobcat Lynx rufus Nine species ofrodents were trapped or observed
on the site the deer mouse Peromyscus maniculatus having the greatest distribution and
abundance Although desert cottontails Sylvilagus auduboni were uncommon in 1977 black-tailed
jackrabbits Lepus californicus were seen during all seasons
Three currently recognized endangered species of animals could occur in the project vicinity
However the probability of these animals occurring near the site is extremely low The project site
is within the range of the bald eagle Haliaeetus leucocephalus and the American peregrine falcon
Falco peregrinus anatum but the lack of aquatic habitat indicates low probability of these species
occurring on the site Although the black-footed ferret Musetela nigripes once ranged in the
vicinity of the site it has not been sighted in Utah since 1952 and the Utah Division of Wildlife
feels it is highly unlikely that this animal is present Dames Moore 1978b Section 2.8.2.2
1.7.2 Aquatic Biota ER Section 2.9.2
Aquatic habitat at the project site ranges temporally from extremely limited to nonexistent due to
the aridity topography and soil characteristics of the region and consequent dearth of perennial
surface water Two small catch basins Dames Moore 978b Section 2.6.1.1 approximately
20 in diameter are located on the project site but these only fill naturally during periods of heavy
rainfall spring and fall and have not held rainwater during the year-long baseline water quality
monitoring program One additional small basin was completed in 1994 to serve as diversionary
feature for migrating waterfowl Although more properly considered features of the terrestrial
environment they essentially represent the total aquatic habitat on the project site When containing
water these catch basins probably harbor algae insects other invertebrate forms and amphibians
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TABLE 1.7-3
Birds Observed in the Vicinity of the White Mesa Project
Species Relative Abundance and Statu Species Relative Abundance and Statusa
Mallard CP Pinyon Jay CP
Pintail CP Bushtit CP
Turkey Vulture US Bewicks Wren CP
Red-tailed Hawk CP Mockingbird US
Golden Eagle CP Mountain Bluebird CS
Marsh Hawk CP Black-tailed Gnatcatcher
Merlin UW Ruby-crowned Kinglet CP
American Kestrel CP Loggerhead Shrike CS
Sage Grouse UP Starling CP
Scaled Quail Not Listed Yellow-rumped Warbler CS
American Coot CS Westem Meadowlark CP
Killdeer CP Red-winged Blackbird CP
Spotted Sandpiper CS Brewers Blackbird CP
Mourning Dove CS Brown-headed Cowbird CS
Common Nighthawk CS Blue Grosbeak CS
White-throated Swift CS House Finch CP
Yellow-bellied Sapsucker CP American Goldfmch CP
Westem Kingbird CS Green-tailed Towhee CS
Ash-throated Flycatcher CS Rufous-sided Towhee CP
Says Phoebe CS Lark Sparrow CS
Homed Lark CP Black-throated Sparrow CS
Violet-green Swallow CS Sage Sparrow UC
Barn Swallow CS Dark-eyed Junco CW
Cliff Swallow CS Chipping Sparrow CS
Scrub Jay CP Brewers Sparrow CS
Black-billed Magpie CP White-crowned Sparrow CS
Common Raven CP Song Sparrow CP
Common Crow CW Vesper Sparrow CS
ay Behle and Perry Utah Birds Utah Museum of Natural History University of Utah Salt Lake City 1975
Relative Abundance Status
Common Permanent
Uncommon Summer Resident
Hypothetical Winter Visitant
Source Dames Moore 1978b Table 2.8-5
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They may also provide water source for small mammals and birds Similar ephemeral catch and
seepage basins are typical and numerous to the northeast of the project site and south of Blanding
Aquatic habitat in the project vicinity is similarly limited The three adjacent streams Corral Creek
Westwater Creek and an unnamed arm ofCottonwood Wash are only intermittently active carrying
water primarily in the spring during increased rainfall and snowmelt runoff in the autumn and
briefly during localized but intense electrical storms Intermittent water flow most typically occurs
in April August and October in those streams Again due to the temporary nature of these steams
their contribution to the aquatic habitat of the region is probably limited to providing water source
for wildlife and temporary habitat for insect and amphibian species
No populations of fish are present on the project site nor are any known to exist in its immediate
vicinity The closest perennial aquatic habitat to the mill appears to be small irrigation basin
approximately 50 in diameter about 3.8 miles km upgrade to the northeast This habitat was
not sampled for biota and it has been reported that the pond is intermittent and probably does not
harbor any fish species
The closest perennial aquatic habitat known to support fish populations is the San Juan River 18
miles 29 km south of the project site Five species of fish Federally designated or proposed as
endangered or threatened occur in Utah Table 1.7-4 One of the five species the woundfin
Plegopterus argentissiumus does not occur in southeastern Utah where the mill site is located The
Colorado squawfish Ptychocheilus lucius and humpback chub Gila cypha however are reported
as inhabiting large river systems in southeastern Utah The bonytail chub Gila elegans classified
as threatened by the State and proposed as endangered by Federal authorities is also limited in its
distribution to main channels or large rivers The humpback sucker razorback sucker Xyrauchen
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texanus protected by the State and proposed as threatened by the Federal authorities is found in
southeastern Utah inhabiting backwater pools and quiet areas of mainstream rivers The closest
habitat suitable for the Colorado squawfish humpback chub bonytail chub and humpback sucker
is the San Juan River 18 miles 29 km south of the site
During the preparation of Energy Fuels Nuclears EFN the predecessor to JUSA license renewal
application for Source Material License SU-1358 NRC staff prepared an Environmental assessment
EA which was issued on February 27 1997 with final finding of no significant impact FONSI
prepared and issued on March 1997 In this EA NRC staff addressed the issue of endangered
species on the site as follows
In the vicinity of the site four animal species classified as either endangered or threatened
i.e the bald eagle Haliaeetus leucocephalus the American peregrine falcon Falco
peregrinis anatum the black-footed ferret Mustela nigripes and the Southwestern willow
flycatcher Empidonax traillii extimus could occur While the ranges of the bald eagle
peregrine falcon and willow flycatcher encompass the project area their likelihood of utilizing
the site is extremely low The black-footed ferret has not been seen in Utah since 1952 and is
not expected to occur any longer in the area
No populations of fish are present on the project site nor are any known to exist in the
immediate area of the site Four species of fish designated as endangered or threatened occur
in the San Juan River 29 km 18 miles south of the site There are no discharges of mill
effluents to surface waters and therefore no impacts are expected for the San Juan River due
to operations of the White Mesa mill
Currently no designated endangered plant species occur on or near the plant site
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TABLE 1.7-4
Threatened and Endangered Aquatic Species Occurring in Utah
Species Habitat
Listing Occurrence
in
Southeastern Utah
Woundfin
Plegopterus Argentissimus
Silty streams muddy swift-current
areas Virgin River critical habitar
Federal endangered
State threatened
No
Humpback Chub
Qua Cypha
Large river systems eddies and
backwater
Federal endangered
State threatened
Yes
Colorado River Squawfish
Plychocheilus Lucius
Main channels of large river systems
in Colorado drainage
Federal endangeredb
State threatened
Yes
Bonytail Chub
Qua Elegans
Main channels of large river systems
in Colorado drainage
Federal proposed
endangeredc
State threatened
Yes
Humpback Sucker
razorback sucker
Xyrauchen Texanus
Backwater pools and quiet-water
areas of main rivers
Federal proposed
threatenede
State threatened
Yes
Endangered and Threatened Wildlife and Plants Fed Regist 422 57329 1977
Endangered and Threatened Wildlife and Plants Fed Regist 42135 36419-394311977
Endangered and Threatened Wildlife and Plants Fed Regist 4379 17375-17377 1978
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1.8 NATURAL RADIATION
The following sections describe background levels of natural radiation and refer the reader to recent
reports containing current radiation monitoring data
1.8.1 Background ER Section 2.10
Radiation exposure in the natural environment is due to cosmic and terrestrial radiation and to the
inhalation of radon and its daughters Measurements ofthe background environmental radioactivity
were made at the mill site using thermoluinescent dosimeters TLDs The results indicate an
average total body dose of 142 millirems per year of which 68 millirems is attributable to cosmic
radiation and 74 millirems to terrestrial sources The cosmogenic radiation dose is estimated to be
about millirem per year Terrestrial radiation originates from the radionuclides potassium-40
rubidium-87 and daughter isotopes from the decay of uranium-238 thorium-232 and to lesser
extent uranium-235 The dose from ingested radionuclides is estimated at 18 millirems per year to
the total body The dose to the total body from all sources of environmental radioactivity is
estimated to be about 161 millirems per year
The concentration of radon in the area is estimated to be in the range of 500 to 1000 pCi/m3 based
on the concentration of radium-226 in the local soil Exposure to this concentration on continuous
basis would result in dose of up to 625 millirems per year to the bronchial epithelium As
ventilation decreases the dose increases for example in unventilated enclosures the comparable
dose might reach 1200 millirems per year
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The medical total body dose for Utah is about 75 millirems per year per person The total dose in
the area of the mill from natural background and medical exposure is estimated to be 236 millirems
per year
1.8.2 Current Monitoring Data
The most recent data for radon gamma vegetation air and stock sampling groundwater surface
water meteorological monitoring and soil sampling discussed in the following sections are found
in the Semi-Annual Effluent Report for July through December 1998
1.8.2.1 Environmental Radon
Until 10 CFR 20 standards were reduced to 0.1 pCiIl environmental radon concentrations were
determined by using Track Etch detectors There was one detector at each of five environmental
monitoring stations with duplicate at BIIV-2 the nearest residence See the Semi-Annual Effluent
reports for maps showing these locations After 1995 with concurrence of the NRC environmental
radon concentrations are no longer measured at these locations due to the lack of sensitivity of
available monitoring methods to meet the new 10 CFR 20 standard of 0.1 pCi/l
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1.8.2.2 Environmental Gamma
Gammaradiation levels are determined by Thermal Luminescent Dosimeters TLDs The TLDs
are placed at the five environmental stations located around the perimeter boundary of the mill site
discussed above The badges are exchanged quarterly The data are presented in Appendix
1.8.2.3 Vegetation Samples
Vegetation samples are collected at three locations around the mill periphery The sampling
locations are northeast northwest and southwest of the mill facility Vegetation samples are
collected during early spring late spring and fall Vegetation results are included in Appendix
No trends are apparent as the Ra-226 and Pb-210 concentrations at each sampling location have
remained consistent
1.8.2.4 Environmental Air Monitoring and Stack Sampling
Air monitoring at the White Mesa Mill is conducted at four high volume 40 standard cubic feet per
minute stations located around the periphery of the mill These locations are shown in Appendix
Buy-i is located at the northern mill boundary at the meteorological station site BHV-2 is
further north at the nearest residence
BHV-4 is south of Cell and BHV-5 is just south of the ore
storage pad The Semi-Annual Effluent reports contain air monitoring data
The results of the first quarter 1996 stack samples are presented in Appendix These samples were
collected during the period between January 27 1996 and February 1996 Samples were collected
from the North Yellowcake Dryer the South Yellowcake Dryer and the Yellowcake Baghouse The
Demister Stack and Grizzly Stack were not sampled because they were not in operation during that
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time The material being processed during that time for recovery of the source material content was
uranium/calcium fluoride solid in powder form which requires no grinding No second quarter
1996 gas samples were collected on any process stack because material processing and drying
operations ceased on March 23 1996 Graphical representation of uranium release rate is presented
in Appendix The south yellowcake dryer and yellowcake baghouse have only been sampled
twice No graphs had been generated for those data
Pursuant to NRC License Amendment No 41 for the White Mesa Mill Source Material License No
SUA-1358 air particulate radionuclide monitoring at BHV-3 was discontinued at the end ofthe third
quarter 1995 Sufficient data were accumulated over 12-year period
to adequately establish
background radionuclide concentrations As result of Amendment No 41 the air particulate
radionuclide concentrations at each monitoring site are calculated by subtracting the appropriate
quarterly background average Appendix tables show the radionuclide concentrations at each
location with background concentrations subtracted and the results of the dose calculations
including the 50-year dose commitment to the nearest residence Appendix shows the yearly dose
to the nearest resident which is very low No apparent trends are evident
1.8.2.5 Groundwater
The Semi-Annual Effluent Reports detail the groundwater monitoring data and the Quality Control
QC results No trends are apparent
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1.8.2.6 Surface Water
The results of surface water monitoring are presented in the Semi-Annual Effluent Reports
Cottonwood Creek is sampled Semi-annually and Westwater Creek is sampled on an annual basis
No trends are apparent
1.8.2.7 Meteorological Monitoring
The Semi-Annual Air Quality and Meteorology Monitoring Report provided by Enecotech is
included in the Semi-Annual Effluent Reports
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2.0 EXISTING FACILITY
The following sections describe the construction history of the White Mesa Mill the mill and mill
tailings management facilities mill operations including the mill circuit and tailings management
and both operational and environmental monitoring
2.1 Facility Construction History
The White Mesa uranium/vanadium mill was developed in the late 1970s by Energy Fuels Nuclear
Inc EFN as an outlet for the many small mines that are located in the Colorado Plateau and for the
possibility of milling Arizona Strip ores At the time of its construction it was anticipated that high
uranium prices would stimulate ore production However prices started to decline about the same
time as mill operations commenced
As uranium prices fell producers in the region were affected and mine output declined After about
two and one-half years the White Mesa Mill ceased ore processing operations altogether began
solution recycle and entered total shutdown phase In 1984 majority ownership interest was
acquired by Union Carbide Corporations UCC Metals Division which later became Umetco
Minerals Corporation Umetco wholly-owned subsidiary of UCC This partnership continued
until May 26 1994 when EFN reassumed complete ownership In May of 1997 International
Uranium Corporation purchased the assets of EFN and is the current owner of the facility
2.1.1 Mill and Tailings Management Facility
The Source Materials License Application for the White Mesa Mill was submitted to the
Nuclear Regulatory Commission NRC on February 1978 Between this date and the date the
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first ore was fed to the mill grizzlyon May 1980 several actions were taken including increasing
mill design capacity permit issuance from the Environmental Protection Agency and the State of
Utah archeological clearance for the mill and tailings areas and an NRC pre-operational inspection
onMay5 1980
Construction on the tailings area began on August 1978 with the movement of earth from the area
of Cell Cell was completed on May 1980 Cell 1-I on June 29 1981 and Cell on September
1982 In January of 1990 an additional cell designated 4A was completed and placed into use
solely for solution storage and evaporation
2.2 Facility Operations
In the following subsections an overview of mill operations and operating periods are followed by
descriptions of the operations of the mill circuit and tailings management facilities
2.2.1 Operating Periods
The White Mesa Mill was operated by EFN from the initial start-up date of May 1980 until the
cessation of operations in 1983 Umetco as per agreement between the parties became the operator
of record on January 1984 The White Mesa Mill was shut down during all of 1984 The mill
operated at least part of each year from 1985 through 1990 Mill operations were again ceased
during the years of 1991 through 1994 EFN reacquired sole ownership on May 26 1994 and the
mill operated again during 1995 and 1996 Typical employment figures for the mill are 118 during
uranium-only operations and 138 during uraniunVvanadium operations
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2.2.2 Mill Circuit
While originally designed for capacity of 1500 dry tons per day dtpd the mill capacity was
boosted to the present rated design of 1980 dtpd prior to commissioning
The mill uses an atmospheric hot acid leach followed by counter current decantation CCD This
in turn is followed by clarification stage which precedes the solvent extraction SX circuit
Kerosene containing iso-decanol and tertiary amines extract the uranium and vanadium from the
aqueous solution in the SX circuit Salt and soda ash are then used to strip the uranium and
vanadium from the organic phase
After extraction of the uranium values from the aqueous solution in SX uranium is precipitated with
anhydrous ammonia dissolved and re-precipitated to improve product quality The resulting
precipitate is then washed and dewatered using centrifuges to produce final product called
yellowcake The yellowcake is dried in multiple hearth dryer and packaged in drums weighing
approximately 800 to 1000 lbs for shipping to converters
After the uranium values are stripped from the pregnant solution in SX the vanadium values are
transferred to tertiary amines contained in kerosene and concentrated into an intermediate product
called vanadium product liquor VPL An intermediate product animonium metavanadate AMV
is precipitated from the VPL using ammonium sulfate in batch precipitators The AltvIV is then
filtered on belt filter and if necessary dried Normally the AMV cake is fed to fusion furnaces
when it is converted to the mills primary vanadium product V205 tech flake commonly called
black flake
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The mill processed 1511544 tons of ore and other materials from May 1980 to February 1983
During the second operational period from October 1985 through December 1987 1023393
tons were processed During the third operational period from July 1988 through November 1990
1015032 tons were processed During the fourth operational period from August 1995 through
January 1996 203317 tons were processed The fifth operational period from May 1996 through
September 1996 processed 3868 tons of calcium fluoride material Since early 1997 the mill has
processed 58403 tons from several additional feed stocks Inception to date material processed
through April 1999 totals 3815577 tons This total is for all processing periods combined
2.2.3 Tailings Management Facilities
Tailings produced by the mill typically contain 30 percent moisture by weight have an in-place dry
density of 86.3 pounds per cubic foot Cell have size distribution with predominant -325 mesh
size fraction and have high acid and flocculent content
The tailings facilities at White Mesa currently consist of four cells as follows
Cell constructed with 30-millimeter ml PVC earthen-covered liner is used for the
evaporation of process solution
Cell constructed with 30-millimeter mlPVC earthen-covered liner is used for the
storage of barren tailings sands
Cell constructed with 30-millimeter ml PVC earthen-covered liner is used for the
storage of barren tailings sands and solutions
Cell 4A constructed with 40-millimeter ml HDPE liner is currently not used
Total estimated design capacity
of Cells and 4A is approximately six million mmcubic yards
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2.2.3.1 Tailings Management
Constructed in shallow valleys or swale areas the lined tailings facilities provide storage below the
existing grade and reduce potential exposure Because the cells are separate and distinct individual
tailings cells may be reclaimed as they are filled to capacity This phased reclamation approach
minimizes the amount of tailings exposed at any given time and reduces potential exposure to
minimum
The perimeter discharge method involves setting up discharge points around the east north and west
boundaries of the cell This results in low cost disposal at first followed by higher disposal costs
toward the end of the cells life The disadvantage to this method is that reclamation activities cannot
take place until near the end of the cells life This disadvantage was recognized and led to the
development of the final grade method
Slurry disposal has taken place in both Cells and Tails placement accomplished in Cell was
by means of the above described perimeter discharge method while in Cell the final grade method
described below has been employed
The final grade method used in Cell calls for the slurry to be discharged until the tailings surface
comes up to final grade The discharge points are set up in the east end of the cell and the final grade
surface is advanced to the slimes pool area When the slimes pool is reached the discharge points
are then moved to the west end of the cell and worked back to the middle An advantage to using
the final grade method is that maximum beach stability is achieved by allowing water to drain
from the sands to the maximum extent and allowing coarse sand deposition to help provide
stable beaches Another advantage is that radon release and dust prevention measures through the
placement of the initial layer of the final cover are applied as expeditiously as possible
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2.2.3.2 Liquid Management
As zero-discharge facility the White Mesa Mill must evaporate all of the liquids utilized during
processing This evaporation takes place in two areas
Cell which is used for solutions only
Cell in which tailings and solutions exist and
The original engineering design indicated net water gain into the cells would occur during mill
operations As anticipated this has been proven to be the case In addition to natural evaporation
spray systems have been used at various times to enhance evaporative rates and for dust control To
minimize the net water gain solutions are recycled from the active tailings cells to the maximum
extent possible Solutions from Cells and are brought back to the CCD circuit where
metallurgical benefit can be realized Recycle to other parts of the mill circuit are not feasible due
to the acid content of the solution
2.3 Monitoring Programs
Operational monitoring is defined as those monitoring activities that take place only during
operations This is contrasted with environmental monitoring which is performed whether or not
the mill is in operation
2.3.1 Operational Monitoring
In the mill facilities area the operational monitoring programs consist of effluent gas stack sampling
daily inspection of process tanks lines and equipment and daily inspection of tailing impoundments
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and leak detection systems Quarterly effluent gas stack samples are collected on all mill process
stacks when those process systems are operating These include the yellowcake dryers No and No
the vanadium dryer stack their respective scrubber stacks the demister stack and the grizzly
stack
visual inspection is made daily by supervisory personnel of all process tanks and discharge lines
in the mill and ofthe tailings management area In the event of failure in one of the normal process
streams corrective actions are taken to ensure that there are no discharges to the environment
Leak detection systems LDS under each tailings cell are monitored for the presence of solution
weekly If solution is present in the LDS of Cells or program described under License
Condition 11.3 provides for actions to be taken
2.3.2 Environmental Monitoring
Environmental monitoring consists of the following groundwater and surface water samples air
particulate samples gamma radiation measurements soil and vegetation samples Refer to the
Semi-annual Effluent Reports contained in Appendix for sampling location frequency and
analytical results
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Groundwater
Wells MW-6 MW-7 and MW-8 were plugged because they were under Cell as was MW-13
under Cell 4A Wells MW-9 and MW-b are dry and have been excluded from the monitoring
program The ten monitoring wells in or near the uppermost aquifer are MW-i MW-2 MW-3
MW-4 MW-5 MW-i MW-12 MW-i4 MW-is and MW-i7 These wells vary in depth from
94 to 89 feet Flow rates in these wells vary from gallons per month to iO gallons per hour The
culinary well one of the supply wells is completed in the Navajo aquifer at depth of
approximately 1800 feet below the ground surface
The groundwater monitoring program consists of parameters measured quarterly and semi-annually
Quarterly parameters include pH specific conductance temperature depth to water chlorides
sulfates total dissolved solids TDS nickel potassium and U-natural The parameters measured
on semi-annual basis in addition to the quarterly parameters are arsenic selenium sodium
radium-226 thorium-230 and lead-2i0 Semi annual parameters which all measured are all
physical chemical criteria of quarterly sampling as well as additional analyte parameters as Se Na
and Radionuclides Ra-226 Th-230 and Pb216
Surface Water
Surface water samples are taken from the two nearby streams Westwater Creek and Cottonwood
Creek Cottonwood Creek usually contains running water but has also been dry on occasion
Westwater Creek rarely contains running water and when it does it is from precipitation runoff
Water samples are collected quarterly from Cottonwood Creek and analyzed for TDS and total
suspended solids TSS Additional semi-annual water samples are collected at minimum of four
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months apart These samples are analyzed for TDS TSS dissolved and suspended U-nat Ra
226 and Th-230
Currently the program includes sampling water from Westwater Creek once year if the creek is
flowing However if water is not running an alternate soil sample is collected from the creek bed
Water samples from Westwater Creek are analyzed for TDS TSS Dissolved and Suspended U-nat
Ra-226 and Th-230 If soil sample is collected it is analyzed for U-nat and Ra-226 per License
Condition 24C
Radiation
Natural radiation monitoring includes air particulate sampling gamma radiation measurements and
vegetation and soil sampling Air particulate monitoring is conducted continuously at four
monitoring stations located around the periphery of the mill Gamma radiation measurements
vegetation sampling and soil sampling are conducted at five locations See Section 1.8 for details
concerning the monitoring program
Gamma radiation levels are determined at the five environmental monitoring stations and are
reported quarterly with duplicate samples collected at the nearest residence
Approximately five pounds of new growth vegetation samples are collected from areas northeast
of the mill northwest ofthe mill and southwest ofthe mill during early spring late spring and late
fall Sample collection areas vary depending on the growth year i.e in low or no moisture years it
may take an area several acres in size to collect five pounds of vegetation while in wet years
much smaller area is needed Vegetation is analyzed for radium-226 and lead-210
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Soils are sampled at each of the five environmental monitoring stations annually in August The
soils are analyzed for U-natural and radium-226
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3.0 RECLAMATION PLAN
This section provides an overview of the mill location and property details the facilities to be
reclaimed and describes the design criteria applied in this reclamation plan Reclamation Plans and
Specifications are presented in Attachment Attachment presents the quality plan for
construction activities Attachment presents cost estimates for reclamation Attachments
through present additional material test results and design calculations to support the Reclamation
Plan
3.1 Location and Property Description
The White Mesa Mill is located six miles south of Blanding Utah on US Highway 191 on parcel
of land encompassing all or part of Sections 21 22 27 28 29 32 and 33 of T375 R22E and
Sections and 16 of T385 R22E Salt Lake Base and Meridian described as follows
Figure 3.1-1
The south half of Section 21 the southeast quarter of the southeast quarter of Section
22 the northwest quarter of the northwest quarter and lots and of Section 27 all
that part of the southwest quarter of the northwest quarter and the northwest quarter
southwest quarter of Section 27 lying west of Utah State Highway 163 the northeast
quarter of the northwest quarter the south half of the northwest quarter the northeast
quarter and the south half of Section 28 the southeast quarter of the southeast quarter
of Section 29 the east half of Section 32 and all of Section 33 Township 37 South
Range 22 East Salt Lake Base and Meridian Lots through inclusive the south
half of the north half the southwest quarter the west half of the southeast quarter the
west half of the east half of the southeast quarter and the west half of the east half of
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the east half of the southeast quarter of Section Lots through inclusive the
south half of the north half and the south half of Section all Lots and the
south half of the northeast quarter and the south half of Section E1/2 the
northeast quarter of Section all of Section and all of Section 16 Township 38
South Range 22 East Salt Lake Base and Meridian Containing approximately
4871 acres
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White Mesa Mill Reclamation Plan
3.2 Facilities to be Reclaimed
See Figure 3.2-1 for general layout of the mill yard and related facilities and the restricted area
boundary
3.2.1 Summary of Facilities to be Reclaimed
The facilities to be reclaimed include the following
Cell evaporative Cells and tailings and Cell 4A not currently used
Mill buildings and equipment
On-site contaminated areas
Off-site contaminated areas i.e potential areas affected by windblown tailings
The reclamation of the above facilities will include the following
Placement of materials and debris from mill deconmiissioning in tailings Cells L2
Placement of contaminated soils crystals and synthetic liner material from Cell in
tailings Cells and
Placement of contaminated soils crystals and synthetic liner material from Cell 4A in
tailings Cells and
Placement of compacted clay liner on portion of the Cell impoundment area to be
used for disposal of contaminated materials and debris from the mill site
decommissioning the Cell 1-I Tailings Area
Placement of an engineered multi-layer cover on the Cell 1-I Tailings Area and over the
entire area of Cells and
H\USERSWMRCPLN\SECTO3Rev3.RVflJuIy 2000
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International Uranium USA Corporation
White Mesa Mill Reclamation Plan
Construction of runoff control and diversion channels as necessary
Reconditioning of mill and ancillary areas
Reclamation of borrow sources
HUJSERS\WMRCPLN\SECTO3Rev3.RPIUuIy 2000
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White Mesa Mill Reclamation Plan
3.2.2 Tailings and Evaporative Cells
The following subsections describe the cover design and reclamation procedures for Cellsl-I
and 4A Complete engineering details and text are presented in the Tailings Cover Design report
Appendix previously submitted Additional information is provided in Attachments and
to this subnættal
3.2.2.1 Soil Cover Design
six-foot thick soil cover for the uranium tailings and mill decommissioning materials in the Cell
1-I Tailings Area Cell and Cell was designed using on-site materials that will contain tailings
and radon emissions in compliance with regulations of the United States Nuclear Regulatory
Commission NRC and by reference the Environmental Protection Agency EPA The cover
consists of one-foot thick layer of clay available from within the site boundaries Section 16
below two feet of random fill frost barrier available from stockpiles on site The clay is underlain
by three feet minimum random fill soil platform fill also available on site In addition to the soil
cover minimum three-inch on the cover top to 8-inch on the cover slopes layer of riprap
material will be placed over the compacted random fill to stabilize slopes and provide long-term
erosion resistance see Attachments and for characterization of cover materials
Uranium tailings soil cover design requirements for regulatory compliance include
Attenuate radon flux to an acceptable level 20 picoCuries-per meter squared-per second
NRC 1989
Minimize infiltration into the reclaimed tailings cells
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Maintain design life of up to 1000 years or to the extent reasonably achievable and in any
case for at least 200 years and
Provide long-term slope stability and geomorphic durability to withstand erosional forces of
wind the probable maximum flood event and horizontal ground acceleration of 0.1 due
to seismic events
Several models/analyses were utilized in simulating the soil cover effectiveness radon flux
attenuation hydrologic evaluation of infiltration freeze/thaw effects soil cover erosion protection
and static and pseudostatic slope stability analyses These analyses and results are discussed in detail
in Sections 3.3.1 through 3.3.5 and calculations are also shown in the Tailings Cover Design report
Appendix Attachment and Attachment The soil cover from top to the bottom will consist
of minimum of three inches of riprap material two feet of compacted random fill one
foot of compacted clay and minimum three feet of compacted random fill soil
The final grading plan is presented in Section Figure 5.1-1 As indicated on the figures the top
slope of the soil cover will be constructed at 0.2 percent and the side slopes as well as transitional
areas between cells will be graded to five horizontal to one vertical 5H lv
minimum of three feet random fill is located beneath the compacted fill and clay layers see cros 5-
sections on Figures 5.1-2 and 5.1-3 The purpose of the fill is to raise the base of the cover to the
desired subgrade elevation In many areas the required fill thickness will be much greater
However the models and analyses presented in the Tailings Cover Design report Appendix were
performed conservatively assuming only three-foot layer For modeling purposes this lower
random fill layer was considered as part of the soil cover for performing the radon flux attenuation
calculation as it effectively contributes to the reduction of radon emissions see Section 3.3.1 The
fill was also evaluated in the slope stability analysis see Section 3.3.6 However it is not defined
H\USERS\WMRCPLIASECTO3Rev3.RPfliuly 2000
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White Mesa Mill Reclamation Plan
as part of the soil cover for other design calculations infiltration freeze/thaw and cover erosion
3.2.2.2 Cell 1-I
Cell 1-I used during mill operations solely for evaporation of process liquids is the northernmost
existing cell and is located immediately west of the mill It is also the highest cell in elevation as
the natural topography slopes to the south The drainage area above and including the cell is 216
acres This includes drainage from the mill site
Cell 1-I will be evaporated to dryness The synthetic liner and raffinate crystals will then be removed
and placed in tailings Cells or Any contaminated soils below the liner will be removed and also
placed in the tailings cells Based on current regulatory criteria the current plan calls for excavation
of the residual radioactive materials to be designed to ensure that the concentration of radium-226
in land averaged over any area of 100 square meters does not exceed the background level by more
than
pCi/g averaged over the first 15 cm of soil below the surface and
15 pCi/g averaged over 15 cm thick layer of soil more than 15 cm below the surface
portion of Cell 1-I adjacent to and running parallel to the downstream cell dike will be used for
permanent disposal of contaminated materials and debris from the mill site deconnnissioning and
windblown cleanup The actual area of Cell 1-I needed for storage of additional material will depend
on the status of Cell and at the time of final mill decommissioning portion of the mill area
decommissioning material may be placed in Cell or if space is availible but for purposes of the
reclamation design the entire quantity of contaminated materials from the mill site decommissioning
is assumed to be placed in Cell 1-I This results in approximately 10 acres of the Cell 1-I area being
utilized for permanent tailings storage This area is refered to as the Cell 1-I Tailings Area Cell 1-I
H\USERS\WMRCPLN\SECTO3Rev3.RIThJuIy 2000
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will then be breached and converted to sedimentation basin All runoff from the Cell 1-I Tailings
Area the mill area and the area immediately north of Cell 1-I will be routed into the sedimentation
basin and will discharge onto the natural ground via the channel located at the southwest corner of
the basin The channel is designed to accommodate the PMF flood
The HEC-1 model was used to determine the PMF and route the flood through the sedimentation
basin Attachment The peak flow was determined to be 1344 cubic feet per second cfs 20-
foot wide channel will discharge the flow to the natural drainage During the local storm PMF event
the maximum discharge through the channel will be 1344 cfs The entire flood volume will pass
through the discharge channel in approximately four hours
At peak flow the velocity in the discharge channel will be 7.45 feet per second fps The maximum
flow depth will be 1.45 feet This will be bedrock channel and the allowable velocity for channel
of this type is 8-10 fps therefore no riprap is required free board depth of 0.5 feet will be
maintained for the PMP event
3.2.2.3 Cell
Cell will be filled with tailings and covered with multi-layered engineered cover to minimum
cover thickness of six feet The final cover will drain to the south at 0.2 percent gradient
The cover will consist of minimum of three feet of random fill platform fill followed by clay
radon barrier of one foot in thickness and two feet of upper random fill frost barrier for protection
of the radon barrier minimum of three inches of rock will be utilized as armor against erosion
Side slopes will be graded to 51 slope and will have 0.67 feet inches of rock armor protection
3.2.2.4 Cell
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Cell will be filled with tailings debris and contaminated soils and covered with the same multi
layered engineered cover as Cell
3.2.2.5 Cell 4A
Cell 4A will be evaporated to dryness and the crystals synthetic liner and any contaminated soils
placed in tailings Non-contaminated materials in cell 4A dikes will be used to reduce the southern
slopes of Cell from the current 31 to 51 200 foot wide breach and bedrock channel will allow
drainage of the precipitation which falls in the Cell area and from reclaimed areas above Cell area
See Attachment Figure A-5.1-1 and Sections and
3.2.3 Mill Decommissioning
general layout of the mill area is shown in Figure 3.2.3-1
3.2.3.1 Mill Building and Equipment
The uranium and vanadium sections including ore reclaim grinding pre-leach leach CCD SX
and precipitation and drying circuits will be deconmæssioned as follows
All equipment including instrumentation process piping electrical control and switchgear and
contaminated structures will be removed Contaminated concrete foundations will be demolished
and removed or covered with soil as required Uncontaminated equipment structures and waste
materials from mill decommissioning may be disposed of by sale transferred to other company
owned facilities transferred to an appropriate off-site solid waste site or disposed of in one of the
tailings cells Contaminated equipment structures and waste materials from mill decommissioning
contaminated soils underlying the mill areas and ancillary contaminated materials will be disposed
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of in tailings Cell Cell or the Cell 1-I Tailings Area
Debris and scrap will have maximum dimension of 20 feet and maximum volume of 30 cubic
feet Material exceeding these limits will be reduced to within the acceptable limits by breaking
cutting or other approved methods Empty drums tanks or other objects having hollow volume
greater than five cubic feet will be reduced in volume by at least 70 percent If volume reduction is
not feasible openings shall be made in the object to allow soils or other approved material to enter
the object
Debris and scrap will be spread across the designated areas to avoid nesting and to reduce the
volume of voids present in the placed mass Stockpiled soils and/or other approved material shall
be placed over and into the scrap in sufficient amounts to fill the voids between the large pieces and
the volume within the hollow pieces to form coherent mass
H\USERS\WMRCPI N\SECTflRevl RPfliuly 2000
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International Uranium USA Corporation
White Mesa Mill Reclamation Plan
3.2.3.2 Mill Site
Contaminated areas on the mill site will be primarily superficial and includes the ore storage area
and surface contamination of some roads All ore will have been previously removed from the ore
stockpile area All contaminated materials will be excavated and be disposed in one of the tailings
cells The depth of excavation will vary depending on the extent of contamination and will be
governed by the criteria in Attachment Section 3.2
Windblown material is defined as mill-derived contaminants dispersed by wind to surrounding areas
Windblown contaminated material detected by gamma survey using the criteria in Attachment
Section 3.2 will be excavated and disposed in one of the tailings cells
Disturbed areas will be covered graded and vegetated as required The proposed grading plan for
the mill site and ancillary areas is shown on Figure A-3.2-1 in Attachment
3.3 Design Criteria
The design criteria summaries in this section are adapted from Tailings Cover Design White Mesa
Mill Titan 1996 copy of the Tailings Cover Design report is included as Appendix
previously submitted It contains all of the calculations used in design discussed in this section
Additional design information is included in Attachments through to this submittal
3.3.1 Regulatory Criteria
Information contained in 10 CFR Part 20 Appendix 10 CFR Part 40 and 40 CFR Part 192 was
used as criteria in final designs under this reclamation plan In addition the following documents
also provided guidance
H\USERS\WMRCPLN\SECTO3Rev3.RPfliuly 2000
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Environmental Protection Agency EPA 1994 The Hydrologic Evaluation of Landfill
Performance HELP Model Version EPAI600/R-94/168b September
Nuclear Regulatory Commission NRC 1989 Regulatory Guide 3.64 Task WM-503-4
Calculation of Radon Flux Attenuation by Earthen Uranium Mill Tailings Covers March
NRC 1980 Final Staff Technical Position Design of Erosion Protection Covers for
Stabilization of Uranium Mill Tailings Sites August
NUREG/CR-4620 Nelson Abt et al 1986 Methodologies for Evaluating
Long-Term Stabilization Designs of Uranium Mill Tailings Impoundments June
NUREG/CR-465 1987 Development of Riprap Design Criteria by Riprap Testing in
Flumes Phase May
Department of Energy 1988 Effect of Freezing and Thawing on UMTRA Covers
Albuquerque New Mexico October
3.3.2 Radon Flux Attenuation
The Environmental Protection Agency EPA rules in 40 Code of Federal Regulation CFR Part 192
require that uranium tailings cover be designed to produce reasonable assurance that the radon
222 release rate would not exceed 20 pCi/m2/sec for period of 1000 years to the extent reasonably
achievable and in any case for at least 200 years when averaged over the disposal area over at least
one year period NRC 1989 NRC regulations presented in 10 CFR Part 40 also restrict radon
flux to less than 20 pCi/m2/sec The following sections present the analyses and design for soil
cover which meets this requirement
3.3.2.1 Predictive Analysis
The soil cover for the tailings cells at White Mesa Mill was evaluated for attenuation of radon gas
using the digital computer program RADON presented in the NRCs Regulatory Guide 3.64 Task
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WM 503-4 entitled Calculation of Radon Flux Attenuation by Earthen Uranium Mill Tailings
Covers The RADON model calculates radon-222 flux attenuation by multi-layered earthen
uranium mill tailings covers and determines the minimum cover thickness required to meet NRC
and EPA standards The RADON model uses the following soil properties in the calculation
process
Soil layer thickness cm
Soil porosity percent
Density centimeter gm/cm3
Weight percent moisture percent
Radium activity piC/g
Radon emanation coefficient unitless and
Diffusion coefficient centimeters-per-second cm2/sec
Physical and radiological properties for tailings and random fill were analyzed by Chen and
Associates 1987 and Rogers and Associates 1988 Clay physical data from Section 16 was
analyzed by Advanced Terra Testing 1996 and Rogers and Associates 1996 Additional testing
of cover materials was performed in April 1999 The test results are included in Attachment See
Appendix previously submitted for additional laboratory test results
The RADON model was performed for the following cover section from top to bottom
two feet compacted random fill frost barrier
one foot compacted clay and
minimum of three feet random fill occupying the freeboard space between the tailings
and clay layer platform fill
The top one foot of the lower random fill clay layer and two foot upper random fill are compacted
H\USERS\WMRCPLN\SECTO3Rev3.RPTUuIy 2000
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to 95 percent maximum dry density The top riprap layer was not included as part of the soil cover
for the radon attenuation calculation
The most current RADON modeling is included in Attachment
The results of the RADON modeling exercise based on two
different compaction scenarios show
that the uranium tailings cover configuration will attenuate radon flux emanating from the tailings
to level of 18.2 to 19.8 pCi/m2/sec This number was conservatively calculated as it takes into
account the freeze/thaw effect on the uppermost part 6.8 inches of the cover Section 3.3.4 The
soil cover and tailing parameters used to run the RADON model in addition to the RADON input
and output data files are presented in Appendix as part of the Radon Calculation brief See
Appendix in the Tailings Cover Design report previously submitted in its entirety as Appendix
and the most current model included as Attachment to this submittal Based on the model
results the soil cover design of six-foot thickness will meet the requirements of 40 CFR Part 192
and 10 CFR Part 40
3.3.2.2 Empirical Data
Radon gas flux measurements have been made at the White Mesa Mill tailings piles over Cells and
see Appendix Currently these cells are partially covered with three to four feet of random fill
Radon flux measurements averaged over the covered areas were as follows EFN 1994-1996 JUC
1997-1998
1994 1995 1996 1997 1998
Cell 7.7 pCi/m2/sec 6.1 pCi/m2/sec 14.2 pCi/m2/sec 7.4 pCi/m2/sec 9.8 pCi/m2lsec
Cell 7.5 pCi/m2/sec 11.1 pCiIm2/sec 22.4 pCi/m2/sec 14.5 pCi/m2/sec 23.8 pCi/m2/sec
HAUSERS\WMRCPLN\SECTO3Rev3.RPT\JuIy 2000
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Empirical data suggest that the random fill cover alone is currently providing an effective barrier
to radon flux Thus the proposed tailings cover configuration which is thicker moisture adjusted
contains clay layer and is compacted is expected to attenuate the radon flux to level below that
predicted by the RADON model The field radon flux measurements confirm the conservatism of
the cover design This conservatism is useful however to guarantee compliance with NRC
regulations under long term climatic conditions over the required design life of 200 to 1000 years
3.3.3 Infiltration Analysis
The tailings ponds at White Mesa Mill are lined with synthetic geomembrane liners which under
certain climatic conditions could potentially lead to the long-term accumulation of water from
infiltration of precipitation Therefore the soil cover was evaluated to estimate the potential
magnitude of infiltration into the capped tailings ponds The Hydrologic Evaluation of Landfill
Performance HELP model Version 3.0 EPA 1994 was used for the analysis HELP is quasi
two-dimensional hydrologic model of water movement across into through and out of capped and
lined impoundments The model utilizes weather soil and engineering design data as input to the
model to account for the effects of surface storage snowmelt run-off infiltration
evapotranspiration vegetative growth soil moisture storage lateral subsurface drainage and
unsaturated vertical drainage on the specific design at the specified location
The soil cover was evaluated based on two-foot compacted random fill layer over one-foot thick
compacted clay layer The soil cover layers were modeled based on material placement at
minimum of 95 percent of the maximum dry density and within two percent of the optimum
moisture content per American Society for Testing and Materials ASTM requirements The top
riprap layer and the bottom random fill layer were not included as part of the soil cover for
infiltration calculations These two layers are not playing any role in controlling the infiltration
through the cover material
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The random fill will consist of clayey sands and silts with random amounts of gravel and rock-size
materials The average hydraulic conductivity of several samples of random fill was calculated
based on laboratory tests to be 8.87 io-7 cm/sec The hydraulic conductivity of the clay source
from Section 16 was measured in the laboratory to be 3.7 108 cm/sec Geotechnical soil properties
and laboratory data are presented in Appendix
Key HELP model input parameters include
Blanding Utah monthly temperature and precipitation data and HELP model default solar
radiation and evapotranspiration data from Grand Junction Colorado Grand Junction is
located northeast of Blanding in similar climate and elevation
Soil cover configuration identifying the number of layers layer types layer thickness and
the total covered surface area
Individual layer material characteristics identifying saturated hydraulic conductivity porosity
wilting point field capacity and percent moisture and
Soil Conservation Service runoff curve numbers evaporative zone depth maximum leaf area
index and anticipated vegetation quality
Water balance results as calculated by the HELP model indicate that precipitation would either run
off the soil cover or be evaporated Thus model simulations predict zero infiltration of surface water
through the soil cover as designed These model results are conservative and take into account the
freeze/thaw effects on the uppermost part 6.8 inches of the cover See Section 1.3 of the Tailings
Cover Design report Appendix The HELP model input and output for the tailings soil cover are
H\USERS\WMRCPLN\SECTO3Rev3.RPT\July 2000
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presented in the HELP Model calculation brief included in Appendix
3.3.4 Freeze/Thaw Evaluation
The tailings soil cover of one foot of compacted clay covered by two feet of random fill was
evaluated for freeze/thaw impacts Repeated freeze/thaw cycles have been shown to increase the
bulk soil permeability by breaking down the compacted soil structure
The soil cover was evaluated for freeze/thaw effects using the modified Berggren equation as
presented in Aitken and Berg 1968 and recommended by the NRC U.S Department of Energy
1988 This evaluation was based on the properties of the random fill and clay soil and
meteorological data from both Banding Utah and Grand Junction Colorado
The results of the freeze/thaw evaluation indicate that the anticipated maximum depth of frost
penetration on the soil cover would be less than 6.8 inches Since the random fill layer is two feet
thick the frost depth would be confined to this layer and would not penetrate into the underlying clay
layer The performance of the soil cover to attenuate radon gas flux below the prescribed standards
and to prevent surface water infiltration would not be compromised The input data and results of
the freeze/thaw evaluation are presented in the Effects of Freezing on Tailings Covers Calculation
brief included as Appendix in the Tailings Cover Design report which was previously submitted
as Appendix
3.3.5 Soil Cover Erosion Protection
riprap layer was designed for erosion protection of the tailings soil cover According to NRC
guidance the design must be adequate to protect the soil/tailings against exposure and erosion for
200 to 1000 years NRC 1990 Currently there is no standard industry practice for stabilizing
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tailings for 1000 years However by treating the embankment slopes as wide channels the
hydraulic design principles and practices associated with channel design were used to design stable
slopes that will not erode Thus conservative design based on NRC guidelines was developed
Engineering details and calculations are summarized in the Erosion Protection Calculation brief
provided in Appendix in the Tailings Cover Design report which was previously submitted as
Appendix
Riprap cover specifications for the top and side slopes were determined separately as the side slopes
are much steeper than the slope of the top of the cover The size and thickness of the riprap on the
top of the cover was calculated using the Safety Factor Method NUREG/CR-465 1987 while the
Stephenson Method NUREG/CR-4651 1987 was used for the side slopes These methodologies
were chosen based on NRC recommendations 1990
By the Safety Factor Method riprap dimensions for the top slope were calculated in order to achieve
slope safety factor of 1.1 For the top of the soil cover with slope of 0.2 percent the Safety
Factor Method indicated median diameter D50 riprap of 0.28 inches is required to stabilize the
top slope However this dimension must be modified based on the long-term durability of the
specific rock type to be used in construction The suitability of rock to be used as protective cover
has been assessed by laboratory tests to determine the physical characteristics of the rocks See
Attachment The North pit source has an over sizing factor of 9.85%The riprap sourced from
this pit should have D50 size of at least 0.31 inches and should have an overall layer thickness of
at least three inches on the top of the cover
Riprap dimensions for the side slopes were calculated using Stephenson Method equations The side
slopes of the cover are designed at 5H 1V At this slope Stephensons Method indicated the
unmodified riprap D50 of 3.24 inches is required Again assuming that the North pit material will
be used the modified D50 size of the riprap should be at least 3.54 inches with an overall layer
H\USERS\WMRCPLN\SECTO3Rev3.RPflJuly 2000
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thickness of at least inches
The potential of erosion damage due to overland flow sheetflow and channel scouring on the top
and side slopes of the cover including the riprap layer has been evaluated Overland flow
calculations were performed using site meteorological data cap design specifications arid guidelines
set by the NRC NUREG/CR-4620 1986 These calculations are included in Appendix of the
Tailings Cover Design report Appendix previously submitted According to the guidelines
overland flow velocity estimates are to be compared to permissiblevelocities which have been
suggested by the NRC to determine the potential for erosion damage When calculated overland
flow velocity estimates exceed permissible velocities additional cover protection should be
considered The permissible velocity for the tailings cover including the riprap layer is 5.0 to 6.0
feet-per-second ft./sec NUREG/CR-4620 The overland flow velocity calculated for the top of
the cover is less than 2.0 ft./sec and the calculated velocity on the side slopes is 4.9 ft./sec rock
apron will be constructed at the toe of high slopes and in areas where runoff might be concentrated
See Figure A-5.1-4 The design of the rock aprons is detailed in Attachment
3.3.6 Slope Stability Analysis
Static and pseudostatic analyses were performed to establish the stability of the side slopes of the
tailings soil cover The side slopes are designed at an angle of SH1V Because the side slope along
the southern section of Cell 4A is the longest and the ground elevation drops rapidly at its base this
slope was determined to be critical and is thus the focus of the stability analyses
The computer software package GSLOPE developed by MITRE Software Corporation has been
used for these analyses to determine the potential for slope failure GSLOPE applies Bishops
Method of slices to identify the critical failure surface and calculate factor of safety FOS The
slope geometry and properties of the construction materials and bedrock are input into the model
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These data and drawings are included in the Stability Analysis of Side Slopes Calculation brief
included in Appendix of the Tailings Cover Design report For this analysis competent bedrock
is designated at 10 feet below the lowest point of the foundation at 5540-foot elevation above
mean sea level msl This is conservative estimate based on the borehole logs supplied by Chen
and Associates 1979 which indicate bedrock near the surface
3.3.6.1 Static Analysis
For the static analysis Factor of Safety FOS of 1.5 or more was used to indicate an acceptable
level of stability The calculated FOS is 2.91 which indicates that the slope should be stable under
static conditions Results of the computer model simulations are included in Appendix of the
Tailings Cover Design report
3.3.6.2 Pseudostatic Analysis Seismicity
The slope stability analysis described above was repeated under pseudostatic conditions in order to
estimate FOS for the slope when horizontal ground acceleration of lOg is applied The slope
geometry and material properties used in this analysis are identical to those used in the stability
analysis FOS of 1.0 or more was used to indicate an acceptable level of stability under
pseudostatic conditions The calculated FOS is 1.903 which indicates that the slope should be stable
under dynamic conditions Details of the analysis and the simulation results are included in
Appendix of the Tailings Cover Design report
In June of 1994 Lawrence Livermore National Laboratory LLNL published report entitled
Seismic Hazard Analysis of Title II Reclamation Plans Lawrence Livermore National Laboratory
1994 which included section on seismic activity in southern Utah In the LLNL report
horizontal ground acceleration of 0.12g was proposed for the White Mesa site The evaluations
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made by LLNL were conservative to account for tectonically active regions that exist for example
near Moab Utah Although the LLNL report states that ..is located in region known
for its scarcity of recorded seismic events the stability of the cap design slopes using the LLNL
factor was evaluated The results of sensitivity analysis reveal that when considering horizontal
ground acceleration of 0.12g the calculated FOS is 1.778 which is still above the required value of
1.0 indicating adequate safety under pseudostatic conditions This analysis is also included in
Appendix of the Tailings Cover Design report probabilistic seismic risk analysis See
Attachment was performed in April 1999 during an evaluation of cover stability
3.3.7 Soil Cover-Animal Intrusion
To date the White Mesa site has experienced only minor problems with burrowing animals In the
long term no measures short of continual annihilation of target animals can prevent burrowing
However reasonable measures will discourage burrowing including
Total cover thickness of at least six-feet
Compaction of the upper three feet of soil cover materials to minimum of 95 percent and
the lower three feet to 80-90 percent based on standard Proctor ASTM D-698 and
Riprap placed over the compacted random fill material
3.3.8 Cover Material/Cover Material Volumes
Construction materials for reclamation will be obtained from on-site locations Fill material will be
available from the stockpiles that were generated from excavation of the cells for the tailings facility
If required additional materials are available locally to the west of the site clay material source
identified in Section 16 at the southern end of the White Mesa Mill site will be used to construct the
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one-foot compacted clay layer Riprap material will be produced from off-site sources
Detailed material quantities calculations are provided in Attachment Cost Estimates for
Reclamation of White Mesa Mill Facilities as part of the volume and costing exercise
H\USERS\WMRCPLN\SECTO3Rev3.RPT\JuIy 2000
ATTACHMENT
PLANS AND SPECIFICATIONS
FOR
RECLAMATION
OF
WH1TE MESA FACILITIES
BLANDING UTAH
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 17TH STREET SUITE 950
DENVER CO 80265
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TABLE OF CONTENTS
Page No
1.0 GENERAL A-i
2.0 CELL i-I RECLAMATION A-i
2.1 Scope A-i
2.2 Removal of Contaminated Materials A-i
2.2.i Raffinate Crystals A-i
2.2.2 Synthetic Liner A-2
2.2.3 Contaminated Soils A-2
2.3 Cell 1-I Tailings Area A-3
2.3.1 General A-3
2.3.2 Materials A-3
2.3.3 Borrow Sources A-3
2.4 Liner Construction A-3
2.4.i General A-3
2.4.2 Placement and Compaction A-4
2.4.2.1 Methods A-4
2.4.2.2 Moisture and Density Control A-S
2.5 Sedimentation Basin A-6
3.0 MILL DECOMMISSIONING A-8
3.1 Mill A-8
3.2 Mill Site A-iO
3.3 Windblown Contamination A-b
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TABLE OF CONTENTS continued Page No
3.3.1 Guidance A-12
3.3.2 General Methodology A-12
3.3.3 Scoping Survey A-13
3.3.4 Characterization and Remediation Control Surveys A-iS
3.3.5 Final Survey A-16
3.3.6 Employee Health and Safety A-16
3.3.7 Environment Monitoring A-17
3.3.8 Quality Assurance A-17
4.0 PLACEMENT METHODS A-20
4.1 Scrap and Debris A-20
4.2 Contaminated Soils and Raffinate Crystals A-21
4.3 Compaction Requirements A-21
5.0 RECLAMATION CAP CELLS fl2 AND A-22
5.1 Earth Cover A-22
5.2 Materials A-22
5.2.1 Physical Properties A-22
5.2.2 Borrow Sources A-29
5.3 Cover Construction A-29
5.3.1 General A-29
5.3.2 Placement and Compaction A-30
5.3.2.1 Methods A-30
5.3.2.2 Moisture and Density Control A-31
5.4 Monitoring Cover Settlement A-32
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TABLE OF CONTENTS continued Page No
5.4.1 Temporary Settlement Plates A-32
5.4.1.1 General A-32
5.4.1.2 Installation A-32
5.4.1.3 Monitoring Settlement Plates A-33
6.0 ROCK PROTECTION A-35
6.1 General A-35
6.2 Materials A-36
6.3 Placement A-37
7.0 QUALITY CONTROL/QUALITY ASSURANCE A-37
7.1 Quality Plan A-37
7.2 Implementation A-38
7.3 Quality Control Procedures A-38
7.4 Frequency of Quality Control Tests A-38
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1.0 GENERAL
The specifications presented in this section cover the reclamation of the White Mesa Mill facilities
2.0 CELL 1-I RECLAMATION
2.1 Scope
The reclamation of Cell 1-I consists of evaporating the cell to dryness removing raffinate crystals
synthetic liner and any contaminated soils and constructing clay lined area adjacent to and parallel
with the existing Cell 1-I dike for permanent disposal of contaminated material and debris from the
mill site decommissioning refered to as the Cell 1-I Tailings Area sedimentation basin will then
be constructed and drainage channel provided
2.2 Removal of Contaminated Materials
2.2.1 Raffinate Crystals
Raffinate crystals will be removed from Cell 1-I and transported to the tailings cells It is anticipated
that the crystals will have consistency similarto granular material when brought to the cells with
large crystal masses being broken down for transport Placement of the crystals will be performed
as granular fill with care being taken to avoid nesting of large sized material Voids around large
material will be filled with finer material or the crystal mass broken down by the placing equipment
Actual placement procedures will be evaluated by the QC officer during construction as crystal
materials are brought and placed in the cells
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2.2.2 Synthetic Liner
The PVC liner will be cut up folded when necessary removed from Cell 1-I and transported to
the tailings cells The liner material will be spread as flat as practical over the designated area After
placement the liner will be covered as soon as possible with at least one foot of soil crystals or other
materials for protection against wind as approved by the QC officer
2.2.3 Contaminated Soils
The extent of contamination of the mill site will be determined by scintillometer survey If
necessary correlation between scintillometer readings and U-natlRadium-226 concentrations will
be developed Scintillometer readings can then be used to define cleanup areas and to monitor the
cleanup Soil sampling will be conducted to confirm that the cleanup results in concentration of
Radium-226 averaged over any area of 100 square meters that does not exceed the background level
by more than
pCi/g averaged over the first 15 cm of soils below the surface and
15 pCi/g averaged over 15 cm thick layer of soils more than 15 cm below the surface
Where surveys indicate the above criteria have not been achieved the soil will be removed to meet
the criteria Soil removed from Cell 1-I will be excavated and transported to the tailings cells
Placement and compaction will be in accordance with Section 4.0 of these Plans and Specifications
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Cell 1-I Tailings Area
2.3.1 General
clay lined area will be constructed adjacent to and parallel with the existing Cell 1-I dike for
permanent disposal of contaminated material and debris from the mill site decommissioning the
Cell 1-I Tailings Area The area will be lined with 12 inches of clay prior to placement of
contaminated materials and installation of the final reclamation cap
2.3.2 Materials
Clays will have at least 40 percent passing the No 200 sieve The minimum liquid limit of these
soils will be 25 and the plasticity index will be 15 or greater These soils will classify as CL SC or
CH materials under the Unified Soil Classification System
2.3.3 Borrow Sources
Clay will be obtaned from suitable materials stockpiled on site during cell construction or will be
imported from borrow areas located in Section 16 T385 R22E SLM
2.4 Liner Construction
2.4.1 General
Placement of clay liner materials will be based on schedule determined by the availability of
contaminated materials removed from the mill decommissioning area in order to maintain optimum
moisture content of the clay liner prior to placing of contaminated materials
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2.4.2 Placement and Compaction
2.4.2.1 Methods
Placement of fill will be monitored by qualified individual with the authority to stop work and
reject material being placed The full 12 inches of the clay liner fill will be compacted to 95%
maximum dry density per ASTM 698
In all layers of the clay liner will be such that the liner will as far as practicable be free of lenses
pockets streaks or layers of material differing substantially in texture gradation or moisture content
from the surrounding material Oversized material will be controlled through selective excavation
of stockpiled material observation of placement by qualified individual with authority to stop work
and reject material being placed and by culling oversized material from the fill
If the moisture content of any layer of clay liner is outside of the Allowable Placement Moisture
Content specified in Table A-5.3.2.1-1 it will be moistened arid/or reworked with harrow scarifier
or other suitable equipment to sufficient depth to provide relatively uniform moisture content and
satisfactory bonding surface before the next succeeding layer of clay material is placed If the
compacted surface of any layer of clay liner material is too wet due to precipitation for proper
compaction of the earthfill material to be placed thereon it will be reworked with harrow scarifier
or other suitable equipment to reduce the moisture content to the required level shown in Table
5.3.2.1-1 It will then be recompacted to the earthfill requirements
No clay material will be placed when either the materials or the underlying material is frozen or
when ambient temperatures do not permit the placement or compaction of the materials to the
specified density without developing frost lenses in the fill
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2.4.2.2 Moisture and Density Control
As far as practicable the materials will be brought to the proper moisture content before placement
or moisture will be added to the material by sprinkling on the fill Each layer of the fill will be
conditioned so that the moisture content is uniform throughout the layer prior to and during
compaction The moisture content of the compacted liner material will be within the limits of
standard optimum moisture content as shown in Table A-5.3.2.1-l Material that is too dry or too
wet to permit bonding of layers during compaction will be rejected and will be reworked until the
moisture content is within the specified limits Reworking may include removal re-harrowing
reconditioning rerolling or combinations of these procedures
Density control of compacted clay will be such that the compacted material represented by samples
having dry density less than the values shown in Table A-S.3.2.l-l will be rejected Such rejected
material will be reworked as necessary and rerolled until dry density equal to or greater than the
percent of its standard Proctor maximum density shown in Table A-S .3.2.1-1
To determine that the moisture content and dry density requirements of the compacted liner material
are being met field and laboratory tests will be made at specified intervals taken from the compacted
fills as specified in Section 7.4 Frequency of Quality Control Tests
2.5 Sedimentation Basin
Cell 1-I will then be breached and constructed as sedimentation basin All runoff from the mill
area and immediately north of the cell will be routed into the sedimentation basin and will discharge
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onto the natural ground via the channel located at the southwest corner of the basin The channel
is designed to accommodate the PMF flood
sedimentation basin will be constructed in Cell 1-I as shown in Figure A-2.2.4-1 Grading will
be performed to promote drainage and proper functioning of the basin The drainage channel out
of the sedimentation basin will be constructed to the lines and grades as shown
H\USERS\WMRCPLN\ATA2Rcv3 July 2000
7___
a$i-I/i
tJ\
_1 T/2
ac--/
___l\\
If ft
I/_.3/-
L-E1_I--_j_c
-----T_-
---JHH-J--
--___7___I
/1
MILL YARD
tOP$L
/1 -11
--C
r-t
-r
--S
CELL EVAPORATION
AREA OF CELL
TO BE BREACHED
I__I
7k
3/
6t tsj
--1-
//0
a/3Ij
-4-
/4.//\
////
t/\I
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E73i---
ar /----sn
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REVISIONS
Date By Sedimentation Basin Detail
Figure A2.2.4---1
SCALE IN FEET
Scale1 200 Date Jon 1999 Celtirec
Author Drafted Sledd
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3.0 MILL DECOMMISSIONING
The following subsections detail decommissioning plans for the mill buildings and equipment the
mill site and windblown contamination
3.1 Mill
The uranium and vanadium processing areas of the mill including all equipment structures and
support facilities will be deconmiissioned and disposed of in tailings or buried on site as
appropriate All equipment including tankage and piping agitation equipment process control
instrumentation and switchgear and contaminated structures will be cut up removed and buried in
tailings prior to final cover placement Concrete structures and foundations will be demolished and
removed or covered with soil as appropriate These decommissioned areas would include but not
be limited to the following
Coarse ore bin and associated equipment conveyors and structures
Grind circuit including semi-autogeneous grind SAG mill screens pumps and
cyclones
The three preleach tanks to the east of the mill building including all tankage
agitation equipment pumps and piping
The seven leach tanks inside the main mill building including all agitation
equipment pumps and piping
The counter-current decantation CCD circuit including all thickeners and
equipment pumps and piping
Uranium precipitation circuit including all thickeners pumps and piping
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The two yellow cake dryers and all mechanical and electrical support equipment
including uranium packaging equipment
The clarifiers to the west of the mill building including the preleach thickener PLT
and claricone
The boiler and all ancillary equipment and buildings
The entire vanadium precipitation drying and fusion circuit
All external tankage not included in the previous list including reagent tanks for the
storage of acid ammonia kerosene water dry chemicals etc and the vanadium
oxidation circuit
The uranium and vanadium solvent extraction SX circuit including all SX and
reagent tankage mixers and settlers pumps and piping
The SX building
The mill building
The office building
The shop and warehouse building
The sample plant building
The sequence of demolition would proceed so as to allow the maximum use of support areas of the
facility such as the office and shop areas It is anticipated that all major structures and large
equipment will be demolished with the use of hydraulic shears These will speed the process
provide proper sizing of the materials to be placed in tailings and reduce exposure to radiation and
other safety hazards during the demolition Any uncontaminated or decontaminated equipment to
be considered for salvage will be released in accordance with the terms of Source Material License
Condition 9.10 As with the equipment for disposal any contaminated soils from the mill area will
be disposed of in the tailings facilities in accordance with Section 4.0 of the Specifications
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3.2 Mill Site
Contaminated areas on the mill site will be primarily superficial and include the ore storage area and
surface contamination of some roads All ore will have been previously removed from the ore
stockpile area All contaminated materials will be excavated and be disposed in one of the tailings
cells in accordance with Section 4.0 of these Plans and Specifications The depth of excavation will
vary depending on the extent of contamination and will be based on the criteria in Section 2.2.3 of
these Plans and Specifications
All ancillary contaminated materials including pipelines will be removed and will be disposed of by
disposal in the tailing cells in accordance with Section 4.0 of these Plans and Specifications
Disturbed areas will be covered graded and vegetated as required The proposed grading plan for
the mill site and ancillary areas is shown on Figure A-3 .2-1
3.3 Windblown Contamination
Windblown contamination is defined as mill derived contaminants dispersed by the wind to
surrounding areas The potential areas affected by windblown contamination will be surveyed using
scintillometers taking into account historical operational data from the Semi-annual Effluent Reports
and other guidance such as prevailing wind direction and historical background data Areas covered
by the existing Mill facilities and ore storage pad the tallings cells and adjacent stockpiles of random
fill clay and topsoil will be excluded from the survey Materials from these areas will be removed
in conjunction with final reclamation and deconmæssioning of the Mill and tailings cells
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3.3.1 Guidance
The necessity for remedial actions will be based upon an evaluation prepared by IEJC and approved
by the NRC of the potential health hazard presented by any windblown materials identified The
assessment will be based upon analysis of all pertinent radiometric and past land use information and
will consider the feasibility cost-effectiveness and environmental impact of the proposed remedial
activities and final land use All methods utilized will be consistent with the guidance contained in
NUREG-5849 Manual for Conducting Radiological Surveys in Support of License Termination
3.3.2 General Methodology
The facility currently monitors soils for the presence of Ra-226 Th-230 and natural uranium such
results being presented in the second semi-annual effluent report for each year Guideline values for
these materials will be determined and will form the basis for the cleanup of the White Mesa Mill
site and surrounding areas For purposes of determining possible windblown contamination areas
used for processing of uranium ores as well as the tailings and evaporative facilities will be excluded
from the initial scoping survey due to their proximity to the uranium recovery operations Those
areas include
The mill building including CCD Pre-Leach Thickener area uranium drying and
packaging clarifying and preleach
The SX building including reagent storage immediately to the east of the SX
building
The ore pad and ore feed areas
Tailings Cells No and 4A
Evaporative cell No 1-I
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The remaining areas of the mill will be divided up into two areas for purposes of windblown
determinations
The restricted area less the above areas and
halo around the restricted area
Areas within the restricted area as shown on Figure 3.2-1 will be initially surveyed on 30 30
meter grid as described below in Section 3.3.3 The halo around the suspected area of contamination
will also be initially surveyed on 50 50 meter grid using methodologies described below in
Section 3.3.3 Any areas which are found to have elevated activity levels will be further evaluated
as described in Sections 3.3.4 and 3.3.5 Initial surveys of the areas surrounding the Mill and tailings
area have indicated potential windblown contamination only to the north and east of the Mill ore
storage area and to the southwest of Cell as indicated on Figure 3.2-1
3.3.3 Scoping Survey
Areas contaminated through process activities or windblown contamination from the tailings areas
will be remediated to meet applicable cleanup criteria for Ra-226 Th-230 and natural uranium
Contaminated areas will be remediated such that the residual radionuclides remaining on the site
that are distinguishable from background will not result in dose that is greater than that which
would result from the radium soil standard pCi/gram above background
Soil cleanup verification will be accomplished by use of several calibrated betalgamma instruments
Multiple instruments will be maintained and calibrated to ensure availability during Remediation
efforts
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Initial soil samples will be chemically analyzed to determine on-site correlation between the gamma
readings and the concentration of radium thorium and uranium in the samples Samples will be
taken from areas known to be contaminated with only processed uranium materials i.e tailings sand
and windblown contamination and areas in which it is suspected that unprocessed uranium materials
i.e ore pad and windblown areas downwind of the ore pad are present The actual number of
samples used will depend on the correlation of the results between gamma readings and the Ra-226
concentration minimum of 35 samples of windblown tailings material and 15 samples of
unprocessed ore materials is proposed Adequate samples will be taken to ensure that graphs can
be developed to adequately project the linear regression lines and the calculated upper and lower 95
percent confidence levels for each of the instruments The 95 percent confidence limit will be used
for the guideline value for correlation between gamma readings and radium concentration Because
the unprocessed materials are expected to have proportionally higher values of uranium in relation
to the radium and thorium content the correlation to the beta/gamma readings are expected to be
different than readings from areas known to be contaminated with only processed materials Areas
expected to have contamination from both processed and unprocessed materials will be evaluated
on the more conservative correlation or will be cleaned to the radium standard which should ensure
that the uranium is removed
Radium concentration in the samples should range from 25%of the guideline value pCi/gram
above background for the area of interest through the anticipated upper range of radium
contamination Background radium concentrations have been gathered over 16 year period at
sample station BHV-3 located upwind and miles west of the White Mesa mill The radium
background concentration from this sampling is 0.93 pCi/gram This value will be used as an
interim value for the background concentration Prior to initiating cleanup of windblown
contamination systematic soil sampling program will be conducted in an area within miles of
the site in geologically similar areas with soil types and soil chemistry similar to the areas to be
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cleaned to determine the average background radium concentration or concentrations to be
ultimately used for the cleanup
An initial scoping survey for windblown contamination will be conducted based on analysis of all
pertinent radiometric and past land use information The survey will be conducted using calibrated
beta/gamma instruments on 30 meter by 30 meter grid Additional surveys will be conducted in
halo or buffer zone around the projected impact area The survey in the buffer area will be
conducted on 50 meter by 50 meter grid Grids where no readings exceed 75%of the guideline
value pCi/gram above background will be classified as unaffected and will not require
remediation
The survey will be conducted by walking path within the grid as shown in Figure A-3.3-l These
paths will be designed so that minimum of 10%of the area within the grid sidelines will be
scanned using an average coverage area for the instrument of one meter wide The instrument
will be swung from side to side at an elevation of six inches above ground level with the rate of
coverage maintained within the recommended duration specified by the specific instrument
manufacturer In no case will the scanning rate be greater than the rate of 0.5 meters per second
m/sec specified in NUREG/CR-5849 NRC 1992
3.3.4 Characterization and Remediation Control Surveys
After the entire subarea has been classified as affected or unaffected the affected areas will be
further scanned to identify areas of elevated activity requiring cleanup Such areas will be flagged
and sufficient soils removed to at minimum meet activity criteria Following such remediation
the area will be scanned again to ensure compliance with activity criteria calibrated beta/gamma
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instrument capable of detecting activity levels of less than or equal to 25 percent of the guideline
values will be used to scan all the areas of interest
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3.3.5 Final Survey
After removal of contamination final surveys will be taken over remediated areas Final surveys
will be calculated and documented within specific 10 meter by 10 meter grids with sample point
locations as shown in Figure A-3.3.2 Soil samples from 10%of the surveyed grids will be
chemically analyzed to confirm the initial correlation factors utilized and confirm the success of
cleanup effort for radium thorium and uranium Ten 10 percent of the samples chemically
analyzed will be split with duplicate sent to an off site laboratory Spikes and blanks equal in
number to 10 percent of the samples that are chemically analyzed will be processed with the
samples
3.3.6 Employee Health and Safety
Programs currently in place for monitoring of exposures to employees will remain in effect
throughout the time period during which tailings cell reclamation mill decommissioning and clean
up of windblown contamination are conducted This will include personal monitoring film
badges/TLDs and the ongoing bioassay program Access control will be maintained at the
Restricted Area boundary to ensure employees and equipment are released from the site in
accordance with the current License conditions In general no changes to the existing programs are
expected and reclamation activities are not expected to increase exposure potential beyond the
current levels
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3.3.7 Environment Monitoring
Existing environmental monitoring programs will continue during the time period in which
reclamation and decommissioning is conducted This includes monitoring of surface and
groundwater airborne particulates radon soils and vegetation according to the existing License
conditions In general no changes to the existing programs are expected and reclamation activities
are not expected to increase exposure potential beyond the current levels
3.3.8 Quality Assurance
At least six months prior to beginning of decommission activities detailed Quality Assurance
Plan will be submitted for NRC approval The Plan will be in accordance with Regulatory Guide
4.15 Quality Assurance for Radiological Monitoring Programs In general the Plan will detail the
Companys organizational structure and responsibilities qualifications of personnel operating
procedures and instructions record keeping and document control and quality control in the
sampling procedure and outside laboratory The Plan will adopt the existing quality
assurance/quality control procedure utilized in compliance with the existing License
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55
30 meters
30 meters
55 SCANNING PATH
S4
FIGURE A-S3-I
TYPICAL SCANNINS PATH
SCOPIN SURVEY
IC METERS
LOCATION OF SYSTEMATIC SOIL SAMPLING
FISURE A-33--2
STANCAW SAMPLIN PATTERN FOR
StSTEMATC SUR\/Et OF SOIL
IC METERS
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
4.0 PLACEMENT METHODS
4.1 Scrap and Debris
The scrap and debris will have maximum dimension of 20 feet and maximum volume of 30 cubic
feet Scrap exceeding these limits will be reduced to within the acceptable limits by breaking
cutting or other approved methods Empty drums tanks or other objects having hollow volume
greater than five cubic feet will be reduced in volume by at least 70 percent If volume reduction is
not feasible openings will be made in the object to allow soils tailings and/or other approved
materials to enter the object at the time of covering on the tailings cells The scrap after having been
reduced in dimension and volume if required will be placed on the tailings cells as directed by the
QC officer
Any scrap placed will be spread across the top of the tailings cells to avoid nesting and to reduce the
volume of voids present in the disposed mass Stockpiled soils contaminated soils tailings and/or
other approved materials will be placed over and into the scrap in sufficient amount to fill the voids
between the large pieces and the volume within the hollow pieces to form coherent mass It is
recognized that some voids will remain because of the scrap volume reduction specified and because
of practical limitations of these procedures Reasonable effort will be made to fill the voids The
approval of the Site Manager or designated representative will be required for the use of materials
other than stockpiled soils contaminated soils or tailings for the purpose of filling voids
H\USERS\WMRCPLN\ATA2Rev3 July 2000
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Thternational Uranium USA Corp
White Mesa Mill Reclamation Plan
4.2 Contaminated Soils and Raffinate Crystals
The various materials will not be concentrated in thick deposits on top of the tailings but will be
spread over the working surface as much as possible to provide relatively uniform settlement and
consolidation characteristics of the cleanup materials
4.3 Compaction Requirements
The scrap contaminated soils and other materials for the first lift will be placed over the existing
tailings surface to depth of up to four feet thick in bridging lift to allow access for placing and
compacting equipment The first lift will be compacted by the tracking of heavy equipment such
as Caterpillar D6 Dozer or equivalent at least four times prior to the placement of subsequent
lift Subsequent layers will not exceed two feet and will be compacted to the same requirements
During construction the compaction requirements for the crystals will be reevaluated based on field
conditions and modified by the Site Manager or designated representative with the agreement of
the NRC Project Manager
The contaminated soils and other cleanup materials after the bridging lift will be compacted to at
least 80 percent of standard Proctor maximum density ASTM D-698
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
5.0 RECLAMATION CAP CELLS 1-12 AND
5.1 Earth Cover
multi-layered earthen cover will be placed over tailings Cells and and portion of Cell 1-I
used for disposal of contaminated materials the Celll-I Tailings Area The general grading plan
is shown on Drawing A-5.1-1 Reclamation cover cross-sections are shown on Drawings A-5.1-2
and A-5.1-3
5.2 Materials
5.2.1 Physical Properties
The physical properties of materials for use as cover soils will meet the following
Random Fill Platform Fill and Frost Barrier
These materials will be mixtures of clayey sands and silts with random amounts of gravel and rock
size material In the initial bridging lift of the platform fill rock sizes of up to 2/3 of the thickness
of the lift will be allowed On all other random fill lifts rock sizes will be limited to 2/3 of the lift
thickness with at least 30 percent of the material finer than 40 sieve For that portion passing the
No 40 sieve these soils will classify as CL SC MC or SM materials under the Unified Soil
Classification System Oversized material will be controlled through selective excavation at the
stockpiles and through the utilization of grader bulldozer or backhoe to cull oversize from the fill
H\USERS\WMRCPLN\ATA2Rev3O July 2000
Page A-24
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Clay Layer Materials
Clays will have at least 40 percent passing the No 200 sieve The minimum liquid limit of these
soils will be 25 and the plasticity index will be 15 or greater These soils will classify as CL SC or
CII materials under the Unified Soil Classification System
H\USERS\WMRCPLN\ATA2Rev3 July 2000
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DATE BY REViSIONS International Uranium USA Corporation
White Mesa Mill
Sections D-D B-B from
Figure A-5 1-1 of Reclamation Plan
DESIGN RAH DRAWN RAIl SHEET
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International Uranium USA Corporation
White Mesa Mill
FIGURE A5.14
Rock Apron at Base of Toe of Cell Outsiope
Ins
16202A.OWG
Page A-20
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
5.2.2 Borrow Sources
The sources for soils for the cover materials are as follows
Random Fill Platform and Frost Barrier stockpiles from previous cell construction
activities currently located to the east and west of the tailing facilities
Clay will be from suitable materials stockpiled on site during cell construction or
will be imported from borrow areas located in Section 16 T38S R22E SLM
Rock Armor will be produced through screening of alluvial gravels located in
deposits mile north of Blanding Utah miles north of the mill site
5.3 Cover Construction
5.3.1 General
Placement of cover materials will be based on schedule determined by analysis of settlement data
piezometer data and equipment mobility considerations Settlement plates and piezometers will be
installed and monitored in accordance with Section 5.4 of these Plans and Specifications
5.3.2 Placement and Compaction
5.3.2.1 Methods
Platform Fill
An initial lift of to feet of random fill will be placed over the tailings surface to form stable
working platform for subsequent controlled fill placement This initial lift will be placed by pushing
random fill material or contaminated materials across the tailings in increments slowly enough that
H\USERS\WMRCPLN\ATA2.May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
the underlying tailings are displaced as little as possible Compaction ofthe initial lift will be limited
to what the weight of the placement equipment provides The maximum rock size as far as
practicable in the initial lift is 2/3 of the lift thickness Placement of fill will be monitored by
qualified individual with the authority to stop work and reject material being placed The top surface
top 1.0 feet of the platform fill will be compacted to 90%maximum dry density per ASTM 698
Frost Barrier Fill
Frost barrier fill will be placed above the clay cover in 12- inch lifts with particle size limited to 2/3
of the lift thickness Frost barrier material will come from the excavation of random fill stockpiles
If oversized material is observed during the excavation of fill material it will be removed as far as
practicable before it is placed in the fill
In all layers of the cover the distribution and gradation of the materials throughout each fill layer
will be such that the fill will as far as practicable be free of lenses pockets streaks or layers of
material differing substantially in texture gradation or moisture content from the surrounding
material Nesting of oversized material will be controlled through selective excavation of stockpiled
material observation of placement by qualified individual with authority to stop work and reject
material being placed and by culling oversized material from the fill utilizing grader Successive
loads of material will be placed on the fill so as to produce the best practical distribution of material
If the compacted surface of any layer of fill is too dry or smooth to bond properly with the layer of
material to be placed thereon it will be moistened and/or reworked with harrow scarifier or other
suitable equipment to sufficient depth to provide relatively uniform moisture content and
satisfactory bonding surface before the next succeeding layer of earthfill is placed If the compacted
surface of any layer of earthfill in-place is too wet due to precipitation for proper compaction of the
earthfill material to be placed thereon it will be reworked with harrow scarifier or other suitable
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
equipment to reduce the moisture content to the required level shown in Table 5.3.2.1 -1 It will then
be recompacted to the earthfill requirements
No material will be placed when either the materials or the underlying material is frozen or when
ambient temperatures do not permit the placement or compaction of the materials to the specified
density without developing frost lenses in the fill
5.3.2.2 Moisture and Density Control
As far as practicable the materials will be brought to the proper moisture content before placement
on tailings or moisture will be added to the material by sprinkling on the earthfill Each layer of the
fill will be conditioned so that the moisture content is uniform throughout the layer prior to and
during compaction The moisture content of the compacted fill will be within the limits of standard
optimum moisture content as shown in Table 5.3.2.1-1 Material that is too dry or too wet to permit
bonding of layers during compaction will be rejected and will be reworked until the moisture content
is within the specified limits Reworking may include removal re-harrowing reconditioning
rerolling or combinations of these procedures
Density control of compacted soil will be such that the compacted material represented by samples
having dry density less than the values shown in Table 5.3.2.1-1 will be rejected Such rejected
material will be reworked as necessary and rerolled until dry density equal to or greater than the
percent of its standard Proctor maximum density shown in Table 5.3.2.1-1
To determine that the moisture content and dry density requirements of the compacted fill are being
met field and laboratory tests will be made at specified intervals taken from the compacted fills as
specified in Section 7.4 Frequency of Quality Control Tests
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White Mesa Mill Reclamation Plan
5.4 Monitoring Cover Settlement
5.4.1 Temporary Settlement Plates
5.4.1.1 General
Temporary settlement plates will be installed in the tailings Cells At the time of cell closure
monitoring program will be proposed to the NRC Data collected will be analyzed and the
reclamation techniques and schedule adjusted accordingly
5.4.1.2 Installation
At the time of cell closure or during the placement of interim cover temporary settlement plates will
be installed These temporary settlement plates will consist of corrosion resistant steel plate 1/4
inch thick and two foot square to which one inch diameter corrosion resistant monitor pipe has
been welded The one inch monitor pipe will be surrounded by three inch diameter guard pipe
which will not be attached to the base plate
The installation will consist of leveling an area on the existing surface of the tailings and placing
the base plate directly on the tailings minimum three feet of initial soil or tailings cover will be
placed on the base plate for minimum radial distance of five feet from the pipe
5.4.1.3 Monitoring Settlement Plates
Monitoring of settlement plates will be in accordance with the program submitted to and approved
by the NRC Settlement observations will be made in accordance with Quality Control Procedure
QC-6-WM Monitoring of Temporary Settlement Plates
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White Mesa Mill Reclamation Plan
5.2.2 Borrow Sources
The sources for soils for the cover materials are as follows
Random Fill Platform and Frost Barrier stockpiles from previous cell construction
activities currently located to the east and west of the tailing facilities
Clay will be from suitable materials stockpiled on site during cell construction or
will be imported from borrow areas located in Section 16 T38S R22E SLM
Rock Armor will be produced through screening of alluvial gravels located in
deposits mile north of Blanding Utah miles north of the mill site
5.3 Cover Construction
5.3.1 General
Placement of cover materials will be based on schedule determined by analysis of settlement data
piezometer data and equipment mobility considerations Settlement plates and piezometers will be
installed and monitored in accordance with Section 5.4 of these Plans and Specifications
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White Mesa Mill Reclamation Plan
5.3.2 Placement and Compaction
5.3.2.1 Methods
Platform Fill
An initial lift of to feet of random fill will be placed over the tailings surface to form stable
working platform for subsequent controlled fill placement This initial lift will be placed by pushing
random fill material or contaminated materials across the tailings in increments slowly enough that
the underlying tailings are displaced as little as possible Compaction of the initial lift will be limited
to what the weight of the placement equipment provides The maximum rock size as far as
practicable in the initial lift is 2/3 of the lift thickness Placement of fill will be monitored by
qualified individual with the authority to stop work and reject material being placed The top surface
top 1.0 feet of the platform fill will be compacted to 90%maximum dry density per ASTM 698
Frost Barrier Fill
Frost barrier fill will be placed above the clay cover in 12- inch lifts with particle size limited to 2/3
of the lift thickness Frost barrier material will come from the excavation of random fill stockpiles
If oversized material is observed during the excavation of fill material it will be removed as far as
practicable before it is placed in the fill
In all layers of the cover the distribution and gradation of the materials throughout each fill layer
will be such that the fill will as far as practicable be free of lenses pockets streaks or layers of
material differing substantially in texture gradation or moisture content from the surrounding
material Nesting of oversized material will be controlled through selective excavation of stockpiled
material observation of placement by qualified individual with authority to stop work and reject
material being placed and by culling oversized material from the fill utilizing grader Successive
loads of material will be placed on the fill so as to produce the best practical distribution of material
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White Mesa Mill Reclamation Plan
If the compacted surface of any layer of fill is too dry or smooth to bond properly with the layer of
material to be placed thereon it will be moistened andlor reworked with harrow scarifier or other
suitable equipment to sufficient depth to provide relatively uniform moisture content and
satisfactory bonding surface before the next succeeding layer of earthfill is placed If the compacted
surface of any layer of earthfill in-place is too wet due to precipitation for proper compaction of the
earthfill material to be placed thereon it will be reworked with harrow scarifier or other suitable
equipment to reduce the moisture content to the required level shown in Table 5.3.2.1 -1 It will then
be recompacted to the earthfill requirements
No material will be placed when either the materials or the underlying material is frozen or when
ambient temperatures do not permit the placement or compaction of the materials to the specified
density without developing frost lenses in the fill
5.3.2.2 Moisture and Density Control
As far as practicable the materials will be brought to the proper moisture content before placement
on tailings or moisture will be added to the material by sprinkling on the earthfill Each layer of the
fill will be conditioned so that the moisture content is uniform throughout the layer prior to and
during compaction The moisture content of the compacted fill will be within the limits of standard
optimum moisture content as shown in Table 5.3.2.1-1 Material that is too dry or too wet to permit
bonding of layers during compaction will be rejected and will be reworked until the moisture content
is within the specified limits Reworking may include removal re-harrowing reconditioning
rerolling or combinations of these procedures
Density control of compacted soil will be such that the compacted material represented by samples
having dry density less than the values shown in Table 5.3.2.1-1 will be rejected Such rejected
material will be reworked as necessary and rerolled until dry density equal to or greater than the
percent of its standard Proctor maximum density shown in Table 5.3.2.1-1
Fl\USERS\WMRCPLN\ATA2Rev3 July 2000
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
To determine that the moisture content and dry density requirements of the compacted fill are being
met field and laboratory tests will be made at specified intervals taken from the compacted fills as
specified in Section 7.4 Frequency of Quality Control Tests
5.4 Monitoring Cover Settlement
5.4.1 Temporary Settlement Plates
5.4.1.1 General
Temporary settlement plates will be installed in the tailings Cells At the time of cell closure
monitoring program will be proposed to the NRC Data collected will be analyzed and the
reclamation techniques and schedule adjusted accordingly
5.4.1.2 Installation
At the time of cell closure or during the placement of interim cover temporary settlement plates will
be installed These temporary settlement plates will consist of corrosion resistant steel plate 1/4
inch thick and two foot square to which one inch diameter corrosion resistant monitor pipe has
been welded The one inch monitor pipe will be surrounded by three inch diameter guard pipe
which will not be attached to the base plate
The installation will consist of leveling an area on the existing surface of the tailings and placing
the base plate directly on the tailings minimum three feet of initial soil or tailings cover will be
placed on the base plate for minimum radial distance of five feet from the pipe
5.4.1.3 Monitoring Settlement Plates
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Monitoring of settlement plates will be in accordance with the program submitted to and approved
by the NRC Settlement observations will be made in accordance with Quality Control Procedure
QC-l6-WM Monitoring of Temporary Settlement Plates
H\USERS\WMRCPLN\ATA2Rev3 July 2000
TABLE A-5.3.2.1-1
Placement and Compaction Criteria
Reclamation Cover Materials
Allowable Placement
Moisture Content
Maximum Per Cent from Optimum
Cover Layer Lift Thickness Compaction Moisture Content
Platform Fill Feet Bridging Lift 80
iFoot 90
Clay Layer Foot 95 to
Frost Barrier Feet 95
ifiprap
Top of Tails Inches
Slope Inches
Note
Compaction of the bridging lift is dependent on stability of fill and equipment used
Percent Compaction is based on standard Proctor dry density ASTM D-698
Optimum moisture content of soil will be determined by ASTM D-2216 or D-4643 methods
March 30 1999 137PM Revision
Page A-36
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
6.0 ROCK PROTECTION
6.1 General
The side slopes of the reclaimed cover will be protected by rock surfacing Drawings 5.1-1 5.1-2
and 5.1-3 show the location of rock protection with the size thickness and gradation requirements
for the various side slopes
riprap layer was designed for erosion protection of the tailings soil cover According to NRC
guidance the design must be adequate to protect the soil/tailings against exposure and erosion for
200 to 1.000 years NRC 1990 Currently there is no standard industry practice for stabilizing
tailings for 1000 years However by treating the embankment slopes as wide channels the
hydraulic design principles and practices associated with channel design were used to design stable
slopes that will not erode Thus conservative design based on NRC guidelines was developed
Engineering details and calculations are summarized in the Tailings Cover Design report Appendix
Riprap cover specifications for the top and side slopes were determined separately as the side slopes
are much steeper than the slope of the top of the cover The size and thickness of the riprap on the
top of the cover was calculated using the Safety Factor Method NUREG/CR-465 1987 while the
Stephenson Method NUREG/CR-4651 1987 was used for the side slopes These methodologies
were chosen based on NRC recommendations 1990
By the Safety Factor Method riprap dimensions for the top slope were calculated in order to achieve
slope safety factor of 1.1 For the top of the soil cover with slope of 0.2 percent the Safety
Factor Method indicated median diameter D50 riprap of 0.28 inches is required to stabilize the
top slope However this dimension must be modified based on the long-term durability of the
specific rock type to be used in construction The suitability of rock to be used as protective cover
H\USERS\WMRCPLN\ATA2Rev3 July 2000
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White Mesa Mill Reclamation Plan
has been assessed by laboratory tests to determine the physical characteristics of the rocks The
gravels sourced from pits located north of Blanding require an oversizing factor of 9.35%
Therefore riprap created from this source should have D50 size of at least 0.306 inches and should
have an overall layer thickness of at least three inches on the top of the cover From practical
construction standpoint the minimum rock layer thickness may be up to six inches
Riprap dimensions for the side slopes were calculated using Stephenson Method equations The side
slopes of the cover are designed at 5H 1V At this slope Stephensons Method indicated the
unmodified riprap D50 of 3.24 inches is required Again assuming that the gravel from north of
Blanding will be used the modified D50 size of the riprap should be at least 3.54 inches with an
overall layer thickness of at least inches
6.2 Materials
Materials utilized for riprap applications will meet the following specifications
Location D50 Size D100 Size Layer Thickness
Top Surface 0.3 0.6
Slope Surface 3.5
Toe Apron 6.4 12 24
Riprap will be supplied to the project from gravel sources located north of the project site Riprap
will be screened product
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White Mesa Mill Reclamation Plan
Riprap quality will be evaluated by methods presented in NUREG/1623 Design of Erosion
Protection for Long-Term Stabilization Size adjustment will be made in the riprap for materials not
meeting the quality criteria
6.3 Placement
Riprap material will be hauled to the reclaimed surfaces and placed on the surfaces using belly dump
highway trucks and road graders Riprap will be dumped by trucks in windrows and the grader will
spread the riprap in manner to minimize segregation of the material Depth of placement will be
controlled through the establishment of grade stakes placed on 200 200 foot grid on the top of
the cells and by 100 100 foot grid on the cell slopes Physical checks of riprap depth will be
accomplished through the use of hand dug test pits at the center of each grid in addition to
monitoring the depth indicated on the grade stakes Placement of the riprap will avoid accumulation
of riprap sizes less than the minimum D50 size and nesting of the larger sized rock The riprap layer
will be compacted by at least two passes by D-7 Dozer or equivalent in order to key the rock for
stability
7.0 QUALITY CONTROL/QUALITY ASSURANCE
7.1 Ouality Plan
Quality Plan has been developed for construction activities for the White Mesa Project The
Quality Plan includes the following
QC/QA Definitions Methodology and Activities
Organizational Structure
Surveys Inspections Sampling and Testing
Changes and Corrective Actions
H\USERS\WMRCPI N\ATA2Rev3 July 2000
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Documentation Requirements
Quality Control Procedures
7.2 Implementation
The Quality Plan will be implemented upon initiation of reclamation work
7.3 Ouality Control Procedures
Quality control procedures have been developed for reclamation and are presented in Attachment
of this Reclamation Plan Procedures will be used for all testing sampling and inspection
functions
7.4 Frequency of Ouality Control Tests
The frequency of the quality control tests for earthwork will be as follows
The frequency of the field density and moisture tests will be not less than one test per 1000
cubic yards CY of compacted contaminated material placed and one test per 500 CY of
compacted random fill radon barrier or frost barrier minimum of two tests will be taken
for each day that an applicable amount of fill is placed in excess of 150 CY minimum of
one test per lift and at least one test for every full shift of compaction operations will be
taken
Field density/moisture tests will be performed utilizing nuclear density gauge ASTM
2922 density and ASTM D-30l7 moisture content Correlation tests will be performed at
rate of one for every five nuclear gauge tests for compacted contaminated materials one
H\USERS\WMRCPLN\ATA2Ruv3_O July 2000
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White Mesa Mill Reclamation Plan
per 2500 CY placed and one for every ten nuclear gauge tests for other compacted materials
one per 5000 CY of material placed Correlation tests will be sand cone tests ASTM
1556 for density determination and oven drying method ASTM D-2216 for moisture
determination
Gradation and classification testing will be performed at minimum of one test per 2000 CY
of upper platform fill and frost barrier placed minimum of one test will be performed for
each 1000 CY of radon barrier material placed For all materials other than random fill and
contaminated materials at least one gradation test will be run for each day of significant
material placement in excess of 150 CY
Atterberg limits will be determined on materials being placed as radon barrier Radon barrier
material will be tested at rate of at least once each day of significant material placement in
excess of 150 CY Samples should be randomly selected
Prior to the start of field compaction operations appropriate laboratory compaction curves
will be obtained for the range of materials to be placed During construction one point
Proctor tests will be performed at frequency of one test per every five field density tests
one test per 2500 CY placed Laboratory compaction curves based on complete Proctor
tests will be obtained at frequency of approximately one for every 10 to 15 field density
tests one lab Proctor test per 5000 CY to 7500 CY placed depending on the variability
of materials being placed
For riprap materials each load of material will be visually checked against standard piles for
gradation prior to transport to the tailings piles
Prior to delivery of any riprap materials to the site rock durability tests will be performed for
each gradation to be used Test series for riprap durability will include specific gravity
absorption sodium soundness and LA abrasion During construction additional test series
H\USERS\WMRCPLN\ATA2Rev3_O July2000
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White Mesa Mill Reclamation Plan
and gradations will be performed for each type of riprap when approximately one-third 1/3
and two-thirds 2/3 of the total volume of each type have been produced or delivered For
any type of riprap where the volume is greater than 30000 CY test series and gradations
will be performed for each additional 10000 CY of riprap produced or delivered
H\USERS\WMRCPLN\ATA2Rev3O July 2000
ATTACHMENT
QUALITY PLAN
FOR
CONSTRUCTION ACTIVITIES
WHITE MESA PROJECT
BLANDING UTAH
PREPARED BY
INTERNATIONAL URANIUM USA CORP
1050 17th STREET SUITE 950
DENVER COLORADO 80265
H\USERS\WMRCPLMATTBRPT\May 1999
Page B-i
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
TABLE OF CONTENTS
Page No
1.0 GENERAL B-i
1.1 SCOPE OF QUALITY PLAN B-i
i.2 QUALITY PLAN OBJECTIVES B-i
1.3 DEFiNITIONS B-2
1.4 QUALITY CONTROL/QUALITY ASSURANCE B-3
1.4.1 Methodology B-3
1.4.1.1 Flow of Activities B-3
1.4.1.2 Compliance Reports B-3
1.4.2 Quality Control B-4
1.4.2.1 General B-4
1.4.2.2 Quality Control Activities B-4
1.4.3 Quality Assurance B-4
1.4.3.1 General B-4
1.4.3.2 Quality Assurance Activities B-5
1.4.3.2.1 Pre-qualification of QC Technicians B-5
1.4.3.2.2 Verification of Effectiveness of QC Program B-5
1.4.4 Documentation B-6
1.5 MONITORING B-6
H\USERS\WMRCPLN\ATTB.RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
TABLE OF CONTENTS continued
Page No
2.0 ORGANIZATIONAL STRUCTURE B-6
2.1 SCOPE B-6
2.2 ORGANIZATION B-7
2.3 DUTIES AND QUALIFICATIONS OF PERSONNEL B-7
2.3.1 Personnel Designations B-7
2.3.2 Site Manager B-7
2.3.2.1 Duties Responsibilities and Authority B-7
2.3.3 Designated Representative for Site Manager B-8
2.3.4 Quality Control Officer QCO B-8
2.3.4.1 Duties Responsibilities and Authority B-8
2.3.5 Designated Representative for QCO B-9
2.3.6 Quality Assurance Officer QAO B-b
2.3.6.1 Duties B-i0
2.3.7 Designated Representative of the Quality Assurance Officer B-i0
2.3.8 NRC Project Manager B-il
2.3.9 Quality Control Technicians QCT B-il
2.3.9.1 Duties B-li
2.3.9.2 Qualifications B-u
2.4 PROGRAM FOR INFORMATION FLOW B-i2
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
TABLE OF CONTENTS continued
Page No
B-17
B-17
B-17
2.4.1 Review of Documents B-12
2.4.2 Information Flow B-12
2.4.2.1 Internal Information Flow B-12
2.4.2.2 Information Flow to NRC B-13
3.0 SURVEYS INSPECTIONS SAMPLING AND TESTING B-13
3.1 SCOPE B-13
3.2 QUALITY CONTROL PROCEDURES B-15
3.3 FREQUENCY AND TYPE B-15
4.0 CHANGES AND CORRECTIVE ACTIONS B-15
4.1 SCOPE B-15
4.2 AUTHORITY OF PERSONNEL B-16
4.3 METHODOLOGY B-16
4.3.1 Field and Design Changes B-16
4.3.2 Corrective Actions B-16
5.0 DOCUMENTATION
5.1 SCOPE
5.2 PERSONNEL
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
TABLE OF CONTENTS continued
Page No
5.2.1 Document Control Officer DCO B-17
5.2.1.1 Duties B-17
5.3 FORMS B-18
It\USERS\WMRCPLN\ATTB.RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.0 GENERAL
1.1 SCOPE OF QUALITY PLAN
The following Quality Plan for Construction Activities Quality Plan describes how the
Construction Quality Control/Quality Assurance QC/QA activities are implemented
This Quality Plan includes the following
Organizational Structure
Surveys Inspections Sampling and Testing
Changes and Corrective Actions and
Documentation Requirements
1.2 QUALITY PLAN OBJECTIVES
The objectives of the Quality Plan are as follows
Ouality Control To verify that the construction is in accordance with the Plans and
Specifications
Oualitv Assurance To provide cross-checks and auditing functions on Quality
Control
Monitoring To provide the required information and data to evaluate the effects of
Construction Activities
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.3 DEFiNITIONS
Compliance Report report prepared by the QC Officer QCO upon completion of
Construction Segment Compliance Report requires the approval of the Site Manager Any
subsequent Construction Segment that is dependent upon successful completion of specific
Construction Segment cannot be initiated until Compliance Report is prepared and approved for
the previous dependent Construction Segment Compliance Reports are to be completed on Form
No F-23 which is attached in Part
Construction Task basic construction feature of Construction Project involving specific
Construction Activity
Construction Project The total authorized/approved Project that requires several Construction
Segments to complete
Design Change Changes made in Construction Project that alters or changes the intent of the
Plans and Specifications Design changes require approval of the Design Engineer and the Site
Manager or designated representative Design Changes are to be reported on Form No F-26
which is attached in Part
Field Change Changes made during construction to fit field conditions that do not alter the intent
of the Plans and Specifications Field Changes require approval of the Site Manager or designated
representative Field Changes are to be reported on Form No F-25 which is attached in Part
Final Construction Report report prepared by the Site Manager or designated representative
upon completion of Construction Project This report will be submitted to the NRC
H\USERS\WMRCPLN\ATTB.RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.4 QUALITY CONTROL/QUALITY ASSURANCE
1.4.1 Methodology
1.4.1.1 Flow of Activities
Figure shows the general relationships of Quality Control and Quality Assurance activities in the
performance of the Construction Activities for given work area The Quality Control Activities
implemented with standardized QC procedures provide the necessary tests and observations for the
construction sampling and monitoring process Quality Assurance audits and reviews will provide
oversight of the QC Activities
1.4.1.2 Compliance Reports
For each project the Quality Plan requires Compliance Report at the successful completion of
Construction Segment The Construction Tasks making up Construction Segment will be
determined to be in compliance with the Plans and Specifications by the QCO Compliance
Report will then be prepared by the QCO with copy to the NRC Project Manager and submitted
to the Site Manager for approval before the next dependent phase of construction can begin The
Site Manager will review Quality Control data Quality Assurance documentation and review any
observations before approving the Compliance Report
After the Construction Project has been completed Final Construction Report will be prepared by
the Site Manager or designated representative for submittal to the NRC
\USERS\WMRCPLN\ATTBRPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.4.2 Oualitv Control
1.4.2.1 General
Quality Control QC will be conducted by the QCO or designated representative Hereinafter
referred to as the QCO The QCO will implement the QC Program
1.4.2.2 Quality Control Activities
Quality Control requirements for Construction Project are presented in the Specifications
The Quality Control Activities will be implemented with standardized Quality Control Procedures
The Quality Control Procedures include field sampling testing observations and monitoring
procedures and laboratory testing procedures The Quality Control Procedures are listed and are
included in Part VI
1.4.3 quality Assurance
1.4.3.1 General
Quality Assurance QA will be conducted by the QAO or designated representative The QAO
will implement the QA Program
H\USERS\WMRCPLN\ATTBRPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.4.3.2 Quality Assurance Activities
The QA ifinctions will be implemented by the QAO by performing the following activities
1.4.3.2.1 Pre-qualification of QC Technicians
Each QC Technician QCT will be pre-qualified by QAO who is knowledgeable specialist
in the area of qualification The QAO will determine the areas of expertise of the respective
technician and maintain QA file on the technician Areas of competency will be identified and
training needs noted for the respective technician
1.4.3.2.2 Verification of Effectiveness of QC Program
The effectiveness of the QC Program will be verified by the QAO by performing the following
audits
Test and Sampling Procedures Test procedures will be audited on quarterly basis by
appropriate specialists This will entail direct observation of test methods and sampling and
performing random duplicate tests
Equipment Equipment will be inspected and checked regularly Calibration certificates will
be verified and maintained in the files
Calculations and Documentation Calculations from tests and monitoring will be spot
checked randomly from the files Documentation will be checked for accuracy and
completeness
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
1.4.4 Documentation
Each QA activity and audit will be documented in writing Audit reports will be prepared by the
QAO and submitted to the Site Manager These will be kept in the White Mesa project files and
made available for review by the NRC Project Manager
1.5 MONITORING
Monitoring functions fall under the responsibilities of the QCO Scheduled monitoring and
observations shall be made at the intervals required in the Plans and Specifications by Quality
Control Technicians QCTsunder the direction ofthe QCO Monitoring records will be reviewed
by the QCO and will be available for review by the NRC The QAO will audit monitoring records
on an unscheduled basis Monitoring records originals will be maintained in the White Mesa Project
Files
2.0 ORGANIZATIONAL STRUCTURE
2.1 SCOPE
The following items are covered in this section
description of the Quality Control Organization
The classification qualifications duties responsibilities and authority of personnel
The individual who will be responsible for overall management at the site for Quality
Control
The specific authority and responsibility of all other personnel regarding the Quality Plan
H\USERS\WMRCPLN\ATTB.RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
program for information flow among workers construction management and inspectors
about various QCIQA and health and safety requirements
2.2 ORGANIZATION
schematic diagram of the organization for implementation of the Quality Plan is shown on Figure
B-2 The Site Manager the QCO and the QAO play major roles
2.3 DUTIES AND QUALIFICATIONS OF PERSONNEL
2.3.1 Personnel Designations
The Site Manager or designated representative will be referred to as the Site Manager
The Quality Control Officer or designated representative will be referred to as the QC Officer
The Quality Assurance Officer or designated representative will be referred to as the QA Officer
2.3.2 Site Manager
2.3.2.1 Duties Responsibilities and Authority
The Site Manager will oversee the Construction Project and will be responsible for the conduct
direction and supervision of the Work As shown on the organizational chart the Site Manager
H\USERS\WMRCPLN\ATTB RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
will have ultimate responsibility for all construction and QCIQA Activities The Site Manager will
appoint all personnel and interact as required with the QAO the QCO and the NRC Project
Manager
2.3.3 Designated Representative for Site Manager
In the absence of the Site Manager designated representative will assume the duties of the Site
Manager
2.3.4 Ouality Control Officer OCO
2.3.4.1 Duties Responsibilities and Authority
The QCO will be responsible for overall implementation and management of the Quality Control
Program for the Construction Project The QCO will supervise Field and Laboratory Quality Control
Technicians and will coordinate with the Document Control Manager the Office Staff and the
Health and Safety Officer The QCO will have specific authority and responsibility with regard to
all other personnel for the Quality Plan The QCO will have the authority to reject work or material
to require removal or placement to specify and require appropriate corrective actions if it is
determined that the Quality Control/Quality Assurance personnel instructions controls tests
records ase not conforming to the Plans and Specifications The signature of the QCO is required
on all Compliance Reports CRs required in the Specifications
The QCO will be familiar with the existing White Mesa Facilities and QC/QA methodology
Responsibilities of the QCO will include the following
H\USERS\WMRCPLN\ATTB RPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Provide overall surveillance of Quality Control requirements
Be familiar with all documents requirements equipment and procedures relating to project
construction
Provide and document Quality Control Technician QCT training
Evaluate and approve all reports
Assure schedules are met and adequately documented
Schedule data reduction activities
Arrange consultation with additional staff the QAO Site Manager and/or NRC Project
Manager to help find solutions to unsolved problems
Identifr invalid unacceptable or unusable data
Take corrective action if Quality Control procedures indicate the construction is not meeting
the requirements of the Specifications
10 Assure all documentation is complete accurate and up to date
11 Interact and cooperate with QA Technicians
2.3.5 Designated Representative for OCO
In the absence of the QCO designated representative will assume the duties of the QCO In
addition the designated representative may be assigned some of the duties responsibilities and
authority of the QCO
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
2.3.6 Quality Assurance Officer OAO
2.3.6.1 Duties
The QAO who may be an independent consultant will implement the Quality Assurance functions
which includes pre-qualification of QCTs verification oftest procedures and results by spot retests
equipment checks and review of calculations and documentation and Compliance Reports CRs
The QAO should be familiar with the construction process and be qualified in construction testing
Responsibilities of the QAO will include the following
Be familiar with all documents requirements equipment and procedures relating to project
construction
Certify that the QCO is qualified to conduct the various test and monitoring procedures and
observations and document same
Through spot checks retests equipment checks and review of calculations and
documentation verify test procedures monitoring and observations are being performed
correctly and accurately in accordance with the Specifications
Consult with the QCO and the Site Manager to help solve problems
Prepare QA reports for review by the Site Manager and NRC Project Manager
2.3.7 Designated Representative of the Quality Assurance Officer
In the absence of the Quality Assurance Officer QAO5 the designated representative of the QAO
will assume the duties of the QAO In addition certain specialists may be designated to assume
some of the duties of the QAO
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
2.3.8 NRC Project Manager
The NRC Project Manager will represent the NRCs interests in the Construction Project The NRC
Project Manager may choose to review selected procedures personnel qualifications equipment
calculations and documentation
2.3.9 Ouality Control Technicians OCT
2.3.9.1 Duties
The Quality Control Technicians QCTs for implementation of the Quality Plan will be classified
as follows
Construction Quality Control Technicians Field
Construction Quality Control Technicians Laboratory
QCT may be qualified for and perform the duties in more than one classification
2.3.9.2 Qualifications
The QCO will supervise or may appoint supervisor for each classification to provide scheduling
oversee equipment calibrations enforce documentation requirements and provide for preliminary
document review The number of QCTs in each classification will depend on the project needs as
the work progresses
H\USERS\WMRCPLN\ATTB.RiT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
The Construction QCTs will satisfactorily complete training program and receive on-the-job
training as required under the direction of the QCO
procedure verification program will be implemented by the QAO for all Construction QCTs
2.4 PROGRAM FOR INFORMATION FLOW
2.4.1 Review of Documents
The Plans and Specifications for the Construction Project describe the work to be performed the
QC/QA and the monitoring requirements These documents will be reviewed and approved in depth
by licensee personnel including the QCO and Site Manager
2.4.2 Information Flow
2.4.2.1 Internal Information Flow
As shown on the Organization Chart Figure B-2 the Construction Superintendent gives
instructions to the Construction Foremen who supervise the construction workers The Construction
Superintendent may directly supervise all or some of the construction workers
The QCO monitors the construction work and completes the forms and reports as given in the
Quality Control Procedures The QCO ensures that all key personnel receive the required
information
H\USERS\WMRCPLN\ATTBRPT\May 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Section 4.0 below Changes and Corrective Actions outlines the procedure for implementing
changes and corrective actions
2.4.2.2 Information Flow to NRC
All reports of sampling tests inspections and construction records will be maintained in the White
Mesa Project files These documents will be available to the NRC Project Manager at all times The
NRC Project Manager will have the right to inspect and reproduce any documents as needed
list of the required reports is shown on Table B-I These reports will be kept in the White Mesa
Project Files
3.0 SURVEYS INSPECTIONS SAMPLING AND TESTING
3.1 SCOPE
The following items are covered in this Section
Methods and procedures for surveys inspections sampling and testing during various
construction tasks
The necessary qualifications of individuals performing surveys inspections sampling and
testing
The number and type of surveys inspections and/or tests to be conducted
H.\USERS\WMRCPLN\ATTE.RPT\May 999
TABLE B-I
REQUIRED REPORTS
REPORT TYPE FREQUENCY ORIGINATOR APPROVAL
Construction Activities Daily during Construction QC Technician QC Officer
Sampling Field and Report for each respective QC Technician QC Officer
Laboratory Testing test
compliance Report Upon completion of Construc-QC Officer Site Manager
tion Segment
Final Construction Report After completion of the QC Officer Site Manager
Construction Project Site Manager
Reports to be submitted to the NRC
Page B-iS
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
3.2 QUALITY CONTROL PROCEDURES
Quality Control Procedures will be written to meet the following objectives
To describe the equipment calibration and methods/procedures to be followed in performing
surveys sampling and testing
To describe the procedures to observe construction activities
To describe the procedures for monitoring
All Quality Control Procedures for sampling testing and monitoring will be conducted by the QCO
and/or QCTs The results will be reviewed and approved by the QCO before being delivered to the
Document Control Officer DCO for reproduction distribution and filing
All boundary surveys will be made and documented by registered land surveyor Construction
surveys will be made and documented by appropriately trained QCTs
3.3 FREQUENCY AND TYPE
The number and type of survey observations inspections and/or tests are specified in the Plans and
Specifications
4.0 CHANGES AND CORRECTIVE ACTIONS
4.1 SCOPE
The methodology for dealing with changes and corrective actions is detailed in this Section
H\USERS\WMRCPLN\ATTBRPTMay 1999
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
4.2 AUTHORITY OF PERSONNEL
The Site Manager and/or the QCO will have the authority to reject material or work to require
removal or replacement to specifr and require appropriate actions if it is determined that the Quality
Control/Quality Assurance personnel instructions controls tests records are not conforming to the
Plans and Specifications
4.3 METHODOLOGY
4.3.1 Field and Design Changes
Changes in locations or alignments of construction features that do not alter design concepts will be
approved by the Site Manager or designated representative These changes will require Field
Change Order Form F-25
Changes in design concepts will be approved and documented by the Design Engineer will be
approved by the Site Manager These changes will require Design Change Order Form F-26
All changes will be recorded in the Final Construction Report including as-built drawings for the
work
4.3.2 Corrective Actions
The QCO will require corrective actions iftests and observations indicate the work is not conforming
to the intent of the Plans and Specifications Appropriate corrective actions will be determined by
\USERS\WMRCPLN\ATTB.RPT\May 1999
Page B-17
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
reviewing pertinent Quality Control records Contemplated corrective actions will be brought to the
attention of the Site Manager and the Construction Superintendent
5.0 DOCUMENTATION
5.1 SCOPE
Documentation requirements will include the following
The identification of the person who has authority to provide for the submittal and/or storage
of all survey test and inspection reports
Specification of reporting requirements forms formats and distribution of reports
description of record keeping to document construction methods and results surveys
sampling testing and inspection of construction Samples of forms and records will be
included
Documentation of corrective actions
5.2 PERSONNEL
5.2.1 Document Control Officer DCO
5.2.1.1 Duties
The Document Control Officer DCO will be appointed by the Site Manager Responsibilities
will include
1\USERS\WMRCPLN\ATTB.RPT\May 1999
Page B-18
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International Uranium USA Corp
White Mesa Mill Reclamation Plan
Maintaining permanent files for the Construction Project All tests surveys monitoring and
report originals will be maintained in the project files
Instituting and overseeing data reproduction and distribution distribution list will be
prepared for each project number and will be reviewed and approved by the QCO
5.3 FORMS
All test results sampling surveys and monitoring will be documented on
the forms for those
particular procedures where applicable Specific surveys require notebook prepared for data
recording Each Construction Field QCT will complete Construction Activities report for each
days work Forms will be completed so that all important data are recorded Data required on all
forms and notebooks includes project number date technicians signature and the signature of the
supervisor or designee who has reviewed and approved the work The DCO will return all
incomplete forms to the appropriate supervisor to be properly filled out
Forms F-23 F-25 and F-26 follow
H\USERS\WMRCPLN\ATTBRPDMay 1999
QUALITY PLAN NO QP-GEN1-WI4
PART Page 20
Form No Fe26
DESIGN CHANGE ORDER
Project No _______Date
Drawing No _______
Specification No
Design feature
Change in design
Reason
Initiated by _____
Approvals
Site Manager ______
Project Manager
Design Engineer
QUALITY PLAN NO QP-GEN-1-W4
PART Page 19
Form No F-25
FIELD CHANGE ORDER
Project No _____Date
Drawing No _____
Specification No
Design feature
Modifications
Reason
Initiated by
Approved by
Site Manager
QUALITY PLAN NO QP-GEN-1-WM
PART Page 18
Form No P43
COPPLIANCE REPORT
Project No ________________Date _________________
Construction Segment _____________________________________________
Drawing No
Specification
Description of
No
Completed Construction Segment
By QC Officer
Approvals
Site Manager ______
Project Manager
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ATTACHMENT
COST ESTIMATES
FOR
RECLAMATION
OF
WHITE MESA FACILITIES
BLANDING UTAH
PREPARED BY
INTERNATIONAL URANIUM USA CORP
1050 17th STREET SUITE 950
DENVER COLORADO 80265
\USERS\WMRCPLN\ATTCRPT\May 1999
International Uranium USA Corp
Cost Estimates for
Reclamation
Of
White Mesa Mill
Blanding Utah
JULY 2000
Source Material License No SUA-1 358
Docket No 40-8681
International Uranium USA Corp
Cost Estimates for Reclamation of White Mesa Mill
Table of Contents
Cost Summary
Mill Decommissioning
Cell Calculations
Cell Calculations
Cell 4A Calculations
Cell Calculations
Miscellaneous Cost Calculations
Rock Production Costs
Equipment Costs
10 Labor Costs
11 Long Term Care Calculation
7.77141 Isite3 1647743 IM.o.4 17.77711 Il-77 I7_17 I..7s I1077 17.20 I---l7773-1677420 F775.i
1447 147176
0I
70
II
17
IS
76
76
IT
79
19
17
II
12
13
24
25
16
27
27
177
10
37
32
33
34
34
39
40
41
42
43
44
45
46
47
47
49
30
SI
51
52
74
53
76
37
36
73
73
62
63
64
Project Startup
5447174476
rnPs4Ik17BSc4o76
Mill Decommissioning
1734664510
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Reclamation of Cell 4A
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096477 F4477F9
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Reclamation of Cell
.3 PR10B63l73L4
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Reclamation of Cell 1-I0e
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14790710747410
747745-457474 Cla74
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Reclamation of Cell
06464817
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International Uranium USA Corporation
Whito Mosa Mill Reclamation
Revision 3.0 July 2OcXD
76114 19l 0709674 676467414774 JT -.-oosn46e S46fl347
WHITE MESA MILL RECLAMATION COST ESTIMATE
July 2000
July 2000 Estimate
Mill Decommissioning $1505167
Cell $1082870
Cell $1565444
Cell4A $120128
Cell $1234212
Miscellaneous $1939480
Subtotal Direct Costs $7447302
Profit Allowance 10.00%$744730
Contingency 15.00%$1117095
Licensing Bonding 2.00%$148946
Long Term Care Fund $606721
Total Reclamation $10064794
Revised Bond Amount $10064794
International uranium USA corp
07/13/2000 853 AM WM.RecPlanEst.July2000.xls White Mesa Mill
MILL DECOMMISIOP4ING
MILL DECOMMISIONING
Mill Building Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
65 Ton Crane
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total Mill Building Demolition
Ore Feed Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
30 Ton Crane
Equipment Maintenance Butler
Total Ore Feed Demolition
SX Building Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
65 Ton Crane
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total SX Building Demolition
CCD Circuit Removal
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
65 Ton Crane
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total CCD Circuit Removal
$283247
$14063
$81070
lniemaijonai uranium USA carp
Wrnie Mesa Miii
irs
Units CostiUnit Task Units Task Cost
$17.72 72 $12757
hrs $13.80 640 $8829
hrs $10.35 320 $3311
hrs $1.25 960 $1200
hrs $60.52 640 $38735
hrs $12.74 640 $8154
hrs $95.68 160 $15308
hrs $123.76 160 $19802
hrs $159.84 160 $25574
hrs $55.91 160 $8946
hrs $40.80 80 $3264
hrs $10.01 1360 $13617
si $3.30 37500 $123750
Units Cost/Unit Task Units Task Cost
$17.72 48
hrs $13.80 64 $883
hrs $10.35 32 $331
hrs $1.25 96 $120
hrs $60.52 64 $3873
hrs $12.74 64 $815
hrs $95.68 16 $1531
hrs $123.76 16 $1980
hrs $159.84 16 $2557
hrs $40.80 $0
hrs $10.01 112 $1121
Units Cost/Unit Task Units Task Cost
$17.72 240 $4252
irs $13.80 320 $4415
irs $10.35 160 $1655
irs $1.25 480 $600
irs $60.52 320 $19367
irs $12.74 320 $4077
irs $95.68 80 $7654
irs $123.76 80 $9901
irs $159.84 80 $12787
irs $55.91 $0
irs $40.80 $0
irs $10.01 560 $5607
$3.30 55970 $184701
Units
irs
$255017
Cost/Unit Task Units Task Cost
$17.72 19 $3455
hrs $13.80 120 $1655
hrs $10.35 60 $621
hrs $1.25 180 $225
hrs $60.52 120 $7263
hrs $12.74 120 $1529
hrs $95.68 30 $2870
hrs $123.76 30 $3713
hrs $159.84 30 $4795
hrs $55.91 30 $1677
hrs $40.80 15 $612
hrs $10.01 315 $3154
sf $3.30 15000 $49500
2115i9a 1129 AM-Wmrec99 xis
MILL DECOMMISIONING
Sample Plant Removal
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total Sample Plant Removal
Boiler Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
65 Ton Crane
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total Boiler Demolition
Vanadium Oxidation Circuit Removal
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
65 Ton Crane
30 Ton Crane
Equipment Maintenance Butler
Concrete Removal
Total Vanadium Oxidation Circuit Removal
Main Shop/Warehouse Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
Equipment Maintenance Butler
Concrete Removal
Total Main Shop/Warehouse Demolition
$18023
international uranium USA corn
White Mena Miii
Units Cost/Unit Task Units
$17.72 24
Task Cost
$425his
hrs $13.80 32 $441
hrs $10.35 16 $166
hrs $1.25 48 $60
hrs $60.52 32 $1937
hrs $12.74 32 $408
hrs $95.68 $765
hrs $123.76 $990
hrs $159.84 $1279
hrs $40.80 $0
hrs $10.01 56 $561
sf $3.30 4200 $13860
$20892
Units Cost/Unit Task Units Task Cost
irs $17.7 120 $2126
irs $13.80 160 $2207
ire $10.35 80 $828
irs $1.25 240 $300
irs $60.52 160 $9684
irs $12.74 160 $2038
irs $95.68 40 $3827
irs $123.76 40 $4951
irs $159.84 40 $6394
irs $55.91 $0
irs $40.80 $0
irs $10.01 280 $2804
$3.30 2900 $9570
irs
$44728
Units Cost/Unit Task Units Task Cost
$17.72 48 $85C
hrs $13.80 64 $883
hrs $10.35 32 $331
hrs $1.25 96 $120
his $60.52 64 $3873
his $12.74 64 $815
his $95.68 16 $1531
his $123.76 16 $1980
his $159.84 16 $2557
hrs $55.91 $0
his $40.80 $0
his $10.01 112 $1121
sf $3.30 1200 $3960
irs
Units Cost/Unit Task Units Task Cost
$17.72 96 $17
his $13.80 128 $176
hrs $10.35 64 $66
his $1.25 192 $24C
his $60.52 128 $774
his $12.74 128 $1631
his $95.68 32 $30
his $123.76 32 $396C
his $159.84 32 $5llf
his $10.01 224 $224
sf $3.30 19300 $6369C
$91816
2/19/99 1129 AM-Wmrecg9 am
MILL DECOMMISIONING
Office Building Demolition
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
Equipment Maintenance Butler
Concrete Removal
Total Office Building Demolition
Misc Tankage Spare Parts Removal
Resource Description
Equipment Operators
Mechanics
Laborers
Small Tools
Cat 769 Haul Truck
Truck Drivers
Cat 988 Loader
Cat 375 Excavator
PC-400 with Shears
Equipment Maintenance Butler
Concrete Removal
Total Misc Tankage Spare Parts Removal
Mill Yard Decontamination
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 988 Loader
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Equipment Maintenance Butler
Total Equipment Storage Area Cleanup
$61023
25
$7031
$19801
Units Cost/Unit Task Units Task Cost
irs $1772 72 $1276
hrs $13.80 96 $1324
hrs $10.35 48 $497
hrs $1.25 144 $180
hrs $60.52 96 $5810
hrs $12.74 96 $1223
hrs $95 68 24 $2296
hrs $123.76 24 $2970
hrs $159.84 24 $3836
hrs $10.00 168 $1680
sf $3.30 12100 $39930
irs
Units Cost/Unit Task Units Task Cost
$17.72 24 $4
hrs $13.80 32 $44
hrs $10.35 16 $161
hrs $1.25 48 $6
hrs $60.52 32 $19a
hrs $12.74 32 $40
hrs $95.68 $76
hrs $123.76 $99i
hrs $159.84 $127
hrs $10.00 56 $56
si $3.20
Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 582 $10312
Cat 637 Scraper hrs $140.50 257 $36110
Cat 988 Loader hrs $95.68 65 $6219
Cat D8N Dozer With Ripper hrs $68.67 65 $4463
Cat D7 Dozer hrs $57.90 65 $3764
Cat 651 Waterwagon hrs $72.12 65 $4688
Cat 14G Motorgrader hrs $48.93 65 $3180
Equipment Maintenance Butler hrs $10.01 582 $5827
Total Mill Yard Decontamination $74563
Ore Storage Pad Decontamination
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators rirs $17.72 429 $7601
Cat 637 Scraper hrs $140.50 189 $26555
Cat 988 Loader hrs $95.68 48 $4593
Cat D8N Dozer With Ripper ors $68.67 48 $3296
Cat D7 Dozer hrs $57.90 48 $2779
Cat 651 Waterwagon hrs $72.12 48 $3462
Cat 14G Motorgrader hrs $48.93 48 $2348
Equipment Maintenance Butler hrs $10.01 429 $4295
Total Ore Storage Pad Decontamination $54930
Equipment Storage Area Cleanup
Resource Description Units Cost/Unit Task Units Task Cost
hrs $17.72 154 $2729
hrs $140.50 69 $9695
hrs $95.68 17 $1627
hrs $68.67 17 $1167
hrs $57.90 17 $984
hrs $72.12 17 $1226
hrs $48.93 17 $832
hrs $10.01 154 $1542
2/19/99-11 29 AM Wmrecea.xis
Iniernaiionai uranium usA cup
W-iiie Meua MiD
MILL DECOMMISIONING
Revegetate Mill Yard Ore Pad
Resource Description
Total Quality Control $128960
Total Cleanup Windblown Contamination
TOTAL MILL DECOMMISIONING $1505166
international uranium iusi Corp
White Mesa Mill
Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 231 $4093
Cat 637 Scraper hrs $140.50 132 $18547
Cat 988 Loader hrs $95.68 $0
Cat D6N Dozer With Ripper hrs $68.67 33 $2266
Cat D7 Dozer his $57.90 33 $1911
Cat 651 Waterwagon his $72.12 $0
Cat 14G Motnrgrader his $48.93 33 $1 .615
Equipment Maintenance Butler his $10.01 231 $2313
Total Revegetate Mill Yard Ore Pad $30744
Total Demolition and Decontamination $1056948
CLEANUP OF WINDBLOWN CONTAMINATION
Scoping Survey
Resource Description Units Cost/Unit Task Units Task Cost
Soil Samples each $50.00 100 $5000
Survey Crew hrs $13.19 752 $9917
Sample Crew hrs $13.19 1312 $17301
Total Scoping Survey $32218
Characterization Survey
Resource Description Units Cost/Unit Task Units Task Cost
Soil Samples each $50.00 472 $23600
Sample Crew his $13.19 1136 $14980
Total Characterization Survey $38580
Final Status Survey
Resource Description Units Cost/Unit Task Units Task Cost
Soil Samples each $50.00 300 $15000
Sample Crew hrs $13.19 3552 $46840
Total Final Status Survey $61840
Windblown Cleanup
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators his $17.72 1.190 $21084
Cat 637 Scraper his $140.50 680 $95543
Cat D8N Dozer With Ripper his $68.67 170 $11673
Cat D7 Dozer his $57.90 170 $9844
Cat 14H Motorgrader his $48.93 170 $8317
Soil Samples each $50.00 500 $25000
Survey Crew hrs $13.19 163 $2149
Sample Crew hrs $13.19 83 $1095
Equipment Maintenance Butler hrs $10.01 1190 $11915
Total Windblown Cleanup $186621
Quality Control
Resource Description Units Cost/Unit Task Units Task Cost
Quality control contractor his 562.001 20801 5128960
2/19/99- 11.29 AM wmrecag.sls
INTERNATIONAL URANIUM USA CORP
COST ESTIMATE gr9
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COST ESTIMATE
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COST ESTIMATE
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RECLAMATION OF CELL
RECLAMATION OF CELL
Equipment Operators
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Cat 980 Loader
5000 Gallon Water Truck
Highway Trucks
Truck Drivers
Equipment Maintenance Butler
Total Place Clay Layer $252023
International Uranium USA Corp
White Mesa Mill
Obtain Permits for Clay Borrow Site Section 16
Resource Description Units Cost/Unit Task Units Task Cost
PermitsLicences lea $10000 001 $50000
Total Obtain Permits for Clay Borrow Site Section 16 $50000
Place Remainder of Bridging Lift
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 178 $3154
Cat 637 Scraper hrs $140.50 78 $10959
Cat82sCompactor hrs $66.15 20 $1323
Cat D8N Dozer With Ripper hrs $68.67 20 $1373
Cat D7 Dozer hrs $57.90 20 $1158
Cat 651 Waterwagon hrs $72.12 20 $1442
Cat 14G Motorgrader hrs $48.93 20 $979
Equipment Maintenance Butler hrs $10.01 178 $1782
Total Place Remainder of Bridging Lift $22171
Place Lower Random Fill 12
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 902 $15981
Cat 637 Scraper hrs $140.50 402 $56483
Cat 825 Compactor hrs $66.15 100 $6615
Cat D8N Dozer With Ripper hrs $68.67 100 $6867
Cat D7 Dozer hrs $57.90 100 $5790
Cat 651 Waterwagon hrs $72.12 100 $7212
Cat 14G Motorgrader hrs $48.93 100 $4893
Equipment Maintenance Butler hrs $10.01 902 $9032
Total Place Lower Random Fill 12 $112872
Clay Layer
Resource Description Units Cost/Unit Task Units Task Cost
hrs $17.72 1674 $29660
hrs $66.15 300 $19844
hrs $68.67 300 $20600
hrs $57.90 $0
hrs $72.12 300 $21635
hrs $48.93 300 $14678
hrs $64.99 237 $15402
hrs $40.64 237 $9631
hrs $32.00 1896 $60672
hrs $12.74 1896 $24156
hrs $10.01 3570 $35746
2/19/99 553 FM Wmrec99.xls Page of
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
5000 Gallon Water Truck
Equipment Maintenance Butler
Total Place Upper Ranclum Fill
Rock Armour
$237550
Resource Description Units
Quality Control Contractor Ihrs
Cost/Unit Task Units Task Cost
$62.00 1050 $65100J
Total Quality Control $65100
TOTAL RECLAMATION OF CELL $1023526
Upper Ranclum Fill
RECLAMATION OF CELL
_______Units Cost/Unit Task Units Task Cost
rs $17.72 1990 $35258
hrs $140.50 796 $111842
hrs $66.15 199 $13163
hrs $68.67 199 $13665
hrs $57.90 199 $11523
hrs $72.12 199 $14352
hrs $48.93 199 $9736
hrs $40.64 199 $8087
hrs $10.01 1990 $19925
Equipment Operators hrs $17.72 789 $13979
Cat D7 Dozer hrs $57.90 263 $15229
Cat 651 Waterwagon hrs $72.12 263 $18967
Cat 14G Motorgrader hrs $48.93 263 $12867
Rock Cost Delivered CY $3.34 66200 $220965
Equipment Maintenance Butler hrs $10.01 180 $1802
Total Place Rock Armour $283810
Quality Control
Resource Description Units Cost/Unit Task Units Task Cost
2119/99 553 PM -Wmrec99.xls Page of
International uranium USA corp
White Mesa Mill
INTERNATIONAL URANIUM USA CORP
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INTERNATIONAL URANIUM USA CORP
COST ESTIMATE
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CELL RECLAMATION
CAT 637 RESOUPCE PEQUIREMENTS
Volume Route Yds/Hr Equip hrs
Cell Bridging Lift
Tailings Surface 23000 296 100%
TOTAL
77.7
77.7
Cell Lower Random fill
Tailings surface
Tailings Surface
Slope
Slope2
Slope
Slope4
Slopes
110700
110700
13900
100
100
100
1200
296
368
296
368
296
368
296
67%
33%
100%
100%
100%
100%
100%
TOTAL
250.6
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Cell Upper Random Fill
Tailings surface
Tailings Surface
Slope
Slope
Slope
Slope4
Slope
221300
221300
19520
1300
100
1800
6500
296
368
296
368
296
368
296
67%
33%
100%
100%
100%
100%
100%
TOTAL
500.9
198.4
65.9
3.5
0.3
4.9
22.0
796.0
Cell Rock Armour use Highway Trucks
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COST ESTIMATE
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COST ESTIMATE
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RECLAMATION OF CELL
RECLAMATION OF CELL3
Dewatering of Cell
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Cat 980 Loader
5000 Gallon Water Truck
Highway Trucks
Truck Drivers
Equipment Maintenance Butler
Total Place Clay Layer $352761
International Uranium USA Corp
White Mesa Mill
Resource Description Units Cost/Unit Task Units Task Cost
Dewatering of Cell lhrs $0.48 62400 $30000
Total Dewatering of Cell $30000
Place Remainder of Bridging Lift
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 1945 $34465
Cat637Scraper hrs $140.50 865 $121536
Cat 825 Compactor hrs $66.15 216 $14304
Cat D8N Dozer With Ripper hrs $68.67 216 $14832
CatD7 Dozer hrs $57.90 216 $12507
Cat 651 Waterwagon hrs $72.12 216 $15578
Cat 14G Motorgrader hrs $48.93 216 $10568
Equipment Maintenance Butler hrs $10.01 1945 $19477
Total Place Remainder of Bridging Lift $243268
Place Lower Random Fill 12
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 1745 $30913
Cat 637 Scraper hrs $140.50 775 $108891
Cat 825 Compactor hrs $66.15 194 $12816
Cat D8N Dozer With Ripper hrs $68.67 194 $13321
Cat D7 Dozer hrs $57.90 194 $11233
Cat 651 Waterwagon hrs $72.12 194 $13991
Cat 14G Motorgrader hrs $48.93 194 $9491
Equipment Maintenance Butler hrs $10.01 1745 $17470
Total Place Lower Random Fill 12 $218127
Clay Layer
Resource Description Units Cost/Unit Task Units Task Cost
hrs $17.72 1975 $34993
hrs $140.50 $0
hrs $66.15 375 $24805
hrs $68.67 350 $24034
hrs $57.90 $0
hrs $72.12 350 $25241
hrs $48.93 375 $18347
hrs $64.99 350 $22746
hrs $40.64 175 $7111
hrs $40.00 2800 $112000
hrs $12.74 2800 $35674
hrs $10.01 4775 $47811
2/22/99 435 PM Wmrec99 xis of
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
5000 Gallon Water Truck
Equipment Maintenance Butler
Total Place Upper Randum Fill
Rock Armour
$297236
Resource Description Units
Quality Control Contractor Ihrs
Cost/Unit Task Units Task Cost
$62.00 14061 $87172I
Total Quality Control $87172
TOTAL RECLAMATION OF CELL $1565444
International uranium USA corp
White Mesa Mill
Upper Randum Fill
RECLAMATION OF CELL3
Units Cost/Unit Task Units Task Cost
rs $17.72 2490 $44117
hrs $140.50 996 $139943
hrs $66.15 249 $16470
hrs $68.67 249 $17098
hrs $57.90 249 $14418
hrs $72.12 249 $17957
hrs $48.93 249 $12182
hrs $40.64 249 $10118
hrs $10.01 2490 $24932
Equipment Operators hrs $17.72 948 $16796
CatD7Dozer hrs $57.90 316 $18298
Cat 651 Waterwagon hrs $72.12 316 $22789
Cat 14G Motorgrader hrs $48.93 316 $15460
Rock Cost Delivered CY $3.34 76110 $254044
Equipment Maintenance Butler hrs $10.01 948 $9492
Total Place Rock Armour $336880
Quality Control
Resource Description Units Cost/Unit Task Units Task Cost
2/22/99 435 PM Wmrec99.xls of
INiflNATIONAL URANIUM USA CORP
COST ESTIMATE
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COST ESTIMATE
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COST ESTIMATE
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COST ESTIMATE
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INTERNATIONAL URANIUM USA CORP
COST ESTIMATE
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CELL RECLAMATION
CAT 637 RESOURCE REQUIREMENTS
Volume Route Yds/Hr Equip hrs
Cell Bridging Lift
Tailings Surface 239400 277 100%
TOTAL
864.3
864.3
Cell Lower Random Fill
Tailings surface
Slope6
Slope
Slope
Slope
119800
410
16600
95800
296
296
368
296
368
100%
100%
100%
100%
100%
TOTAL
404.7
1.4
45.1
323.6
0.0
774.9
Cell Upper Random fill
Tailings surface
Slope
Slope
Slope
Slope
239400
2200
17100
38300
1200
296
296
368
296
368
100%
100%
100%
100%
100%
TOTAL
808.8
7.4
46.5
129.4
3.3
995.3
Cell Rock Armour use Highway Trucks
CELL 4A CLEANUP
CELL 4A CLEANUP
Dewatering of Cell 4A
Resource Description
Total Quality Control $20150
TOTAL CELL 4A CLEANUP $120128
International Uranium USA corp
White Mesa Mill
Units Cost/Unit Task Units Task Cost
Dewatering of Cell 4A Ihrs $0.48 115001 $5529
Total Dewatering of Cell 4A $5529
Remove Fencing
Resource Description Units Cost/Unit Task Units Task Cost
Cat 988 Loader hrs $95.68 40 $3827
Equipment Operators hrs $17.72 40 $709
Equipment Maintenance Butler hrs $10.01 40 $401
Laborers hrs $10.35 160 $1655
Total Remove Fencing $6592
Remove Liner Contaminated Material to Cell
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 303 $5368
Cat 769 Truck hrs $60.52 606 $36677
Truck Driver hrs $12.74 606 $7721
Cat 988 Loader hrs $95.68 303 $28990
Equipment Maintenance Butler hrs $10.01 909 $9102
Total Remove Liner Contaminated Material to Cell $87858
Quality Control
Resource Description Units Cost/Unit Task Units Task Cost
Quality Control Contractor Ihrs $62001 3251 $201501
2/24/99 1242 PM Wmrec99 xl of
INTERNATIONAL URANIUM USA CORP
_____________COST ESTIMATE
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RECLAMATION OF CELL
RECLAMATION OF CELLI
Dewatering of Cell
Equipment Operators
Cat 637 Scraper
Cat D8N Dozer With Ripper
Cat 651 Waterwagon
Cat 14G Motorgrader
Equipment Maintenance Butler
Total Topsoil Application $31104
Resource Description Units CostiUnit Task Units Task Cost
Dewatering of Cell Ihrs $0.48I 62400J $30000j
Total Dewatering of Cell $30000
Crystal Removal
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 2695 $47749
Cat 769 Truck hrs $60.52 2157 $130548
Truck Drivers hrs $12.74 2157 $27481
Cat 988 Loader hrs $95.68 539 $51570
Cat D8N Dozer With Ripper hrs $68.67 539 $37012
Cat 375 Excavator hrs $123.76 539 $66709
Cat 651 Waterwagon hrs $72.12 539 $38872
Cat 14G Motorgrader hrs $48.93 539 $26371
Equipment Maintenance Butler hrs $10.01 4852 $48582
Total Crystal Removal $474893
Contaminated Materials Removal
Resource Description Units Cost/Unit Task Units Task Cost
Equipment Operators hrs $17.72 616 $10914
Cat 637 Scraper hrs $140.50 308 $43275
Cat D8N Dozer With Ripper hrs $68.67 77 $5287
Cat 825C Compactor hrs $66.15 77 $5093
Cat 651 Waterwagon hrs $72.12 77 $5553
Cat 14G Motorgrader hrs $48.93 77 $3767
Equipment Maintenance Butler hrs $10.01 616 $6168
Total Contaminated Materials Removal $80058
Topsoil Application
Resource Description Units Cost/Unit Task Units Task Cost
hrs $17.72 240 $4252
hrs $140.50 120 $16861
hrs $68.67 40 $2747
hrs $72.12 40 $2885
hrs $48.93 40 $1957
hrs $10.01 240 $2403
07/13/2000 853 AM WM.RecPlanEst.Ju1y2000.xls Page of
International uranium USA Corp
White Mesa Mill
Construct Channel
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 769 Truck
Truck Drivers
Cat 988 Loader
Drilling Blasting Contractor
Cat 14G Motorgrader
Cat D8N Dozer With Ripper
Equipment Maintenance Butler
RECLAMATION OF CELLI
Total Construct Channel
Place Clay Liner
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 980 Loader
5000 Gallon Water Truck
Highway Trucks
Truck Drivers
Cat 14G Motorgrader
Equipment Maintenance Butler
Total Place Clay Liner
Place Lower Random Fill
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Equipment Maintenance Butler
Total Place Lower Random Fill
$273121
$66745
$67844
Units Cost/Unit Task Units Task Cost
hrs $17.72 858 $15202
hrs $140.50 272 $38217
hrs $60.52 450 $27235
hrs $12.74 450 $5733
hrs $95.68 150 $14352
BCY $1.50 89100 $133650
hrs $48.93 218 $10666
hrs $68.67 218 $14970
hrs $10.01 1308 $13097
hrs
Units Cost/Unit
$17.72
Task Units Task Cost
355 $6290
hrs $140.50 $0
hrs $66.15 60 $3969
hrs $68.67 60 $4120
hrs $57.90 $0
hrs $72.12 60 $4327
hrs $64.99 60 $3899
hrs $40.64 30 $1219
hrs $40.00 435 $17400
hrs $12.74 435 $5542
hrs $48.93 85 $4159
hrs $10.01 1580 $15820
Units
hrs $17.72
Cost/Unit Task Units Task Cost
602 $10666
hrs $140.50 172 $24167
hrs $66.15 86 $5689
hrs $68.67 86 $5906
hrs $57.90 86 $4980
hrs $72.12 86 $6202
hrs $48.93 86 $4208
hrs $10.01 602 $6028
07/13/2000 853 AM WM.RecPlanEst.July2000.xls Page of
International uranium U5A Corp
White Mesa Mill
Clay Cap
RECLAMATION OF CELLI
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Cat 980 Loader
5000 Gallon Water Truck
Highway Trucks
Truck Drivers
Equipment Maintenance Butler
Total Place Clay Cap
Resource Description
Equipment Operators
Cat 637 Scraper
Cat 825 Compactor
Cat D8N Dozer With Ripper
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
5000 Gallon Water Truck
Equipment Maintenance Butler
Total Place Upper Random Fill
$50529
$73724
International uranium USA corn
White Mesa Mill
Units Cost/Unit Task Units Task Cost
hrs $17.72 305 $5404
hrs $140.50 $0
hrs $66.15 55 $3638
hrs $68.67 55 $3777
hrs $57.90 $0
hrs $72.12 55 $3967
hrs $48.93 55 $2691
hrs $64.99 55 $3574
hrs $40.64 30 $1219
hrs $40.00 440 $17600
hrs $12.74 440 $5606
hrs $10.01 305 $3054
Upper Random Fill
Units
hrs $17.72 688
Cost/Unit Task Units Task Cost
$12190
hrs $140.50 172 $24167
hrs $66.15 86 $5689
hrs $68.67 86 $5906
hrs $57.90 86 $4980
hrs $72.12 86 $6202
hrs $48.93 86 $4208
hrs $40.64 86 $3495
hrs $10.01 688 $6889
07/13/2000 853 AM WM.RecPlanEst.JuIy2000.xls Page of
Rock Armor
Resource Description
Equipment Operators
Cat D7 Dozer
Cat 651 Waterwagon
Cat 14G Motorgrader
Rock Cost Delivered
Equipment Maintenance Butler
RECLAMATION OF CELLI
Total Place Rock Armor
Quality Control
$36593
Resource Description
Quality Control Contractor
Units Cost/Unit
lhrs $62.00J
Task Units Task Cost
8001 $49600j
Total Quality Control $49600
TOTAL RECLAMATION OF CELL $I2342121
International uranium U5A corp
White Mesa Mill
Units Cost/Unit Task Units Task Cost
hrs $17.72 90 $1595
hrs $57.90 30 $1737
hrs $72.12 30 $2164
hrs $48.93 30 $1468
CY $3.34 8607 $28729
hrs $10.01 90 $901
07/13/2000 853 AM WM.RecPlanEst.July2000.xls Page of
INTERNATIONAL URANIUM USA CORP
COST ESTIMATE
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Feb 25 99 Oi39p U.S Silica Ccmpan bdUb4bJq
Attn M6rk Kerr KLG Msodates Inc
Re Drill and Blasting Limestone Miil Cm ek Oklahoma
-4
We are ease to submit the following propc alto provide all equipment labor and materials for
the ahoy referenced project a.c follows
Descripion Unit Price Efl Quantity
Mobiliztion
Drill and Blast Cuts
20 Dtap
$8000.00
30000
Seismic W1onitoring $30000/EA
Central lan.tiops
Layoul and grade control by others
Bxcavrtion by others
iSxploives storage on site
Pricing assumes two 10 hour drilling shith pa day fir days per week
El hon Iing is required add 1%
Night vorking lights by others
Pdcin assumes dry hole conditions add per CY if wet hole conditions are encounLered
Pijeinu is based on minimum of 30000 thot during 10 day period
IISCE Hignway 83 EC3UU EP COLORADO 8030S9045 USAIONE304994770FAX
AMERICAN MINE SERi
August U3 1998
Via Fax
1.35ICY
If you have any questions or need additional rnlhrmation please feel free to contact me at
303.4994770
Sincerely
SlaIw Project Manager
kM
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MISCELLANEOUS ITEMS
MISCELLANEOUS ITEMS
Equipment Mobilization
Resource Description Units Cost/Unit Task Units Task Cost
Butler Machinery Mobilization LS $148200.00 $148200
Other Equipment Mobilization LS $2500.00 $2500
Total Equipment Mobilization $150700
Office Facilities
Resource Description Units Cost/Unit Task Units Task Cost
Run New Powerline LS $15000.00 $15000
Utilities for Offices months $1000.00 36 $36000
Total Temporary Office Facilities $51000
Wheel Wash Facility
Resource Description Units Cost/Unit Task Units Task Cost
Laborers hrs $10.35 8320 $86084
Construct Wheel Wash Facility LS $50000.00 $50000
Total Wheel Wash Facility $136084
MANAGEMENT/SUPPORT
Resource Description Units Cost/Unit Task Units Task Cost
hrs $48.69 6240 $303826Manager/Engineer
Radiation Safety Officer
Secretary
Clerk
Environmental Technician
Maintenance Foreman
Chemist
Security
Safety Engineer
Misc Materials Supplies
Health Physics Costs
Total Management/Support
TOTAL MISCELLANEOUS ITEMS
hrs $37.87 6240 $236309
hrs $15.01 6240 $93680
hrs $12.51 4866 $60877
hrs $20.02 4866 $97403
hrs $27.51 6240 $171661
hrs $22.52 2080 $46840
hrs $7.78 18720 $145583
hrs $20.02 4160 $83271
hrs $36.45 6240 $227448
hrs $64.81 2080 $134800
$1601696
$19394801
International uranium USA corp
White Mesa Mill2124/99 501 PM Wmrec9g.xls of
Assumptions
Rock is obtained from gravel source north of Blanding UT that is BLM Public pit
Rock is processed by screening only no crushing is required 1.25 CV of feed for CV of product
Rock is produced and stockpiled at the site
Site is road miles from the mill miles of which is paved public highway
Rock will be hauled in 22 CV bellydump trucks contract haulers $45.00/hr
Rock will be dumped in windrows on Cells by trucks spread by grader and compacted by D7 Dozer
Trucks can average 30 MPH 1.75 rounds/hr
Required CV Reject Factor
Material fed to plant 146000 25.0%
PRODUCTION OF RIPRAP
Equipment Operators ____________ _____________ _____________
Laborer ____________
Cat D8N Dozer With Ripper ___________ ___________ ___________
Cat 980 Loader ____________ ____________ ____________
Screening Plant w/conveyors ____________ ____________ ____________
Contract Highway Trucks Bellydumps ____________ ____________ ____________
Equipment Maintenance Butler ____________ ____________ ____________
Total Production of RipRap $487326
RIPRAP COST PER CUBIC YARD DELIVERED $3341
International Uranium USA corp
Wiute Mesa Mill
ROCK PRODUCTION COST
Product
Plant Plant
Material Feed Throughput Operating
to Plant CV CV/hr Hours
182500 122 1500
Resource Description
irs
Units Cost/Unit Task Units Task Cost
$17.72 2340 $41460
irs $10.35 1500 $15520
irs $68.67 365 $25064
irs $64.99 1975 $128353
irs $55.00 1500 $82500
irs $45.00 3800 $171000
irs $10.01 2340 $23430
2/26/99 822 AM wmrec99.xa of
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ButIe
Butler Machinery Co
Butler Machinery Co
1351 Page Dr
PC Box 9559
Fargo ND 58106
701 232-0033
FAX [phone]
3g
STO
30 7Vc6 Aecr
COMPANY
FRO
scat-OJSc
DIRECT DIAL AUDIX
7o/-d9t-/733
ACKNOWLEDGE RECEI PT OF This FAX YES NO
NUMBER OF PAGES
INCLUDING This COVER SHEET
NOTES
Locations Bismarck Fargo Grand Forks Minot Aberdeen Rapid City Sioux Falls
Butler ___
Batlar Machi.ery Compemy 701 232.0033 FAX [phone] Page Or Box 9558 Fargo ND 68105
NOVEMBER 1998
INTERNATIONAL URANIUM CORPORATION
AflN BOB HEMBREE
1050 SEVENTEENTH ST SUiTE 950
DENVER Co 80265
DEAR BOB
THANK YOU FOR THE INViTATION TO QUOTE INTERNATIONAL URANIUM
CORPORATION 11C THE EQUIPMENT NEEDED FOR THEiR MINING PROJECT IN
BLANDING UTAH BUTLER MACHINERY COMPANY BUTLER RESPECtFULLY
SUBMITS OUR PROPOSAL FOR MAINTAINED FLEET OF CATERPILLAR
MACHINES
LISTED ON ATTACHMENT YOU WILL FIND THE MODELS QUANTiTIES
MONTHLY RENTAL RATES HOURS ALLOWED PER MONTH EXCESS HOUR
CHARGE GUARANTEED NuMBER OF MONTHS RATES ARE BASED UPON TOTAL
FREIGHT CHARGES AND THE MAINTENANCE RATE PER HOUR FOR MATERIALS
ONLY
ALL RATES SHOWN ON ATTACHMENT DO NOT INCLUDE ANY STATE LOCAL
PROPERlYOR ANY OTHER TAXES THAT MAY BE APPLICABLE
RATES ARE BASED UPON ELECTRIC HOUR METER READINGS WHICH ARE
ATTACHED TO THE DASH OF EACHMACHINE RATES ARE BASED ON 176 HOURS
OF USE EACH MONTH EXCESS HOUR CHARGES IF ANY WILL BE CALCULATED
AND INVOICED AT THE END OF THE PROJECt THERE WOULD BE NO CREDIT
ISSUED FOR ANY HOURS UNDER THE ALLOWED DURING THE TERM OF THIS
PROPOSAL IF IRC ELECTS TO DOUBLE SHifT MACHINES THEN BUTLER WOULD
INVOICE THOSE HOURS AT THE END OF EACH MONTH TO FIGURE THE DOUBLE
Slnvr RATES TAKE THE EXCESS HOUR RATE SHOWN ON ATtACHMENT TIMES
THE NUMBER OF HOURS
RATES ARE BASED UPON MINIMUM GUARANTEE OF MONTHS AND
PACKAGE DEAL
MAINTENANCE
THE MAINTENANCE RATES PER HOUR LISTED ON ATTACHMENT INCLUDES
THE MATERIAL PART ITEMS ONLY SUCH AS AIR OIL AND FUEL FILTERS
LUBRICANT OILS GREASE ANTI-FREEZE BATrERIES FAN BELTS LIGHTS AND
MAKE-UP OILS BUTLER WOULD INVOICE IRC ACTUAL HOURS USED ON
MACHINES AT THE END OF EACH MONTE
Fargo 55108 Rissnirck 58502 Mica 58102 Grand Forka 58208 Rapid City 57709 Sioux Falls 57101 Abacen 57402
3402 36th 4w 3530 Minim An 1505 Hwyi Bypa 1201 46th St 3501 BuSS An 3201 Louisa Aws 4950 Uighsay 12
P.O Bin 9559 P0 Box 151 P.0 Dos 1055 P.O RD 12280 EU Boa 2010 P.O Box 1307 P.0
NOVEMBER 1998
PAGE
OUR MONTHLY MAINTENANCE CHARGE WOULD BE $29500.00 WHICH INCLUDES OUR
LABOR SPECLALTZRD LUBE TRUCKS SUPPORT VEHICLES AN EQUIPMENT SPECIALIZED
TOOLING SCHEDULED OIL SAMPLING PARTS TRAILERS AND INVENTORiES MILEAGE
AND TRAVEL EXPENSE BUTLER WILL PROVIDE TWO FULL-TIME MAiNTENANCE
TECHNICIANS ON SiTE FITY 50 HOURS PER WEEK ON SCHEDULE TO BE DETERMINED
MONDAY THROUGH FRIDAY mc WOULD HAVE TO SCHEDULE THE MACHINES
AVAILABLE FOR TIME FRAME YET TO BE DETERMINED ADEQUATE FOR BUTLER
MAINTENANCE PERSONNEL TO PERFORM THE REQUIREI MAINTENANCE BUTLER
WOULD INVOICE IRC FOR THE MONTHLY MAINTENANCE CHARGE AT THE BEGINNiNG OF
EACH MONTH
REPAIRS
BUTLER WOULD BE RESPONSIBLE FOR ALL REPAIRS INCLUDING PARTS AND LABOR ON
OUR MACHINES OTHER THAN FAILURES CAUSED BY DAMAGES OR MIS-USE REPAIRS
INCLUDE ITEMS AS MINOR AS STARTERS ALTERNATORS WATER PUMPS HYDRAULIC
HOSES ETC TO THE MAJOR iTEMS SUCH AS ENGINES TRANSMISSIONS DIFFERENTIALS
BRAKES HYDRAULIC PUMPS AND CYLINDERS ETC IF TIME PERMiTS AND IRC REQUESTS
BUTLERS TECHNICIAN TO PERFORM REPAIRS OR MAiNTENANCE ON THEIR MACHINES
OUR HOURLY CHARGE WOULD BE $47.00 PER HOUR PLUS MATERIALS
FREIGHT
FREIGHT CHARGES INCLUDE BOTH DELiVERY AND RETURN ASSEMBLY AND
DISASSEMBLY OF EQUIPMENT
IRCS RESPONSiBILiTIES INCLUDE
OPERATORS PROVIDE IHE OPERATORS AS NEEDED TO OPERATE MACHINES AS STATED
iN CATERPILLARS OPERATING GUIDE BUTLER WILL PROVIDE AT NO EXPENSE TO IRC
QUALIFIED TRAINING INSTRUCTORS FOR THE PURPOSES OF TRAINING OPERATORS THIS
TRAINING WOULD TAKE PLACE ON THE JOBS1TE AT THE INiTIAL START UP OF THE JOB
AND WOULD INCLUDE CLASSROOM WALK AROUND AND IN IRON DEMONSTRATIONS
FUEL SUPPLY AND FILL ALL FUEL FOR EQUIPMENT INCLUDING BUTLERS SERVICE
VEHiCLES
DAMAGE THIS INCLUDES GLASS BREAKAGE BENT HANDRAILS STEP LADDERS
FENDERS ETC BUTLERS NORMAL POLICY FOR REPAIRING DAMAGES TO RENTAL
MACHINES IS TO REPAIR THEM WHEN THE RENTAL PERIOD IS COMPLETED HOWEVER IF
THE DAMAGED ITEM IS OF SAFETY CONCERN WE WOULD REPAIR THE DAMAGES AS
SOON AS POSSIBLE AFTER THEY OCCURRED AN ITEMIZED LIST OF THE PARTS AND
LABOR REQUIRED WOULD BE PROVIDED TO IRC PRIOR TO STARTING THE REPAIR AND
INVOICED AT CURRENT LIST PRICES PLUS FREIGHT UPON COMPLETION
NOVEMBER 1998
PAGE
UNDERCARRIGE AND TIRES mc WOULD BE RESPONSIBLE FOR ALL TIRE
WEAR INCLUDING TIRE DAMAGES ON THE MACHINES WITH AN ASTERISK
LISTED ON ATTACHMENT EQUIPMENT WOULD HAVE TO BE RETURNED WITH
SAME BRAND AND MODEL TIRES AS WHEN DELIVERED OR PRORATED
ACCORDINGLY BY PERCENTAGE OF TIRE WEAR AND CONDITION AT
TERMINATION OF RENTAL PERIOD
UPON DEL WERY OF MACHINES REPRESENTATWE OF BUTLER
REPRESENTATIVE OF IRC AND REPRESENTATIVE FROM AN INDEPENDENT
TIRE DEALER OR MANUFACTURER WOULD JOINTLY VERIFY IN WRiTING THE
CONDm0N PERCENTAGEOF WEAR AND TIRE VALUE UPON TERMINATION OF
RENTAL WE WOULD AGAIN HAVE THE REPRESENTATIVES MENTIONED ABOVE
DETERMINE THE CONDITION PERCENTAGE OF WEAR AND TIRE VALUES ANY
DIFFERENCES NOTED WOULD THEN BE CHARGED OR CREDITED TO 1RC
INCLUDING BOTH MATERIALS AND LABOR
UNDERCARRIAGE WEAR ON ALL TRACK TYPE MACHINES WOULD BE BUTLERS
EXPENSE
GROUND ENGAGINGTOOLS
IRC WOULD BE RESPONSiBLE FOR ALL PARTS RELATING TO GROUND
ENGAGINGTOOLS G.E.T I.E CUTTING EDGES RIPPER TIPS AN PROTECTORS
BUCKET TIPS AND ADAPTERS EDGES BETWEEN ADAPTERS WEAR PLATES ON
BOTTOM OF BUCKETS AND ALL MOUNTING HARDWARE BUTLER WOULD
INSTALL THESE ITEMS ON AN AS NEEDED BASIS AT THE CURRENT
CATERPILLAR LIST PRICE PLUS FREIGHT AT NO ADDITIONAL LABOR COSTS
ALL MACHINES WOULD BE DELIVERED WITH NEW GILT iTEMS AN ARE TO BE
RETURNED WITH NEW
WE WISH TO THANK 1RC AND YOU FOR GIVING US THE OPPORTUNITY TO
PRESENT OUR PROPOSAL AND FOR ALL THE CONSIDERATION WE RECEIVE
SINCERELY YOURS
ER MACHINERY COMPANY
ccWCfra%
OSCAR SWENSON
RENTAL FLEET MARKETING MANAGER
ODS/dcl
cc JOEL NIKLE RENTAL FLEET MANAGER
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Date Feb 22 1999
INTERNATICNAI URANIUM
BLAN DING UTAH
AUN WALL BEIGE
CONFIDENTAIL PRICE INFORMATION FAX [phone]
TERMS NET 15 DAYS ON TRANSPORT LOADS
Red dyed diesel for oft road use delivered in fransport quanSa to various sites
Blanduna Sunday Mines L.a Sal Ml Dove CreekanThT38251fl485
50.0450 30.0500 30.0550 30.0400
50.0030 50.0063 30.0000 30.0063
50.0230 50.0200 50.0200 50.0200
Jt0000 $0.OOoo 50.0000 salteD
$t4588 $0.4v5 jisia
Utah charges sales tax on ayes Seal fuel .06%
Red dyed diesel for oft road use delivered in bobtail bad 500-2300 to various si$e
BiaSing Sunday Mine L.a Sal Mine Dove Creek
Rack del 30.4275 $03825 $0 3825 $0T4485
FdA Margin 30.1500 50.1500 $01500 $01500
50.0000 $0063 53.0600 30.0063
Sales Tax JO 0000 50.0000 50.0000 50.0000
Total Pnce ____$O.6028$0.5fl5 30.5315 0.5325
Utah Charges SaleS tax WI dyed rIseS 01%
No Lead GasolIne 86 octane gasoline deftvered in transport loads to various sites
Blassdino Sunday Mines LI Sal Mine Dow Creek
Rack iA3t $03900 sane $fl450
Freight 30.0450 50.0500 50.0553 30.0400
Taxes 50.4290 30.4103 50.4290 30.4103
Margin $0 0200 30 0200 Sf10200 $00230
Total Price Ib.a24o $O.8103 $uJS4 t1153
No Lead Gasoline 66 octane delivered in bobtail deliverles 500..2000to various sit
Blandinc Sunday Mines La Sal Mine Dove Creek
Rack $o4pr sojsixr t$o39od $Q45
Fsfl Margin $0.1 S00 30.1500 30.1500 50.1500
Taxes SO
Total Price $1
4290 504103 30.4290 $0.41q3
t4W ltno3 weiir-$1.OOT5t
Propane Delivered ranspart Loads Blanthtg Utah
BIan4ilnq
Rack sbod
Freight 30.4450
Margin 5011100
Taxes 50.0000
Total Price $0.3S t.0G Utah Sales Tax exeihpt
Propane bobtad loads deihierd to various situ
Blending Sun4qMune La Sal Mine Dove Creek
Rack $270U 50.2710 $t2700
Frt Margin 50.1500 30.1500 50.1600 50.1500
Taxes 30.0300 30.0000 30.0000 33.0000
Total Price $0420010.4200 30.4200 30.4200
Utah charges .06%sales tax on propane
Colorado cbavges .03%sales tax
FROM FRALEY CO INC CORTEZ COLORADO NEIL JONES 800 392 6139
Rack dsl
Freight
Taxes
MaM
Sales Tax
Total Price
k-tb oo do -SO t_isi IJL LJj.j\j41J SMjJCs
103
t49jc Mc 2kMr
On 1b
7c 3dcf$2 k/rSJs\
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POWER MOTIVE CORP
FAX Transmission
To Date
Company e/c.c
From TERRY BERG FAX_3-S4t9 42
49ct4t$----I
.c r/a e1 sen -irs
7W 40 at Sea
ewrs /4 da2
.5 SsJ 7.230 CZtMC 4tt
crA
VOICE 303-355-5900 FAX [phone]
5000 VASQUEZ BLVD DENVER CO 80216
SCREEN-iT 10
TRANSPORT
Fifth Wheel Full
Spring Suspension air brakes
Lights oil tilled hubs
ENGINE
cylinder Deutz 46 I-IF Air Cooled
65 gallon tuel tank
OPTiONS
individual jacking legs
Shredder
Grizzly dump
Stacking Conveyors
Ball decks
HOPPER
5.5 cu yard charging hopper
Height to load 23
Side Loading width 12O
SCREEN
10 Deck Screen
Hydraulic drive 5/8 Throw
Rubber Spring Suspension
CON VEVORS
36 wide feed conveyor
36 wide under screen conveyor
24 side discharge conveyor
24 rear discharge conveyor
Construction Equipment Co
Height 136
Width 10O
Length 39
Diesel Hydraulic-Self Contained
Portable and Easy to Set Up
Screens Sand and Gravel
___construction Equipment Co
18650 S.W Pacific Hwy
Tualatin OR 97062
503-692-9000
Fax [phone]
Area Dealer
POWER MOTIVE
5000 VASQUEZ BLVD
DENVER Co 80216
PHONE [phone]
FAX [phone]
High Production
Conveyors Can Load Directly Into Truck
SCREEN IT Series II
Highly Portable All Hydraulic Setup
Produces Three Different Products
SCREENS COMPOST 120-1 40 YARDS PER HOUR
SCREENS GRAVEL UP TO 600 TONS PER HOUR
SCREENS LOG YARD WASTE COMPOST BARK TOP SOIL
SAND GRAVEL TRASH STUMPS CONCRETE
ROCK AND MANY RECYCLE MATERIALS
Patent fl5234564
Construction Equipment Co Area Dealer
P.O Box 1271
Lake Grove Oregon 97035
503-635-4427
Fax [phone]
Travel position of the SCREEN IT in which feed
conveyor and hopper hydraulically slide back
and lower down to transportation height while
hopper wings fold in
Feed conveyor moves up and forward hydrauli
cally while the hopper wing wails extend for
operation
Feed conveyor hydraulically moves back and
down for transport
ALL HYDRAULIC FOLD AND SETUP
.Sc
_____
Hydraulic jacking legs are standard for cante
lever style blocking but four individual jack
ing legs can be an option
-ic
.it-c----I%S-
Side and rear discharge conveyors hydraulically fold out to the height of 14
The charging hopper folds out to the width of
14 while in its working position
48 wide variable feed conveyor with 20
rubber lagged head pulley feeds 12
Deck screen
Control panel and hydraulic controls are all
located in turnkey area Powered by Des
cylinder 70 HP diesel engine
ne SCREEN IT has an optional 14 foot long
by foot wide hydraulic dumping grizzly An
operator controlled remote dumping system is
also available
Actuator switch to control speed of feed
conveyor is located on the catwalk platform
along with kill switch Actuator switch also
located at control panel
plant
The optional grizzly dumps to the rear of the
SCREENING
Topsoil To 250 yds./hr
Sand Gravel To 600 Tons/hr1
HYDRAULIC DRIVE
TRANSPORT
Fifth wheel pull
Spring suspension air
brakes
Lights oil filled hubs
Transport speed 65 mph
ENGINE
cylinder Deutz
70 HP Air Cooled
65 gallon fuel tank
110 gallon hydraulic tank
OPTIONS
individual jacking legs
Shredder
Grizzly Dump
Stacking conveyors
79 HP Turbo Diesel Water Cooled
98 HP Turbo Diesel Air Cooled
HOPPER
14.5 Cu yard charging hopper
Height to load 13
Width at rear 14 Working position
Width at rear Travel position
SCREEN
x12 Deck with step deck
Hydraulic drive with 3/8 to 5/8 throw
Rubber spring suspension
CONVEVORS
4$wide feed conveyor 23 10 long
42 wide under screen conveyor
30 side discharge conveyor 18 long
30 rear discharge conveyor 18 long
TRAVEL POSITION
Height
Width
Length
Weight
13
11 11
43 01
38600
637 SCRAPER EFFICIENCY
NOMINAL CAPACITY 31
HAUL
ROUTE
TRAVEL
TIME
FIXED
TIME
EFFICIENCY MINUTES
PER TRIP
TRIPS
HOUR
YARDS
HOUR
3.90 1.20 85%6.0 10.0 310
3.25 1.20 85%5.2 11.5 355
4.30 1.20 85%6.5 9.3 287
3.10 1.20 85%5.1 11.9 368
4.15 1.20 85%6.3 9.5 296
4.50 1.20 85%6.7 8.9 277
3.75 1.20 85%5.8 10.3 319
International Uranium USA Corp
2/25/99-1013AM -Wmrec298.xlw oIl White Mesa Mill
CAT 637 SCRAPER
TRAVEL TIMES FOR CAT 637 SCRAPERS
BASED ON PROJECTED HAUL ROUTES
Haul..Distance
Segment Feet
Distance
Meters
Roiling Grade
Risistanee
Ave Speed
MflJ
Time
Mm
la 200 67 7.5 0.0 9.1 0.25
lb 500 167 5.0 0.0 12.6 0.45
ic 200 67 3.0 2.5 9.1 0.25
ld 1400 467 3.0 0.0 18.7 0.85
le 250 83 3.0 0.0 9.5 0.30
lf 250 83 3.0 0.0 11.4 0.25
ig 1400 467 3.0 0.0 21.2 0.75
lh 200 67 3.0 2.5 11.4 0.20
ii 400 133 5.0 0.0 13.0 0.35
lj 200 67 7.5 0.0 9.1 0.25
3.90
2a
2b
2c
2d
2e
2f
200
2150
250
250
2250
200
67
717
83
83
750
67
7.5
3.0
5.0
5.0
3.0
7.5
0.0
0.5
0.0
0.0
0.5
0.0
4a 350 117 7.5 -3.5 11.4 0.35
4b 1450 483 3.0 0.0 19.4 0.85
4c 250 83 5.0 0.0 9.5 0.30
4d 250 83 5.0 0.0 11.4 0.25
4e 1700 567 3.0 0.0 22.7 0.85
4f 500 167 7.5 3.5 11.4 0.50
3.10
international Uranium USA Corp
White Mesa Mill
9.1
22.2
9.5
11.4
23.2
9.1
0.25
1.10
0.30
0.25
1.10
0.25
3.25
3a
3c
3d
3e
3f
250
3300
250
250
3300
250
83
1100
83
83
1100
83
7.5
3.0
5.0
5.0
3.0
7.5
0.0
-0.5
0.0
0.0
0.5
0.0
8.1
23.4
9.5
11.4
25.0
9.5
0.35
1.60
0.30
0.25
1.50
U.
4.30
2/25/99 1027 AM Wmrec2gS.xlw OF
CAT 637 SCRAPER
Haul
Segmeut
Distance Distance
Feet Meters
Rolling
Risistanee
Grade Ave Speed
MPH
Time
Mm
7a 750 250 7.5 -1.5 12.2 0.70
7b 1600 533 3.0 0.0 20.2 0.90
7c 350 117 5.0 0.0 11.4 0.35
7d 350 117 5.0 0.0 11.4 0.35
7e 1600 533 3.0 0.0 22.7 0.80
7f 750 250 7.5 1.5 13.1 0.65
3.75
International Uranium USA Corp
White Mesa Mill
5a
Sb
Sc
Sd
Se
Sf
1400
In
250
250
2250
700
467
450
on53
83
750
finnLu
7.5
fl
5.0
5.0
3.0
7.5
-2.75
0.0
0.0
0.0
0.0
5.5
15.9
19.2
9.5
11.4
23.2
11.4
1.00
0.80
f\U.-
0.25
1.10
0.70
4.15
6a
6b
6c
6d
6e
6f
6g
6h
600
900
1450
400
400
1450
900
450
200
OflfO3
133
133
483
300
150
7.5
3.0
5.0
5.0
3.0
3.0
7.5
0.0
fin
-3.3
0.0
0.0
0.0
0.0
3.3
0.0
11.4
20.5
19.4
11.4
11.4
22.0
17.0
12.8
0.60
0.50
0.85
0.40
0.40
0.75
0.60
0.40
4.50
2/25/99 1027AM Wmrec2g8.xlw OF
7690 TRUCK EFFICIENCY
NOMINAL CAPACITY 25
HAUL
ROUTE
TRAVEL
TIME
FIXED
TIME
EFFICIENCY MINUTES
PER TRIP
TRIPS
HOUR
YARDS
HOUR
3.90
3.05
4.00
2.50
2.50
2.50
85%
85%
85%
7.5
6.5
7.6
8.0
9.2
7.8
199
230
196
International Uranium USA Corp
2/25/99 1010AM -Wmrec29S.xlw of White Mesa Mill
CAT 769 TRUCKS
TRAVEL TIMES FOR CAT 769C TRUCKS
BASED ON PROJECTED HAUL ROUTES
Haul Distance
Segment Feet
JMSb ace Rolling Grade
Meters.Risistance
Ave Speed
MPH
Time
MAn
Ia 200 67 7.5 0.0 7.6 0.30
lb 500 167 5.0 0.0 12.6 0.45
Ic 200 67 3.0 2.5 9.1 0.25
Id 1400 467 3.0 0.0 18.7 0.85
Ic 250 83 3.0 0.0 9.5 0.30
If 250 83 3.0 0.0 11.4 0.25
Ig 1400 467 3.0 0.0 22.7 0.70
lb 200 67 3.0 2.5 11.4 0.20
li 400 133 5.0 0.0 13.0 0.35
lj 200 67 7.5 0.0 9.1 0.25
3.90
3a
3b
3c
3d
3e
3f
250
3300
250
250
3300
250
83
1100
83
83
1100
83
8.1
25.0
9.5
11.4
28.8
9.5
4a 350 117 7.5 -3.5 11.4 0.35
4b 1450 483 3.0 0.0 19.4 0.85
4c 250 83 5.0 0.0 9.5 0.30
4d 250 83 5.0 0.0 11.4 0.25
4e 1700 567 3.0 0.0 22.7 0.85
4f 500 167 7.5 3.5 11.4 0.50
3.10
International Uranium USA corp
White Mesa Mill
2a
2b
2c
2d
2e
2f
200
2150
250
250
2250
200
67
717
83
83
750
67
7.5
3.0
5.0
5.0
3.0
7.5
0.0
0.5
0.0
0.0
0.5
0.0
7.6
24.4
9.5
11.4
26.9
9.1
0.30
1.00
0.30
0.25
0.95
0.25
3.05
7.5
3.0
5.0
5.0
3.0
7.5
0.0
-0.5
0.0
0.0
0.5
0.0
0.35
1.50
0.30
0.25
1.30
0.30
4.00
2/25/99 1021 AM Wmrec29a.xlw of
CAT 769 TRUCKS
Ibul Distance Distance
Meters
Rolling
Risistanee
Grade Ave Speed
MPH
Timie
MmSegrneOt
Sa
Sb
Sc
Sd
Se
Sf
Feet
1400
1350
250
250
2250
700
467
450
83
83
750
233
7.5
3.0
5.0
5.0
3.0
7.5
-2.75
0.0
0.0
0.0
0.0
5.5
15.9
19.2
9.5
11.4
23.2
11.4
1.00
0.80
0.30
0.25
1.10
0.70
6a
6b
6c
6d
6e
6f
6g
6h
600
900
1450
400
400
1450
900
450
200
300
483
133
133
483
300
150
7.5
3.0
3.0
5.0
5.0
3.0
3.0
7.5
0.0
-3.3
0.0
0.0
0.0
0.0
3.3
0.0
11.4
20.5
19.4
11.4
11.4
22.0
17.0
12.8
0.60
0.50
0.85
0.40
0.40
0.75
0.60
0.40
4.50
7a
7b
7c
7d
7e
7f
750
1600
350
350
1600
750
250
533
117
117
533
250
7.5
3.0
5.0
5.0
3.0
7.5
-1.5
0.0
0.0
0.0
0.0
1.5
12.2
20.2
11.4
11.4
22.7
13.1
0.70
0.90
0.35
0.35
0.80
0.65
3.75
2125199-1021 AM Wmrec298.xlw of
International Uranium USA Corp
White Mesa Mill
LABOR COSTS
Specified Wages
Heavy Construction 1998 Estimate Labor Rates 0.1397 0.2128
Labor Burden Company
FICA SUI Benefits medical
Labor Classification Base Rate Mandated Fringe FUI etc life insure etc Fringe Costs Labor Cost/HR
Boiler Makers $19 60 $8.76 $2.74 no added cost $11.50 $31.10
Millwrights $19.83 $3.25 $2.77 $0.97 $6.99 $26.82
Ironworkers $19 92 $6.66 $2.78 no added cost $9.44 $29.36
Carpenters $1081 $1.51 $2.30 $3.81 $14.62
Cement Masons $11.52 $1.61 $2.45 $4.06 $15.58
Electricians $14.52 $2.71 $2.03 $0.38 $5.12 $19.64
Ironworkers-Reinforcing $11.00 $1.54 $2.34 $3.88 $14.88
Laborers including pipelayers $7.65 $1.60 $1.07 $0.03 $2.70 $10.35
Pipefitters $12.60 $1.76 $2.68 $4.44 $17.04
POWER EQUIPMENT OPERATORS
Backhoes $10.00 $1.40 $2.13 $3.53 $13.53
Cranes $10.43 $1.46 $2.22 $3.68 $14.11
Dozers $1310 $1.83 $2.79 $4.62 $17.72
Graders $12.67 $1.77 $2.70 $4.47 $17.14
Loaders $11.26 $1.57 $2.40 $3.97 $15.23
Scrapers $10.00 $1.40 $2.13 $3.53 $13.53
Trackhoes $10.00 $1.40 $2.13 $3.53 $13.53
Tractors $9.42 $1.32 $2.00 $3.32 $12.74
TRUCKDRIVERS $9.42 ____________$1.32 $2.00 $3.32 $12.74
Note base rates do not include FICA worker comp unemployment or company benefits which increase the cost per hour
General Decision UT980009 Modification 0-2/1 3/98
Operator Rate used in 1999 estimate
international Uranium IUSAI Corp
2/24/99 541 PM Winracga.xls of White Mass Miii
LABOR COSTS
Labor Burden Company
FICA SUI Benefits medical
Nonspecified Wages Base Rate Mandated Fringe FUI etc life insure etc Fringe Costs Labor CostIHR
Survey Crew Member $975 $000 $1.36 $2.07 $3.44 $13.19
Sample Crew Member $9.75 $0.00 $1.36 $2.07 $3.44 $13.19
Mechanic Demolition $10.20 $000 $1.42 $2.17 $3.60 $13.80
Manager/Engineer $36.00 $0.00 $5.03 $7.66 $12.69 $48.69
Radiation Safety Officer $28.00 $0.00 $3.91 $5.96 $9 87 $37.87
Secretary $11.10 $0.00 $1.55 $2.36 $3.91 $15.01
Clerk $9.25 $0.00 $1.29 $1.97 $3.26 $12.51
Engineer $28.00 $0.00 $3.91 $5.96 $9.87 $37.87
Environmental Technician $14.80 $0.00 $2.07 $3.15 $5.22 $20.02
Safety Engineer $14.80 $0.00 $2.07 $3.15 $5.22 $20.02
Maintenance Foreman $20.34 $0.00 $2.84 $4.33 $7.17 $27.51
Security Personnel $5.75 $0.00 $0.80 $1.22 $2.03 $7 78
Chemist $16.65 $0 00 $2.33 $3.54 $5.87 $22.52
International uranium USAI Corp
2124/99 541 PM Wmrec99 xla of wtiite Mesa Mill
URANIUM USA
CORPORATIQ
6425 Highsvay 191 P.O Box 809 BiandingUTS4SII 435S78-2221 4356782224Cfax
TO 24
FACSIMILE TRANSMITTAL
FAX NO
FROM 4_JflJ4
PHONE NO
DATE
PAGE oF
IF ALL PAGES ARE NOT RECEIVF1D PLEASE CALL
PHONE NO 435-678-2221
Zs 41
froc itt
ao
IMPORTANTJCONFIOENTIAL FAX messages are sometimes received by persons other than to the person to whom they
are addressed as result of equipment failure or human error This Communication is intended solely for the addres5e showfl
above W19318 notify mu u1rt immeditltcy at any of the teiephnnp nr Fax ntrnber shown above if you are not the ades5ee
someone responsible for delivering it to the addressee We retain all ngrns and prlvlkge as to this cammunlcattOrl 11Od
prohibit any dissemination distribution or copying by or to anyone other than the addressee Our office will arrange for its
return by the United States Postal Service or by commercial carrier to us at no cost to you
eP 199
..
flO242s72c
.rmtr.t flctrtvsl http/nepvanLI Qt1d4v/C.t-hi .$6
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tountyhtsl
flAVfl IRON $EVZFR
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EMERY PIUTB
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cflRP2ELt SM 3VM
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otbi.i2B P4/fl 11996
stta PrSneo
5OILhkMAJCERS 19.60 8.16
CMP07223 10/29/195
Rates Pflnqes
t4Z1.t.tRZCRTS 19.83
-_
IRC002Ci a7fo/c97
Rateo
---iVr9---
LUi4ttaa i./C.t/LQC
Rates
CARPENTERS 10.81
UMEtI MASORS U.S2
BLECTRICIAWS 14.52 2.72
1RQKWOS
Reinforcing n.at
tISO3EItS inc1aSr.g
pipslztyers 1.65 1.60 -%t
rPZflflRS
p%ifl EQtIIDMEfl OgflA7Ofl
O.OO
Ctanes 10.43
ttts t3.10
Graders 12.61
LQadera 11.26
Serspsn 10.00
rackhctea 10.00
9.42
TtU7 flTt9R 5.42
165 osa7/9u1S34t
RECE-VED FRon Ii t_Ill flft/fl
Shauna Vigil-heavy CQnstnJCion Davis-Bacon Wafte5
Rates
Boilermakers 19.60
Carpenters
Cement Masons
Electricians
IWP IflJl 1101 .lWIl liv 1.0W
Laborers including pipelayers
Pipetitters
Power Equipment Operators
Backhoes
Cranes
Dozers
Graders
Loaders
Scrapers
Trackhoes
Tractors
Thick Drivers
Sevier
Uintah
Washington
Wayne
Rates
10.81
11.52
14.52
11.00
7.65
12.60
10.00
10.43
13.10
12.87
11.26
10.00
10.00
9.42
9.42
Let me know it this woiks out o.k
Shauna
From
To
Subject
Shauna Vigil
[e-mail]
Fri Nov 13 1998 1121 AM
Heavy Construction Davis-Bacon wages
Heavy Construction Projects
Modification Number Publication Date
02/13/1998
County ies
Beaver
Carbon
Daggett
Emery
Garfield
Grand
Iron
Juab
Kane
Piute
Sari Juan
San Pete
Fringes
8.18
Millwrights
Rates
19.83
Fringes
3.25
lronwortersStnctural
Rates
18.92
Fringes
8.66
Fringes
2.71
1.80
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LONG TERM CARE CALCULATION
Long Term Care Calculation
Base Amount Starting in Dec 1978 $250000
CPI-U December 1978 67.7
CR1-U January 1999 164.3
Adjusted Long Term Care $250000 CPI-U most recent CPI-U Dec 1978
Adjusted Long Term Care $606721
International uranium USA corp
2/26/99 850 AM Wmrecgg.xls of White Mesa Mill
Table Consumer Price Index for ...ry and commodity and service group http.stats.bls.gov news.releasecpi.tO .hcm
Table Consumer Price Index for All Urban Consumers
CPI-U City Average by expenditure category and
commodity and service group
Table Consumer Price Index for All Urban Consumers CPI-U U.S city averageandservicegroup
198284100 unless otherwise noted
100.000 163.9
491.0
CPI-U
Relative
importance
December
1998
Unadj usted indexes perce
Jan
Dec Jan
1998 1999 Jan
199
Expenditure category
All items 164.3
All items 1967100 492.3
Food and beverages 16.408 162.7 163.9
Food 15.422 162.3 163.6
Food at home 9.691 162.6 164.3
Cereals and bakery products 1.544 182.3 184.2
Meats poultry fish and eggs 2.569 147.3 146.4
Dairy and related products 1.088 157.6 161.2
Fruits and vegetables 1.440 200.7 208.6
Nonalcoholic beverages and beverage
materials 1.049 131.7 133.5
Other food at home 2.002 152.4 153.0
Sugar and sweets .377 150.1 151.7
Fats and oils .309 151.9 150.5
Other foods 1.316 166.9 167.7
Other miscellaneous foods .320 104.9 104.1
Food away from home 5.730 163.0 163.5
Other food away from home .175 103.3 103.5
Alcoholic beverages .986 167.2 167.6
Housing 39.828 161.3 161.8
Shelter 30.283 184.0 184.7
Rent of primary residence 7.007 174.9 175.3
Lodging away from home 2.376 103.8 107.1
Owners equivalent rent of primary
residence 20.529 190.7 191.0
Tenants and household insurance 2..371 99.9 99.7
Fuels and utilities 4.735 126.6 126.2
Fuels 3.801 111.4 110.9
Fuel oil and other fuels .227 86.1 86.6 -10
Oas piped and electricity 3.574 118.9 118.3
Household furnishings and operations 4.810 126.6 126.8
of3 2/24/99 518 PM
Table Consumer Price Index for ...ry and commodity and service group http//stats.bls.gov/news.releasecpi.tO .htm
Apparel 4.81 130.7 12.9
Mens and boys apparel 1.358 130.3 128.1 -1
Womens and girls apparel 1.939 122.4 117.7
Infants and toddlers apparel .272 129.6 130.0
Footwear .876 127.5 125.6
Transportation 16.999 140.7 140.4
PIivdt transportation 15.053 137.2 136.7
New and used motor vehicles 7.843 100.9 100.6
New vehicles 4.983 144.1 144.4
Used cars and trucks 1.914 153.1 150.6
Motor fuel 2.493 86.2 85.0 13
Gasoline all types 2.476 85.7 84.5 13
Motor vehicle parts and equipment .549 101.2 101.2
Motor vehicle maintenance and repair 1.624 169.6 169.8
Public transportation 1.346 188.4 190.4
Medical care 5.713 245.2 246.6
Medical care commodities 1.252 225.6 225.9
Medical care services 4.461 249.6 251.3
Professional services 2.854 224.6 225.8
Hospital and related services 1.354 291.4 294.4
Recreation 6.120 101.2 101.7
Video and audio 1.748 100.7 101.4
Education and communication 5.478 100.7 100.9
Education 2.694 104.7 105.0
Educational books and supplies .203 257.3 258.4
Tuition other school fees and childcare 2.492 301.7 302.4
Communication 2.783 97.1 97.3
Information and information processing
2.580 96.9 96.9
Telephone services 2.327 100.3 100.7
Information and information processing
other than telephone services .253 34.8 33.8 -26
Personal computers and peripheral
equipment .148 64.2 61.4 36
Other goods and services 4.624 250.3 255.4 10
Tobacco and smoking products 1.159 331.2 354.2 39
Personal care 3.465 158.3 158.9
Personal care products .742 148.7 149.9
Personal care services .973 168.3 168.8
Miscellaneous personal services 1.491 237.8 238.9
Commodity and service group
Commodities 42.109 142.2 142.5
Food and beverages 16.408 162.7 163.9
Commodities less food and beverages 25.702 130.2 129.9 -0
Nondurabies less food and beverages 14.345 132.1 131.8 -0
Apparel 4.831 130.7 127.9
Nondurables less food beverages and
apparel 9.514 137.8 138.8
Durables 11.356 127.4 127.1
Services 57.891 185.7 186.3
Rent of shelter 29.912 191.5 192.3
Transportation services 6.963 188.4 188.8
Other services 10.768 219.5 220.5
Special indexes
All items less food 84.578 164.2 164.5
All items less shelter 69.717 157.8 158.1
of 2/24/99 518 PM
Table Consumer Price Index for ...ry and commodity and service group http stats.bls.gov news.release cpi.tO .htm
NOTE Index applies to month as whole not to any specific date
Table of Contents
Last modfled Friday February 19 1999
URL /news release/cpi to htm
All items less meoial care 94.287 159.4 159.b
CommodIties less food 26.688 131.7 131.4
Nondurables less food 15.331 134.2 133.9
Nondurables less food and apparel
Nondurables
10.500
30.753
139.7
147.5
140.7
147.9
Services less rent of shelter 27.979 192.8 193.3
Services less medical care services 53.429 179.8 180.3
Energy
All items less energy
All items less food and energy
Commodities less food and energy
commodities
6.294
93.706
78.284
23.967
98.9
172.3
174.8
143.9
98.1
172.9
175.3
143.7
Energy commodities
Services less energy services
Purchasing power of the consumer dollar
Purchasing power of the consumer dollar old
base
2.720
54.316
86.3
192.5
.610
.204
85.2
193.2
.608
.203
Not seasonally adjusted
Indexes on December 199/lOU base
12
This index series was calculated using Laspeyres estimator All other item
geo metric means estimator in January 1999
Indexes on December 1982100 base
Indexes on December 1988100 base
Data not available
Bureau of Labor Statistics
gibson s@bls gov
0f3 2/24/99 518 PM
Consumer Price Index http//stats.bls.gov news.release cpi.toc.htm
Table of Contents
Consumer Price Index Summary
Table Consumer Price Index for All Urbaii Consumers CPI-U City Average by
expenditure category and commodity and service group
Table Consumer Price Index for All Urban Consumers CPI-U Seasonally adjusted City
Average by expenditure category and commodity and service group
Table Consumer Price Index for All Urban Consumers CPI-U Selected areas all items index
Table Consumer Price Index for Urban Wage Earners and Clerical Workers CPI-W
City Average by expenditure category and commodity and service group
Table Consumer Price Index for Urban Wage Earners and Clerical Workers CPI-W
Seasonally adjusted City Average by expenditure catego and conodity and service
group
Table Consumer Price Index for Urban Wage Earners and Clerical Workers CPI-W Selected
areas all items index
Table lLAS Consumer Price Index for All Urban Consumers CPI-U-XL U.S city average
by expenditure category and commodity and service group using Laspeyres Estimator
Table 2LAS Consumer Price Index for Urban Wage Earners and Clerical Workers CPI-W-XL
U.S.city average by expenditure category and commodity and service group using Laspeyres
Estimator
Table 3LAS Consumer Price Index for All Urban Consumers CPI-U-XL Selected areas all
items index using Laspeyres
Estimator
Table 4LAS Consumer Price Index for Urban Wage Earners and Clerical Workers CPI-W-XL
Selected areas all items index using Laspeyres Estimator
Text version of entire news release
Consumer Price Index
Bureau of Labor Statistics Washington 20212
Data Home Page
BLS Home Page
of2 2/24/99 519 PM
Consumer Price Index http stats.bls.gos news.release cpi.toc.hmi
Bureau of Labor Statistics
gibson s@bls gov
Last moc4tIed Friday February 19 1999
URL /news release/cpi toc htm
2of2 2/24/995I9PM
ftpftp.b1s.gov pub special.requests cpi cpiai.n.t
2191999 U.S Department Of Labor
Bureau of Labor Statistics
Washington D.C 20212
Consumer Price Index
All Urban Consumers CPI-U
U.S city average
All items
198284100
1946 18.2 18.1 18.3 18.4 18.5 18.7 19.8 20.2 20.4 20.8 21.3
YEAR JAN FEB MAR APR MAY JUNE JULY AUG SEP OCT NOV
1913 9.8 9.8 9.8 9.8 9.7 9.8 9.9 9.9 10.0 10.0 10.1
1914 10.0 9.9 9.9 9.8 9.9 9.9 10.0 10.2 10.2 10.1 10.2
1915 10.1 10.0 9.9 10.0 10.1 10.1 10.1 10.1 10.1 10.2 10.3
1916 10.4 10.4 10.5 10.6 10.7 10.8 10.8 10.9 11.1 11.3 11.5
1917 11.7 12.0 12.0 12.6 12.8 13.0 12.8 13.0 13.3 13.5 13.5
1918 14.0 14.1 14.0 14.2 14.5 14.7 15.1 15.4 15.7 16.0 16.3
1919 16.5 16.2 16.4 16.7 16.9 16.9 17.4 17.7 17.8 18.1 18.5
1920 19.3 19.5 19.7 20.3 20.6 20.9 20.8 20.3 20.0 19.9 19.8
1921 19.0 18.4 18.3 18.1 17.7 17.6 17.7 17.7 17.5 17.5 17.4
1922 16.9 16.9 16.7 16.7 16.7 16.7 16.8 16.6 16.6 16.7 16.8
1923 16.8 16.8 16.8 16.9 16.9 17.0 17.2 17.1 17.2 17.3 17.3
1924 17.3 17.2 17.1 17.0 17.0 17.0 17.1 17.0 17.1 17.2 17.2
1925 17.3 17.2 17.3 17.2 17.3 17.5 17.7 17.7 17.7 17.7 18.0
1926 17.9 17.9 17.8 17.9 17.8 17.7 17.5 17.4 17.5 17.6 17.7
1927 17.5 17.4 17.3 17.3 17.4 17.6 17.3 17.2 17.3 17.4 17.3
1928 17.3 17.1 17.1 17.1 17.2 17.1 17.1 17.1 17.3 17.2 17.2
1929 17.1 17.1 17.0 16.9 17.0 17.1 17.3 17.3 17.3 17.3 17.3
1930 17.1 17.0 16.9 17.0 16.9 16.8 16.6 16.5 16.6 16.5 16.4
1931 15.9 15.7 15.6 15.5 15.3 15.1 15.1 15.1 15.0 14.9 14.7
1932 14.3 14.1 14.0 13.9 13.7 13.6 13.6 13.5 13.4 13.3 13.2
1933 12.9 12.7 12.6 12.6 12.6 12.7 13.1 13.2 13.2 13.2 13.2
1934 13.2 13.3 13.3 13.3 13.3 13.4 13.4 13.4 13.6 13.5 13.5
1935 13.6 13.7 13.7 13.8 13.8 13.7 13.7 13.7 13.7 13.7 13.8
1936 13.8 13.8 13.7 13.7 13.7 13.8 13.9 14.0 14.0 14.0 14.0
1937 14.1 14.1 14.2 14.3 14.4 14.4 14.5 14.5 14.6 14.6 14.5
1938 14.2 14.1 14.1 14.2 14.1 14.1 14.1 14.1 14.1 14.0 14.0
1939 14.0 13.9 13.9 13.8 13.8 13.8 13.8 13.8 14.1 14.0 14.0
1940 13.9 14.0 14.0 14.0 14.0 14.1 14.0 14.0 14.0 14.0 14.0
1941 14.1 14.1 14.2 14.3 14.4 14.7 14.7 14.9 15.1 15.3 15.4
1942 15.7 15.8 16.0 16.1 16.3 16.3 16.4 16.5 16.5 16.7 16.8
1943 16.9 16.9 17.2 17.4 17.5 17.5 17.4 17.3 17.4 17.4 17.4
1944 17.4 17.4 17.4 17.5 17.5 17.6 17.7 17.7 17.7 17.7 17.7
1945 17.8 17.8 17.8 17.8 17.9 18.1 18.1 18.1 18.1 18.1 18.1
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103.4 103.7 104.1
1991 134.b 134.8 135.0 135.2 135.6 136.0 136.2
1992 138.1 138.6 139.3 139.5 139.7 140.2 140.5
1993 142.6 143.1 143.6 144.0 144.2 144.4 144.4
1994 146.2 146.7 147.2 147.4 147.5 148.0 148.4
1995 150.3 150.9 151.4 151.9 152.2 152.5 152.5
136.6 137.2
140.9 141.3
144.8 145.1
149.0 149.4
152.9 153.2
137.4 137.8
141.8 142.0
145.7 145.8
149.5 149.7
153.7 153.6
1996 154.4 154.9 155.7 156.3 156.6 156.7 157.0 157.3 157.8
1997 159.1 159.6 160.0 160.2 160.1 160.3 160.5 160.8 161.2
1998 161.6 161.9 162.2 162.5 162.8 163.0 163.2 163.4 163.6
1999 164.3
158.3 158.6
161.6 161.5
164.0 164.0
1947
1948
1949
1950
21.5
23.7
24.0
23.5
21.5
23.5
23.8
23.5
21.9
23.4
23.8
23.6
21.9
23.8
23.9
23.6
21.9
23.9
23.8
23.7
22.0
24.1
23.9
23.8
22.2
24.4
23.7
24.1
22.5
24.5
23.8
24.3
23.0
24.5
23.9
24.4
23.0
24.4
23.7
24.6
23.1
24.
23.8
24.7
1951
1952
1953
1954
1955
25.4
26.5
26.6
26.9
26.7
25.7
26.3
26.5
26.9
26.7
25.8
26.3
26.6
26.9
26.7
25.8
26.4
26.6
26.8
26.7
25.9
26.4
26.7
26.9
26.7
25.9
26.5
26.8
26.9
26.7
25.9
26.7
26.8
26.9
26.8
25.9
26.7
26.9
26.9
26.8
26.1
26.7
26.9
26.8
26.9
26.2
26.7
27.0
26.8
26.9
26.4
26.7
26.9
26.8
26.9
1956
1957
1958
1959
1960
26.8
27.6
28.6
29.0
29.3
26.8
27.7
28.6
28.9
29.4
26.8
27.8
28.8
28.9
29.4
26.9
27.9
28.9
29.0
29.5
27.0
28.0
28.9
29.0
29.5
27.2
28.1
28.9
29.1
29.6
27.4
28.3
29.0
29.2
29.6
27.3
28.3
28.9
29.2
29.6
27.4
28.3
28.9
29.3
29.6
27.5
28.3
28.9
29.4
29.8
27.5
28.4
29.0
29.4
29.8
1961
1962
1963
1964
1965
29.8
30.0
30.4
30.9
31.2
29.8
30.1
30.4
30.9
31.2
29.8
30.1
30.5
30.9
31.3
29.8
30.2
30.5
30.9
31.4
29.8
30.2
30.5
30.9
31.4
29.8
30.2
30.6
31.0
31.6
30.0
30.3
30.7
31.1
31.6
29.9
30.3
30.7
31.0
31.6
30.0
30.4
30.7
31.1
31.6
30.0
30.4
30.8
31.1
31.7
30.0
30.4
30.8
31.2
31.7
1966
1967
1968
1969
1970
31.8
32.9
34.1
35.6
37.8
32.0
32.9
34.2
35.8
38.0
32.1
33.0
34.3
36.1
38.2
32.3
33.1
34.4
36.3
38.5
32.3
33.2
34.5
36.4
38.6
32.4
33.3
34.7
36.6
38.8
32.5
33.4
34.9
36.8
39.0
32.7
33.5
35.0
37.0
39.0
32.7
33.6
35.1
37.1
39.2
32.9
33.7
35.3
37.3
39.4
32.9
33.8
35.4
37.5
39.6
1971
1972
1973
1974
1975
39.8
41.1
42.6
46.6
52.1
39.9
41.3
42.9
47.2
52.5
40.0
41.4
43.3
47.8
52.7
40.1
41.5
43.6
48.0
52.9
40.3
41.6
43.9
48.6
53.2
40.6
41.7
44.2
49.0
53.6
40.7
41.9
44.3
49.4
54.2
40.8
42.0
45.1
50.0
54.3
40.8
42.1
45.2
50.6
54.6
40.9
42.3
45.6
51.1
54.9
40.9
42.4
45.9
51.5
55.3
1976
1977
1978
1979
1980
55.6
58.5
62.5
68.3
77.8
55.8
59.1
62.9
69.1
78.9
55.9
59.5
63.4
69.8
80.1
56.1
60.0
63.9
70.6
81.0
56.5
60.3
64.5
71.5
81.8
56.8
60.7
65.2
72.3
82.7
57.1
61.0
65.7
73.1
82.7
57.4
61.2
66.0
73.8
83.3
57.6
61.4
66.5
74.6
84.0
57.9
61.6
67.1
75.2
84.8
58.0
61.9
67.4
75.9
85.5
1981
1982
1983
1984
1985
87.0
94.3
97.8
101.9
105.5
87.9
94.6
97.9
102.4
106.0
88.545
97.9
102.6
106.4
89.1
94.Q
98.6
103.1
106.9
89.8
95.8
99.2
107.3
90.6
97.0
99.5
107.6
91.6
97.5
99.9
107.8
92.3
97.7
100.2
104.5
108.0
93.2
97.9
100.7
105.0
108.3
93.4
q8.2
101.0
105.3
108.7
93.7
p8.0
101.2
105.3
109.0
1986
1987
1988
1989
1990
109.6
111.2
115.7
121.1
127.4
109.3
111.6
116.0
121.6
128.0
108.8
112.1
116.5
122.3
128.7
108.6
112.7
117.1
123.1
128.9
108.9
113.1
117.5
123.8
129.2
109.5
113.5
118.0
124.1
129.9
109.5
113.8
118.5
124.4
130.4
109.7
114.4
119.0
124.6
131.6
110.2
115.0
119.8
125.0
132.7
110.3
115.3
120.2
125.6
133.5
110.4
115.4
120.3
125.9
133.8
of 2/24/99 521 PM
ATTACHMENT
RECLAMATION MATERIAL CHARACTERISTICS
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 l71 STREET SUITE 950
DENVER Co 80265
Attachment Reclamation Material Characteristics
Material proposed for use in the reclamation of the White Mesa Mill tailings cells is available from
stockpiles on the site which were generated from construction of the existing cells In the case of
clay material for radon barrier it is available to supplement the onsite material from the Section 16
borrow site located approximately miles to the south of the exiting cells
The characteristics of the materials are generally described in the text of the Reclamation Plan In
addition test work was completed on the clay borrow material as well as the onsite stockpiles
The Section 16 clay material was originally tested in 1982 by DAppolonia Consulting Engineers
Inc This test work included
--Classification
Grain size sieve and hydrometer
Atterberg limits
Specific gravity
--X-ray diffraction
--Cation Exchange Capacity
--Exchangeable Cations
--Modified Proctor
--Permeability
copy of the full DAppolonia Report is included in this Attachment
The onsite random fill and clay stockpiles were sampled in characterized in program detailed in
the April 15 1999 submittal to the NRC Additional Clarifications to the White Mesa Mill
Reclamation Plan copy of this sampling and testing program are included in this Attachment
as well as the results of the characterization work The samples wee characterized for
--Classification
Grain size and sieve
Atterberg limits
--Standard Proctor
The results of these tests for the onsite stockpiled material are included in this Attachment
DAPPOLON
CONSULTING ENGINEERS INC
March 1982
Project No RM786823
Mr Roberts
Energy Fuels Nuclear Inc
1515 Arapahoe Street
Three Park Central Suite 900
Denver Colorado 80202
Letter Report
Section 16 Clay Material Test Data
White Mesa Uranium Project
Blanding Utah
Dear Harold
This report presents the results of field investigations and laboratory tests
performed on Section 16 clay material The material tested was obtained from
borings and test pits made in April 1979 The laboratory tests were performed
and the data retained in our files until your recent request for the data
Field Investigations
The area of investigation is canyon located in Section 16 about three miles
south of the mill site Seven borings were drilled as part of the field
investigations These borings 100 through 106 are located approximately as
shown on Figure
The borings were drilled with rig provided by Energy Fuels using the rotary
method with air pressure to flush out the cuttings Samples were obtained by
sampling the cuttings on five foot intervals Only qualitative information on
the subsurface materials is available because of the method of drilling and
sampling utilized However the qualitative information and samples obtained
are suitable to provide preliminary data on the character of the subsurface
materials present
Three test pits 13 were excavated to obtain bulk samples for laboratory
testing The location of the test pits is shown on Figure
Samples from Boring 216 drilled by Energy Fuels in November 1978 were also
provided to DAppolonia for testing The location of Boring 216 is shown on
Figure
7400 SOUTH ALTON COURT ENGLEW000 CO 80112 TELEPHONE [phone] TELEX 45-4565
BECKLEY WV CHESTERTON IN CHICAGO IL HOUSTON TX AGUNA NIGUEL CA
PITTSBURGH PA WILMINGTON NC BRUSSELS BELGIUM SE KOREA
Mr Roberts March 1982
Subsurface Conditions
The subsurface conditions in the canyon based on the boring data are shown
on Cross Sections AA and BB presented on Figures and respectively
The plan locations of these cross sections is shown on Figure As shown on
the cross sections the subsurfce consists of surficial layer of red clayey
and silty sand about five feet thick The underlying material is mostly red
or gray silty clay The consistency of the silty clay layer varies from stiff
to hard based on observations of the drillers and rig during drilling
lense or layer of very hard silt was noted in Boring 105 This layer appears
to be well cemented unit from the cutting samples obtained In Boring 106
the surf icial sand layer was about 20 feet thick and clayey sand layer was
also encountered at depth of about 30 feet
The laboratory soil classifications for the tested samples are also shown on
Cross Sections AA and BB The testing program is discussed in detail in
the following section however the testing results indicate that the silty
clay layer is mostly CL or CII material with one sample being SM and two
ML These test results show the material is basically fine grained soil
with varying amount of silt and clay size particles The plasticity
characteristics of the material vary from low to high Further discussion of
the test results and material characteristics is given below
Water in the borings was not noted except for Boring 104 for which depth of
about 43 feet was measured This depth is not considered completely reliable
since it was measured only one day after drilling and the water level may not
have had time to stabilize
Laboratory Test Results
The laboratory testing program conducted on samples from the borings and test
pits included the following types of tests
Classification
Grain size sieve and hydrometer
Atterberg limits
Specific gravity
XRay Diffraction
Cation Exchange Capacity
Exchangeable Cat ions
Modified Proctor Compaction Density
Permeability
The results of the classification tests are given on Table The soil
classifications given are shown on Cross Sections AA and BB Figures and
and were discussed above
Mr Roberts March 1982
The cation exchange capacity CEC and exchangeable ions were conducted to
evaluate the type of clays present and the chemical effects resulting from
contact with the tailings liquid Tests were run on samples from Test Pits
and samples and Boring 103 1520 foot depth Soil from each sample was
treated by soaking in simulated tailings liquid for 48 hours before testing
Both treated and untreated as received samples were tested and the results
are presented on Table Results of the testing are summarized as follows
The untreated samples indicate pH 11 values between
7.40 and 8.35 with CEC values in the 4556 meq/lOOg
range The predominate exchangeable ions are calcium
and sodium for Test Pits and and calcium and
magnesium for Boring 103 1520 ft
The treated samples indicate pH 11 values between
1.70 and 2.35 with CEC values in the 90100 meq/lOOg
range The predominate exchangeable ions are hydro
gen calcium and magnesium for all the samples
These results indicate that exposure to the tailings water causes
the pH 11 of the material to decrease
the exchangeable hydrogen and magnesium to
increase
the exchangeable calcium and sodium to decrease
the CEC to increase by factor of about two due
primarily to the large increase in exchangeable
hydrogen
The effects of these changes on clay material properties particularly
permeability is discussed in the following paragraphs
The Xray diffraction tests were run on material from the same three samples
as tested for CEC and exchangeable ions The xray diffraction testing was
conducted to evaluate the type of clay minerals occurring in the material
The results of the testing are given on Table As shown about 50 percent
of the material is quartz 25 percent montmorillonite 25 percent illite and
minor percentages of other minerals Montmorillonite is an active clay
mineral which typically has low coefficient of permeability Illite is also
clay mineral but it is typically relatively inactive with somewhat higher
coefficient of permeability
Modified Proctor compaction tests were conducted on four different samples
Test Pits and samples were tested and composite sample from Boring
16 85 to 210 feet depth The results of the modified Proctor tests are
given on Table The average maximum dry density measured is 107 pounds per
cubic foot and the average optimum water content is 17.5 percent
Mr Roberts Marh 1982
Permeability tests were conducted on compacted samples of material from Boring
216 composite 85120 feet Boring 101 composite 025 feet Boring 103
composite 025 feet and Test Pit The tests were conducted in perme
ability cells with confining pressure applied
around the sample which is
encased in rubber membrane differential pressure was applied across the
sample and flow of fluid through the sample measured Both distilled water
and simulated tailings liquid were used in the tests The tests on Borings
101 and 103 and Test Pit were conducted over period of about five months
to assess the effects of tailings liquid on the permeability of the
material The tests were conducted with distilled water for about two months
to establish saturation and steady state flow Tailings liquid was then
introduced to the sample and the test continued for three more months The
results of the permeability tests are presented on Table along with other
pertinent sample data The material has an average coefficient of germe
ability with water of 3.3x10 centimeters per second and 5.lx10 centi
meters per second with simulated tailings liquid The test results indicate
that the permeability of the material was essentially the same with distilled
water and tailings liquid and no degradation of the material was indicated
Conclusions and Recommendations
Based on the field and laboratory investigations discussed above conclusions
which can be made regarding the materials in Section 16 are
The material is mostly silty clay CL to CH with
slight variation in properties The clay minerals are
mostly montmorillonite with some illite
The material varies laterally with some layers or
lenses of sand and silt The consistency of the
material also varies from stiff to hard or very hard
The permeability values of the material are very low
and longterm permeability tests conducted with
simulated tailings liquid indicate little change in
permeability with time This result is in good
agreement with the results of the CEC exchangeable
ion tests and xray diffraction test results
The clay material is suitable for use as borrow for
use as clay liner or in situ as natural liner
layer
Recommendations for further assessment of the clay for use as borrow area or
in situ clay liner source are
Geotechnical borings with split spoon samples to
assess the material characteristics more specifically
including consistency natural water content and
classification
DAT OLONL
Mr Roberts March 1982
Field permeability tests falling or rising head in
the borings to measure the in situ permeability
Installation of piezometers to determine the ground
water level
Additional discussion of the above recommendations can be provided as neces
sary depending on your needs
VerYtrulYou5L
Corwin Oldweiler
Project Engineer
CEO par
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71
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O
30
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31
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66
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17
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31
32
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h
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p
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e
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s
k
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16
ho
u
r
s
TABLE
CATION EXCHANGE CAPACITY AND EXCHANGEABLE CATION
TEST RESULTS
UNTREATED SAMPLES TREATED SAMPLES1
TEST PIT TEST PIT BORING TEST PT TEST PIT BORING
PARAMETER UNITS 103 22 103
pH 11 8.35 7.40 7.60 2.30 2.35 1.70
Buffer pH NA NA NA 2.28 2.20 2.15
Exchangeable
meq/lOOg 56.6 57.6 58.2
Ca meq/lOOg 19.5 21.1 25.8 12.3 13.5 18.7
Mg meq/lOOg 4.3 4.9 15.4 17.0 20.3 17.8
Na meq/lOOg 20.0 28.0 6.5 3.7 6.5 2.6
meq/lOOg 1.2 2.5 0.6 0.8 1.6 0.5
Cation Exchange nieq/lOOg 45 56 48 90 100 98
Capacity CEC
gSamples soaked in simulated tailings liquid for 48 hours before testing
Represents triplicate results
WAU OLONU
TABLE
XRAY DIFFRACTION SEMIQUANTITATIVE RESULTS
SAMPLE QUARTZ ANDESINE MONTMORILLONITE ILILITE MIXED LAYER
Test Pit 50%5%1025%1025%510%
Test Pit 50%510%1025%1025% 510%
Boring 101 50%510%2550%Trace 5%
1520 Depth
%J OLONU
TA
B
L
E
PE
R
M
E
A
B
I
L
I
T
Y
TE
S
T
R
E
S
U
L
T
S
CO
E
F
F
I
C
I
E
N
T
S
OF
PE
R
M
E
A
B
I
L
I
T
Y
SA
M
P
L
E
IN
I
T
I
A
L
CO
N
D
I
T
I
O
N
S
WI
T
H
DI
S
T
I
L
L
E
D
WI
T
H
TA
I
L
I
N
G
S
BO
R
I
N
G
DE
P
T
H
DR
Y
DE
N
S
I
T
Y
WA
T
E
R
C
O
N
T
E
N
T
WA
T
E
R
LI
Q
U
I
D
TE
S
T
PI
T
FE
E
T
PC
F
PE
R
C
E
N
T
CM
S
E
C
CM
S
E
c
10
3
02
5
11
6
.
7
13
.
3
1.
2
9.
4
10
1
0
10
1
02
5
11
7
.
5
14
.
6
5.
2
10
1
0
7.
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10
1
0
11
0
.
7
14
.
7
4.
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10
1
0
2.
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21
6

8
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15
1.
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1
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21
6
85
2
1
0
11
0
15
55
10
1
0
Cf
00
.7
-I-
-102
JO
FIG
8105
KEY PLAN
NT.S
0I
3Q40OC
5145
-10
5/
1-
REFERENCE
TOPOGRAPHIC MAP OF BLANDING MILLSITESHEETDELTAAERIAL -jSURVEYSINCI2t876 22
ECULCI.E A.%Q SM T-
8-104
16
FIGURE
LOCATION OF BORINGS
AND SUBSURFACE CROSS SECTIONS
3-SCALE
PREPARED FOR
ENERGY FUELS NUCLEAA INC
DENVER7 COLORADO
2CO 200 FEET
ONTOUR TERVAL OFEET JJDIIIMNJ4 SL\
aD
.0
aD
ZLLJ
30D
oz
rJ
Si
to
b-flcn
en
HORIZONTAL SCALE VERTICAL SCALE
20 FEET
5140
LU
LU
U-
5120
-J
LU500
LOOKING NORTH
FIGURE
THE DEPTH AND THICKNESS OF THE SUBSURFACE STRATA
INDICATED ON THE SECTIONS WERE GENERALIZED FROM
AND INTERPOLATED BETWEEN THE TEST BORINGS
INFORMATION ON ACTUAL SUBSURFACE CONDITIONS
EXISTS ONLY AT THE LOCATION OF THE TEST BORINGSANDIT IS POSSIBLE THAT SUBSURFACE CONDITIONS
BETWEEN THE TEST BORINGS MAY VARY FROM THOSE
INDICATED
UNIFIED SOIL
CLASSIFICATION SYSTEM
FOR PLAN LOCATION OF
CROSS SECTION SEE
FIGURE
VERTICAL EXAGGERATION
EQUALS lOX
ThJPJP NI ii IXNIL\
BORING 00
INTERSECTION WITH
CROSS SECTION BB
BORING 102
CH
CH
5180
5160
5140
520
500
5080
5060
LU
LU
LU
-j
CH
105
5180
560
APPROXIMATE EXISTING
GROUND SURFACE
CL
BORING 06
RED CLAYEY
AND SILTY SAND
HARD RED AND
GRAY SILTY CLAY
ao.a 70
STIFF RED AND
GRAY SILTY CLAY
B.-60
17
B.O.B -40
VERY HARD
RED SILT CEMENTED
DENSE LIGHT GRAY
AND RED CLAYEY SAND
O.B.-45
200 200 FEET 20
5080
5060
LEGEND
CH LABORATORY SOIL
CLASSIFICATION
NOTES SUI3SURFACE CROSS SECTION A-A
PREPARED FOR
ENERGY FUELS NUCLEAR INC
DENVER COLORADO
cc
9J
cc
-0
fY
L.1c
ow
I-\J
C-
CaD
5060
HORIZONTAL SCALE
200 200 FEET 20
VERTICAL SCALE
20 FEET
5060
LOOKING WEST
FIGURE
THE DEPTH AND THICKNESS OF THE SUBSURFACE STRATA
INDICATED ON THE SECTIONS WERE GENERALIZED FROM
ANC INTERPOLATED BETWEEN THE TEST BORINGS
INFORMATION ON ACTUAL SUBSURFACECONOITIONS
EXISTS ONLY AT THE LOCATION OF THE TEST BORINGS
AND IT IS POSSIBLE THAT SUBSURFACE CONDITIONS
BETWEEN THE TEST BORINGS MAY VARY FROM THOSE
INDICATED
LEGEND
CH LABORATORY SOIL
CLASSIFICATION
UNIFIED SOIL
CLASSIFICATION SYSTEM
NOTES
FOR PLAN LOCATION OF
CROSS SECTION SEE
FIGURE
VERTICAL EXAGGERATION
EQUALS 10
SUBSURFACE CROSS SECTION B-B
PREPARED FOR
ENERGY FUELS NUCLEARINC
DENVER COLORADO
580
560
5140
520
5100
5080
INTERSECTION WITH
CROSS ST10N A-A
BORING 102
BORING 103
Id
IL
-J
APPROXIMATE EXISTING
GROUND SURFACE
BORING 04
CL
RED CLAYEY AND
SILTY SAND
CL
STIFF RED
GRAY SILTY
AND
CLAY
580
160
40
ILl
Id
IL
520
Id
-J
Id500
5050
-47
B.0 55
B.0.b.-46
IZ3 IERCIJLENE 998 SMITH CO PCH PA
Soil Sampling and Testing Program White Mesa Mill
The purpose of this Soil Sampling and Testing Program is to verify the soil classification
gradation and compaction characteristics standard proctor of the stockpiled random fill and
clay materials that will be used for cover materials on the tailings cells at the White Mesa Mill
Additionally this program will verify the compaction characteristics and gradation of the random
fill materials utilized in the platform fill previously placed on Cells and
Sampling
Sampling will take place on each of six stockpiles of random fill designated RF-i through RF-6
on Exhibit two clay material stockpiles C-i and C-2 on Exhibit and on platform fill
areas in Cells total of samples will be taken from the random fill stockpiles Two
samples will be taken from the clayS stockpiles and three samples will be taken from the
covered areas of the cells Samples will be taken from test pits excavated by backhoe Samples
will be taken from depth of feet in stockpiles and from foot depth in cells One backhoe
bucket full of material will be taken from the test pit at the specified depth and dumped
separately This sample will be quartered and one quarter will be screened to minus rocks
over will be removed prior to screening Two five gallon sample buckets will be filled with
sample randomly selected from the screened fraction Oversized material remaining after the
screening of the sample will be visually classified and then weighed Sample locations will be
indicated on site map and sample descriptions will recorded and maintained in the facilitys
records total of fourteen samples will be submitted for testing during this program
Testing
Samples will be packaged and shipped to certified commercial testing laboratory for testing
Tests will be run on each sample for standard proctor ASTM D698 particle size analysis
ASTM Ci 17 and ASTM Ci36 soil classification ASTM D2487 and plasticity index
Atterberg limits ASTM D43 18
SOILTEST.DOC/04/14/99/250 PM
125
120
4-
115
110
105
100
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp
2.65
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.C LL P1
3/8 in No.200USCSAASHTO
N/A 2.65 16.1
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 122.0 pcf
Optimum moisture 11.6
116.1 pcf
13.8
21W
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18 20
I-
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
23Sandvetyclayeysisiltyred 19 25.156.9 SM
MATERIAL DESCRIPTION LI.PL Pt %40 %200 IJSCS
Project No 804899 Client International Uranium Coiporalion
Project Soil Sample Testing
Source Sample No 2-1-W
-_
Remarks
Tested By JH
Figure 22
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
124
122
120
-4-
118
116
MOISTURE-DENSITY RELATIONSHIP TEST
114
Water contents
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/8 in No.200USCSSAASHTO
N/A 2.65 13.4
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 122.8 pcf
Optimum moisture 10.8%
122.8 pcf
10.8
2W7C
Sand silty gravely br
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18
PARTICLE SIZE DISTRIBUTION TEST REPORT
SAND SILT %CLAY USCS AASHTO P1.LL
15.9 54.5 SM
jA-240
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOIL DESCRIPTION
Sand silty gravelytrown
100.0 84.1
100.0 10 80.3
1.5 1010 20 77.0
100.0 40 68.6
3/4 95.7 60 46.4
1/2 91.0 100 36.7
3/8 88.3 200 29.6
GRAIN SIZE REMARK
OTestedfly ii-0.344
D30 0.0781
D10
CO EFFICIENT
C0
Cu
Source Sample No 2W-7C
Client International UraniumCoiporation
WESTERN COLORADO TESTING4 INC Sail Sample Testing
Pro3ect No 804899 Fiaure 39
Ui
LL
Ui
Lii
0.
130
125
.4-
120
4-.
CO
II
-D
115
110
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp
2.65
105
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each ooint
Elev/
Depth
Classification Nat
Moist Sp.G LL RI
3/4 in No.200USCSAASHTO
N/A 2.65 9.0
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 122.4 pcf
Optimum moisture 10.7
119.3 pcf
11.8
3iC
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18 20
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
6C
50-
40
30
20-
10
%-
ML or OL MH orOH
10 30 50 70 90 110
LIQUID LIMIT
Sand clayey gravely brocm 26 16 69.510 36.9 SM
MATERIAL DESCRIPTION LL PL RI %40 %200 -USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No 3-iC
Remarks
Tested By ill
Figure 23
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
118
116
9-
114
4-
Cl
112
110
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp
2.70
108
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each ooint
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.70
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 117.7 pcf
Optimum moisture 15.1
117.7 pcf
15.1
ClSi
Clay sandy silty rd
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
12 14 16 18 20 22
Co
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
Clay vejy sandy silty red 28 16 12 98.3 64.8
MATERIAL DESCRIPTION Li It RI %40 %flO USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No Cl-Si
Remarks
Tested Thy JH
Figure 24
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
CL
PARTICLE SIZE DISTRIBUTION TEST REPORT
%GRAVEL SAND SILT CLAY -I uSCS -I AASHTO PL LL
10 32 CL A-65 28
SIEVE
size
PERCENT FINER SIEVE
number
size
PERCENT FINER -SOIL DESCRIPTION
Clay vezy sandy silty red
1.5
3/4
1/2
3/8
100.0
100.0
1-00.0
100.0
100.0
100.0
100.0
10
20
fl40
60
100
200
100.0
99.9
-99.5
983
96.2
92.3
64.8
REMARKS
Tested By JH
GRAIN SIZE
D30
D10
COEFFICIENTS
Cc
Cu
Source SamyleNo Cl-SI
Client International iJranium-Corporalion
WESTERN COLORADO TESTING INC Soil Sample Testing
Project No 804899 Fioure 41
Lt
LU
LU
130
125
1-
120
ii
115
110
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp.G
2.65
105
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSAASHTO
N/A 2.65 10.3
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 124.2 pcf
Optimum moisture 10.3
120.7 pcf
11.5
C2S1
Sand clayey grvly brn
Project No 804899
Prqject International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig Na
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18 20
LU
LIQUID AND PLASTIC LIMITS TEST REPORT
Sand clayey gravely broi 25 23 48.2 26.7 SM
MATERIAL DESCRIPTION LI PL P1 %c40 %200 IJSCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No C2-Sl
Remarks
Tested By JH
Figure 25
LiQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
50-
40-
--
Dashed line indicates the approximate
upper limit boundary for natural soils
20-
10
MLorOL
10
MH orOH
LIQUID LIMIT
10 110
LU
a-
PARTICLE SIZE DISTRIBUTION TEST REPORT
31-9 41.4
01
SM A-2-40 23
%3 %GRAVEL %SAND %SILT %CLAY uscs S4ASHTO PL 11
25
SIEVE
inches
size
PERCENT FINER SIEVEl1
size
PERCENT FINER SOIL-DESCRIPTION
Sand clayey gravely trown
1.5
3/4
1/2
3/8
100.0
100.0
96.6
9kB
90.0
84.9
80.3
10
20
40
60
100
200
68.1
58.0
52.1
48.2
43.8
36.0
263
GRSAJN SIZE -REMARKS
OTestedByJHD60
D30
10
2.48
0.0977
COEFFICIENTS
Cc
Source Sample No C2-S1
Client International Uranium-Corporation
WESTERN COLORADO TESTING INC Prt Soil Sample Testing
Project No 804899 Flaure 42
.4-
-D
114
MOISTURE-DENSITY RELATIONSHIP TEST
104
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each ooint
Elev/
Depth
Classification Nat
Moist Sp.C LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 114.1 pcf
Optimum moisture 13.2%
114.1 pcf
13.2%
RF1S1
Cloy silty sandy red
Project No 804899
Pro-ject International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 12
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
112
110
108
106
ZAV for
Sp
65
12 14 16 18 20 22
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
27Claysiltysandyred 20 99A 63.1 ML
MATERIAL DESCRIPTION LL PL P1 %40 %C200 USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No RF1-Sl
Remarks
Tested By JR
Figure 26
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
PARTICLE SIZE DISTRIBUTION TEST REPORT
th -c
_L___A....A..ic -_A
100
-i 00
t1
Ui
Ui
Ui
a-
Sc---H----- ---
7C-------------4-
Sc--H-H-----
4C------.------------
3c--------s-------
2C --
ic ----
ooioo 10
GRAIN
0.1
SIZE-mm
0.01 0.001
%3 GRAVEL -I SAND %SILT %CLAY uSCS AASHTO P-I.
ci
369 ML A401J
SIEVE
Thebes
size
PERCENT FINER SIEVE
number
size
PERCENT FINER -SOIL DESCRIPTION
O-Claysiltysandyrcd
1.5
314
1/2
3/8
100.0
100.0
100.0
ioo.o
100.0
100.0
100.0
10
20
40
60
100
200
100.0
99.8
99.-S
99
97.6
95.2
63.1
D60
D30
D10
GRAJN.SIZE REMARXS
T-estedBy 311
C0
CU
COEFFICIENTS
oSoutce SampleNo.RF1-S1
Client InternalionaflJranium-Corporation
WESTERN COLORADO TESTING INC Project Soil Sample Testing
Project No 804899 Fiqure 43
.4-
115
ci
110
100
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction app1 ied to each point
125
120
MOISTURE-DENSITY RELATIONSHIP TEST
105 ZAV for
Sp.G
2.65
12 14 16 18 20 22
EIev/
Depth
Classification Nat
Moist Sp.G LL P1
3/8 in No.200USCSIAASHTO
N/A 2.65 18.0
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 118.3 pef
Optimum moisture 13.2
111.3 pcf
16.1
RF2S1
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JR
Fig No 13
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
LL
PARTICLE SIZE DISTRIBUTION TEST REPORT
%r GRAVEL SAND SILT CLAY USGS AASHTO PL LL
oj
34.8 47.5 SM A-I-b
NP NPJ
SIEVE
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOIL DESCRIPTION
Sand sl clayey gravely brown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
931
91.0
83.1
77.5
10
20
4060
100
200
65.2
52.6
44A
38.8
32.9
25.8
17.7
GRPJN SIZE -REMARKS
Tested By JHD60
D30
D10
3.42
0.203
COEFFICIENTS
C0
Cu
Soute Sample No RF2-S1
-CISt International UraniunrCorpocation
WESTERN COLORADO TESTING INC Project Soil Sample Testing
Project No 804899 Figure 44
135
9-
125
1-
120
MOISTURE-DENSITY RELATIONSHIP TEST
110
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each ooint
EIev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSAASHTO
N/A 2.65 18.2
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 128.7 pcf
Opt imum moisture 8.8
122.7 pcf
10.8
RF2-S2
Sand gravely brown
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 14
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
130
115
ZAV for
Sp.C
2.65
10 12 14 16
PARTICLE SIZE DISTRIBUTION TEST REPORT
%GRAVEL SAND SILT CLAY USCS AASHTO .PL Ii
30.9 50.5 SM A-2-40
NIH
SIEVE
size
PERCENT FINER SIEVE
number
size
PERCENT FINER Oft DESCRIPTION
Sand gravclyirown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
961
94.8
88.4
80.1
10
20
40
60
100
200
69.1
61.1
56.4
.5L7
38.0
24.4
18.6
D30
D10
-GRAiN SIZE REMARKS
OTestedByiH1.73
0.190
COEFFICIENTS
C0
Cu
Source Sample No RF2-S2
GISt International Uranium-Corporation
WESTERN COLORADO TESTING tNC Project Soil Same Testing
Project No 804899 Fiqure 45
tt
Lii
El-
130
125
.4-
120
.4-
115
110
105
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp.G
2.65
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSPASHTO
N/A 2.65 6.6
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 121.4 pcf
Optimum moisture 11.3
119.2 pcf
12.1
RF3S1
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY .N
Fig No 15
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18 20
2upsojojdumgpopefaJd13N1DNIIS3IOOVUOT03NJ1SM
UOPUOthoaUmUtIfluoqnitquaq
HfPL
gJqpJJ
uMoiqAjaisi2oAvpjspuv
NOtLdI8OS3O1IOŁI3NIdIN9OŁJ3d
WWBZIS NIVŁJO
oomog IS-C.tffloNojdhws
.N31013d303
ŁI3NIdlN3OŁSd
iŁIOd3ŁI.LS31NOI1fl81ŁLLSI3ZIS3131J.Wd
112
110
.4-
108
106
104
MOISTURE-DENSITY RELATIONSHIP TEST
LAY or
Sp .0
2.65
102
12
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correcflon applied to each ooint
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 11L7 pcf
Optimum moisture 14.3
111.7 pef
14.3
RF3S2
Clay sandy red
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 16
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
14 16 18 20 22 24
LIQUID AND PLASTIC LIMITS TEST REPORT
Clay very sandy red 28 20 69.0 39.0 SM
MATERIAL DESCRIPTION LL PL P1 %c40 %200 USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No RF3-S2
Remarks
Tested By JH
Figure 27
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
It
Dashed line indicates the
approximate___upper limit boundary for natural soils
_________________________________50-
/i__
40-
lI//I/Ill/I
30
___________________________ ____20-
10 ___.7
________
____________ML
c1rOL
MHorOH
47
10 30 50 70 90 110
LIQUID LIMIT
It
Ui
Ui
It
Ui
PARTICLE SIZE DISTRIBUTION TEST REPORT
to
100
11 II 11111 liii iii
11 it ill liii
-H
2C ---
IC --___
200100 10 0.1 0.01 OMOi
GRAINSIZE mm
16.3 44.7
%3 %GRAVEL %SAND %SJLT %CLAY USCS AASHTO -FL U.
SM A-40
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOIL UtbUMW1 run
Clay vecy sandy red
1.5
3/4
1/2
3/8
100.0
100.0
100.0
JOQ.0
98.7
94.0
90.8
10
20
40
60
100
200
83.7
78.2
73.4
69.0
63.7
45.5
39.0
GRAIN SIZE REMARKS
Tested By JH
D3
D10
0.222
COEFFICIENTS
Cc
Cu
Source Sample No RF3-S2
Client International UraniumCorporation
WESTERN COLORADO TESTING mic Prct Soil SamPle Testing
Project No R04899 Ficure 47
135
130
4-
C-
125
4.J
Co
120
115
110
MOISTURE-DENSITY RELATIONSHIP TEST
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSAASHTO
N/A 2.65 18.1
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 127.4 pcf
Optimum moisture 10.3
121.3 pcf
12.6
RF3S3
Sand clayey qrvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 17
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18
PARTICLE SIZE DISTRIBUTION TEST REPORT
to
Ui
ElI II
8C
7C-
60-----
-------
--
---------
5C
x--------------
2C
10--------
200 100 10
GRAIN
0.1
SIZE mm
0.01 0.001
%a %GRAVEL %SAND SILT CLAY IJSCS AASHTO -P-I-JL
01
22.7 53.6 SM A..2-4o
jNPJNP
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER -SOIL DESCRIPTION
Sand sI clayey gravely-brown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
97.4
97.4
90.9
86.2
10
20
40
60
100
200
77.3
69.7
64.1
35.8
38.8
30.2
23.7
GRAIN SIZE R-EMARKSC
OTested43yJHD60
D30
D10
0323
0.147
COEFFICIENTS
Cc
Cu
Source Sample No RF3-S3
Client InteniationalUranium-Corporation
WESTERN COLORADO TESTING INC Project Soil Sample Testing
Project No 804899 Fioure 48
135
MOISTURE-DENSITY RELATIONSHIP TEST
110
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSAkSHTO
N/A 2.65 7.7
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 127.2 pcf
Optimum moisture 9.9
124.8 pcf
10.7
RF4S1
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 18
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
130
.4-
125
Co
120
115
ZAV for
Sp.G
2.65
10 12 14 16
CD
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
22Sandclayey gravely brown 19 51.1 25.5 SM
MATERIAL DESCRIPTION LL PL P1 %40 %200 USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No RF4-S1
Remarks
Tested By JH
Figure 28
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
PARTICLE SIZE DISTRIBUTION TEST REPORT
___oo Th nnirr
LL
%SAND %SILT IJSCS AASHTO
91 -----
Sc --
be .S__60
50 -----.-
-----
2C ------
--H
----
oJ_
200 100 10 0.1 0.01 0.001
-GRAIN SIZE mm
311 GRAVEL -P1
31.8 42.7 SM A-2-40
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOIL DESCRIPTION
0-Sand clayey gravely brown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
88.1
86.1
81.3
77.7
10
20
40
60
100
W200
68.2
59.6
546
51.1
44.7
33.3
255
GRAIN SIZE REMARKS
TestedB ill060
D30
D10
2.11
0.122
COEFFICIENTS
C0
Source Sample No RF4-S1
International -Uranium Corporation
WESTERN COLORADO TESTING INC Prct Soil Sample Testing
Project No 804899 Fioure 49
130
25
4-
120
4J
-o
115
110
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp.G
2.65
105
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each coint
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/8 in No.200USCSAASHTO
N/A%2.65 4.1
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 123.5 pcf
Optimum moisture 11.3
122.2 pcf
11.7
RF5S1
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 19
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
10 12 14 16 18 20
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
24 18Sandclayey gravely brown 74.3 41.6 SM
MATERIAL DESCRIPTION LL PL P1 %c40 %200 USCS
Project No 804899 Client Jnternational Uranium Corporation
Project Soil Sample Testing
Source Sample No RF5-S1
Remarks
Tested By iii
Figure 29
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
PARTICLE SIZE DISTRIBUTION TEST REPORT
100
.5
AflJJ
U-
LU
C-
LU
0-
sJ-
70-
60----------
50------H------
4C------
30-------m----
2C-
ic
---h1-------
200 100 10 0_I 0.01 0.001
GRAIN SIZE mm
%GRAVEL SAND SILT CLAY uSCS AA.SHTO ft 1_i
13.2 45.2 SM
jAA0
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOII DESCRIPTION
Sand claycy gravelytrown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
97.2
97.2
93.9
92.1
10
20
40
60
100
-200
868
82.2
783
743
67.8
56.2
4L6
GRAIN SIZE -REMARKS
OTcstedlly ii
D30
DID
-0.176
COEFFICIENTS
C0
Source Sample No RF5-S1
International UraniumCorporation
WESTERN COLORADO TESTLNG INC Proect Soil Sample Testing
II Project No 804899 Fioure 50
130
.4-
120
MOISTURE-DENSITY RELATIONSHIP TEST
Water content
Test specificotion ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
3/4 in No.200USCSAASHTO
N/A%2.65 11.7%
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 126.6 pcf
Optimum moisture 9.2
122.8 pcf
10.4
RF6S1
Sand clayey grvly brn
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig.No 20
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTINC INC
125
115
110
105
ZAV for
Sp.C
2.65
10 12 14 16 18
a-
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
23Sandclayey gravely brom 16 30.653.0 GC-GM
MATERIAL DESCRIPTION IS PL P1 %c40 %c200 USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No RF6-S1
Remarks
Tested By ill
Figure 30
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
114
112
110
108
106
104
MOISTURE-DENSITY RELATIONSHIP TEST
10
ZAV for
Sp
2.65
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each coint
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASI-ITO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 113.1 pcf
Optimum moisture 13.9
113.1 pcf
13.9
RF7S1
Clay sandy silty rd
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 5/3/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No 211
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
12 14 16 18 20 22
Co
0.
LIQUID AND PLASTIC LIMITS TEST REPORT
LIQUID LIMIT
23 20Clayveiysandysiltyred 88.6 56.8 ML
MATERIAL DESCRIPTION IL PL RI %40 %c200 USCS
Project No 804899 Client International Uranium Corporation
Project Soil Sample Testing
Source Sample No RF7-Sl
Remarks
Tested By ill
Figure 31
LIQUID AND PLASTIC LIMITS TEST REPORT
WESTERN COLORADO TESTING INC
uJ
U-
Ui
PARTICLE SIZE DISTRIBUTION TEST REPORT
%SAND %SILT CLAY USGS AASHTO PL LL
7.1 36.1 IvIL A-40 20 23
SIEVE
inches
size
PERCENT FINER SIEVE
number
size
PERCENT FINER SOIL DESCRIPTION
Clay very sandy silty red
1.5
3/4
1/2
3/8
100.0
100.0
100.0
100.0
97.3
95.9
95.0
10
20
40
60
100
200
92.9
92.1
90.9
88.6
86.6
83.7
56.8
GRAIN SIZE REMARKS
Tested By ill
Drj
D10
0.0801
COEFFICIENTS
C0
Cu
Souze Sample No RF7-S1
Client Jnternalional Uranium Coiporation
WESTERN COLORADO TESTING INC Project Soil Sample Testing
Project No 804899 Route 52
ATTACHMENT
EVALUATION OF POTENTIAL SETTLEMENT
DUE TO EARTHQUAKE-INDUCED LIQUEFACTION
AND
PROBABILISTIC SEISMIC RISK ASSESSMENT
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 17TH STREET SUITE 950
DENVER CO 80265
EVALUATION OF POTENTIAL SETTLEMENT DUE TO EARTHQUAKE-INDUCED LIQUEFACTION
INTERNATIONAL URANIUM CORPORATION WHITE MESA MILL
5/6/99
An evaluation of potential settlement due to earthquake-induced liquefaction of tailings at International
Uranium Corporations White Mesa mill has been performed and the results are reported below This
analysis applies to cells and and uses conditions of those cells that existed before May 1999 ore
sieve analyses calculated average in-place density seismic analyses by Knight Piesold and typical
physical property values from the literature Two analyses were performed using methods applied to the
Maybell UMTRA site by Morrison-Knudsen Engineers per information supplied by the NRC to IUC
Method is the Stress Ratio method of Takimatsu and Seed 19871 This method uses the SPT blow
counts as input for the analysis No values are available for the White Mesa tailings so values
were estimated see page of calculations using the grain size properties determined in recent tests by
Western Colorado Testing Inc and the average in-place density determined by IUC from volumetric
calculations The values are conservatively estimated to range from at ground surface to at 35 feet
depth values consistent with very loose to loose fine grained relative density to 35 non-plastic soils
according to Terzaghi et al 19962 and NAVFAC DM-7 1971 According to KSEs UMTRA Design
Procedures Chap 11 App 11 Fig 11 B-2 this is conservative because under field conditions the
minimum relative density should be about 36%For additional conservatism it was assumed that the
tailings are completely saturated below ground surface The results of this calculation tabulated on page
A2 indicate that the maximum settlement should be about one foot in 35 feet of tailings and that most of
that settlement originates in the upper 15 feet According to Borns and Mattson 1999 an earthen cover of
the type used on tailings impoundments should not exhibit cracking in response to rapid settlement until
differential settlement exceeds about 0.75%At White Mesa estimated differential settlements are not
significant less than over the tailing cell with the possible exception of the inslope areas where
differential settlement expressed as vertical feet of settlement over horizontal distance could exceed 0.01
in the upper feet and between 10 and 20 feet of the inslope depth Differential settlements would be
accommodated initially by plastic deformation of the cover then by cracking so not all of the differential
Takimatsu and Seed 1987 Evaluation of Settlements in Sands Due to Earthquake Shaking
Journal of Geotechnical Engineering ASCE Vol 113 No
Terzaghi R.B Peck and Mesri 1996 Soil Mechanics in Engineering Practice 3rd Edition John
Wiley Sons
Dept Of Navy Navy Facilities Engineering Command 1971 Design Manual Soil Mechanics
Foundations and Earth Structures NAVFAC DM-7
Borns And Mattson 1999 Simulated Subsidence of the Monticello Cover Sandia National
Laboratories Draft Report 3/10/99
settlement would be expressed by offset along fractures However if it is conservatively assumed that all
differential settlement is expressed in fracture offset then the largest offset would be about 0.175 feet 2.1
inches about 30-45 feet from the top of the cell inslope It is more likely that this differential settlement
would result in some cover flexure or at worst several small fractures with offsets totaling not more than 2.1
inches
The other method used for analysis MKEs Method II is from the Committee on Earthquake Engineering
985 It is based on evaluating the shear strain in the tailings caused by an earthquake It relies not on
values but on shear wave velocities and shear modulus maximum shear modulus ratio both of which are
estimated based on empirical data This removes the effect of uncertainty associated with the lack of site-
specific in-place tailings characterization Using the same assumptions as in Method the estimated
maximum settlement from liquefaction is 0.0581 feet or 0.7 inches The associated differential
settlements are all well below the 0.75%threshold of concern for cracking of the cover
The differences in settlement estimates of the two methods are substantial about 17.5 times However the
two estimates probably provide bounding limits for the range of likely liquefaction-induced settlement If the
Method results are used then the following consequences of the design earthquake liquefaction would be
conservatively predicted
maximum settlement .015 feet in the deepest part of the cell up to 0.4 feet along the cell margins over
the inslope
maximum differential settlement 2.7%within about 15 feet horizontal distance of the top of inslope
1.2%to 0.8%between 30 and 60 feet from top of inslope
impacts on cover settlement of cover in response to tailing settlement with maximum flexure over
the upper half of the inslopes where some cracking is possible with offsets less
than two inches and probably less than one inch
Committee on Earthquake Engineering Commission on Engineering and Technical Systems National
Research Council 1985 Liquefaction of Soils During Earthquakes National Academy Press
EVALUATION OF LIQUEFACTION POTENTIAL
Tailing In-place Characteristics
From mill screen analyses
Ore
Blanding4 Anchutz1 l-lanksville2A Hanksville1 Average
-200 27.2 30.7 37.6 23.2 29.7
Ave Dry Unit Wt of all tailings in pcf 86.31 from IUC volumetric calcs
From this value and ave 4200 ave unit wts of sand and slimes would be
Ave pcf 86.31 SDpcf .703 SLpcf .297
WHITE MESA MILL TAILINGS
Tailing Samples Parameters
from tests by Western Colorado Testing Inc April
Sample
C2-ST1
C2-TS2
C2-T53
C2-TS4
C3-TS1
C3-TS2
ave for
ave for
USCS
SM
ML
SM
SM
ML
SM
SM
ML
Seismic Parameters
Design Life
Return Period
Peak Horiz Acceler
Seismic Coeff
LL
1999
P1
NP
29
NP
NP
23
NP
NP
26
Max Dry
Density
pcf
109.2
103.5
110.4
107.4
105.7
105.4
108.1
104.6
NP
29
NP
NP
24
NP
NP
26.5
1000 yrs
10000 yrs
0.1 8g
0.1 2g
Optimum
Moisture
15.2
20.8
16.0
16.8
16.0
15.3
15.8
18.4
from Knight Piesold Julio Valera 4/23/99
from Knight Piesold Julio Valera 4/23/99
from Knight Piesold Julio Valera 4/23/99
DOE 1989 Technical Approach Document
Revision II Uranium Mill Tailings Remedial
Action Projectl
200
24.1
82.7
32.7
32.2
60.8
23.0
28.0
71.75
Page
EARTHQUAKE-INDUCED SETTLEMENT METHOD
per Takimatsu and Seed
Parameters
Tav
Pa
Pa
5699
ave cyclic shear stress from earthquake psi
total overburden pressure at depth considered psi 86.31 n62 depth 86.31 047862.4 depth 116.1 pcf/ft
effective overburden pressure at depth considered psi P0 depth 62.4
rd stress reduction factor 1.0 at surface to 0.89 at 35
5max peak acceleration at ground surface 8g
N1 SPT value normalized to an effective overburden pressure of tsf
and effective energy delivered to drill rods of 60%of theoretical
free-fall energy
SPT value
per Kovacs and Solomne 1984
correction factor based on effective overburden pressure at depth of SPT count
Assumptions
values are assumed to increase with depth from ito
Tailings are saturated to ground surface
see page
Estimation of Values
No SPT tests have been performed so values are estimated using physical properties of samplea average in-place dry density and
standard soil mechanics references
From NAVFAC DM-7 Fig 3-7 relative density ranges from to 35%for SM to ML soil with dry density of 86.31 pcf and corresponding
values range from ito Fig 4-2
From MKE UMTRA Design Procedures Chap ii App 118 Fig.i 18-2 minimum relative density under field conditions is about 36%
corresponding to N1 0and maximum relative density 100%corresponds to N1 of about 47
P0 C0 N1
269 1.67 1.67
10 537 1.44 2.88
15 806 1.31 3.92
20 1074 1.21 4.84
25 1343 1.14 5.68
30 1611 1.07 6.44
35 1880 1.02 8.18
shear stress ratio Tav/P0 0.65 a/g PdP rd
Differential Settlements over Cell Inslopes
Slopes are 3H1V
1-lorizontal
Distance
over slope
ft
Depth of
Tailings
over slope
ft
Sethement
ft
Differential
Sethement
vertical ftJ
horizontal ft
15
30
45
60
75
90
105
10
15
20
25
30
35
0.4
0.5
0.675
0.8
0.9
0.96
1.015
0.027
0.007
0.012
0.008
0.007
0.004
0.004
Based on and above it is reasonable to estimate that the relative density of the SM/ML tailings in-place is at least 35%and that the
values range from at the surface to at 35 feet depth
C0N
N1 corrected SPT value
recorded SPT value
C0 correction coeff
0.77 logiC 20/P0/2000
Calculation of Settlement
from Hg
Depth
ft
N1 P0
psf
P0
psf
PO/PO Tav/P0 Vol strain
%1
Thickness
ofLayerft
Sethement
ft
10
15
20
25
30
35
1.67
2.88
3.92
4.84
5.68
6.44
818
581
1161
1742
2322
2903
3483
4064
269
537
806
1074
1343
1611
1880
2.162
2.162
2.162
2.162
2.162
2.162
2.162
0.98
0.96
0.95
0.93
0.92
0.89
0.2530
0.2479
0.2428
0.2403
0.2352
0.2327
0.2251
4.5
3.6
3.2
2.9
10
15
20
25
30
35
0.4
0.5
0.675
0.8
0.9
0.96
1.015
Tokimatsu nd Seed 15 57
PageA2
CORRELATION BETWEEN RELATIVE DENSITY AND ABSOLUTE DRY DENSITY OF SANDS
By AKK
5/6/99
after Terzaghi et al 1996 Fig 44.1
Relative Dry Density
Density pcf Mg/rn3
49.5 99.89
76 106.1 1.7
100 112.4 1.8
Dry Density VS Relative Density for Sand
120
20 40 60 80 100 120
Relative Density
after AVFA DM-7 1971 Fig 3-7
Relativ Dry Dry
Density Densftypcf Densitypcf
SM soils ML soils
88 79
25 92 83
50 97 88
75 103 93
100 109 98
DRY DENSITY vs RELATIVE DENSITY FOR SM AND ML SOILS
120
Relative Density
Based on these relationships the average dry density of 86.31 pcf corresponds
to relative density in the 0%to 40%range depending on the amount of silt vs
sand Therefore values would range from at ground surface to at depths
of 35-40 ft
Page A3
Assumptions
Calculations
Tailings are saturated to ground surface
G/Gmax 0.80
3000 fps per Committee on Earthquake Engineering 1985
pr 0.5
Shear wave travels path that ia 45 degreea from vertical so pr EA
hG a/gPrd/G
Gmax tV2 wlg V2
afgwzratG 5/g IG
Gmas/V2 wlg
aztdr IG
azrd 0.80
.250.1832.2 zrd 90000
azG V5r /0
.25azrd tvO
azrd V2 0/Gmax
.25azrd 3002
.250.1 832.2 zr 90000
0.0000805 zr
Settlements
1.0 at surface to 0.9 at 30 0.8 at 40
E4 SI1pr dhlh
dh 0.0000Szrd hI 1.5
Kovacs and Solomne 1984
Depth
ft
Thickneas
ofLayerhft
Strain Axial Strain Settlement
dhft
10
15
20
25
30
35
0.98
0.96
0.95
0.93
0.92
0.89
10
15
20
25
30
35
0.0004
0.0008
0.0012
0.0015
0.0019
0.0022
0.0025
0.00027
0.00052
0.00077
0.00101
0.001 24
0.001 47
0.001 66
0.0013
0.0052
0.0115
0.0203
0.0310
0.0442
0.0581
Differential Settlements over Cell Inslopes
Slopes are SHIV
EARTHQUAKE-INDUCED SETTLEMENT
per Committee on Earthquake Engineering 1985
METHOD II K.K
5699
wz
Parameters
peak shear stress from earthquake psi
total overburden pressure at depth considered psi
stress reduction factor 1.0 at surface to 0.9 at 30 0.8 at 40
strain
acceleration of gravity ftlaeclaec
peak acceleration at ground surface 0.18g
unit weight pcf
depthft
mass density
shear modulus
GIGa modulus reduction factor for strain
shear wave velocity fps
pr Poissons ratio
axial strain
thickness of layer ft
dh settlement in layer ft
O.0000Szrd 1.5
Horizontal
Distance
over slope
ft
Depth of
Tailings
over slope
ft
Settlement
ft
Differential
Settlement
vertical ftJ
horizontal ft
15
30
45
60
75
90
105
10
15
20
25
30
35
0.0013
0.0052
0.0115
0.0203
0.0310
0.0442
0.0581
0.0001
0.0003
0.0004
0.0006
0.0007
0.0009
0.0009
Page A4
Knight PiØsoi4
Memorandum
Date April 23 1999 International Lraniurn Corporation
To Mr Harold Roberts
From Julio Valera
Re Probabilistic Seismic Risk Assessment
As stipulated by the Nuclear Regulatory Commission NRC in their Draft Standard Review Plan
for the Review of Reclamation Plan for Mill Tailings Sites under Title II of the Uranium Mill
Tailings Radiation Control Act UMTRCA NUREG-1620 probabilistic seismic hazard
analysis PSHA may be considered as an acceptable method to deterministic maximum credible
earthquake MCE analysis for establishing the peak horizontal acceleration PHA for site
The NRC draft standard Section 1.4 states the following An exceedance value no greater than
10per year should be used in determining the PHA for the site This 10 value represents in
10 chance of the site exceeding the PHA in 1000-year period which is appropriate for 1000
-year design life Based on this understanding Knight PiØsold has performed simplified seismic
risk assessment for IUCs White Horse Mesa Uranium Mill Tailings Facility to establish the
probabilistic PHA for the site The simplified PSHA has made use of probabilistic seismic hazards
maps recently developed for the contiguous USA as part of joint effort by the Federal Emergency
Management Agency FEMA and the Geological Survey USGS to develop new maps for
use in seismic design detailed description of the development of the maps is contained in the
USGS Open-File Report 96-532 National Seismic Hazards Maps Documentation June 1996 by
Frankel et al 1996 The maps provide probabilistic ground motion design parameters with 2%
5%and 10%probabilities of exceedance in 50 years corresponding to recurrence intervals of 475
975 and 2500 years respectively The maps were developed using soft-rock site as the reference
site condition which is reasonably representative of the conditions at White Horse Mesa mill site
probability of exceedance of 10%for 1000 year design life as stipulated by the NRC
corresponds to recurrence interval of 10000 years similar probability of exceedance for 200
year design life corresponds to an earthquake recurrence interval of 2000 years
The latitude and longitude for the White Horse Mill are 37 35 and 109 30 respectively
Using these coordinates values of PHA were obtained from the USGS seismic hazards maps at the
three recurrence intervals previously mentioned These are plotted in the accompanying figure
versus return period best-fit straight line and curve were fitted to the data to extrapolate to larger
return periods The following PHA values were obtained for the White Horse Mesa Mill site
Design Life yrs Return Period yrs PHA
200 2000 0.11
1000 10000 0.18
\i 6265-WHM\PsHArnemowpd
Knight PiØsold
Mr Harold Roberts April 1999
Probabilistic Seismic Risk Assessment
Thus based on extrapolation of the USGS data PHA equal to 8g would correspond to the
10.000 year event for the site
In Section 1.4.3 of NUREG-1620 the NRC states that in order to assess potential sire ground
motion from earthquakes not associated with known tectonic structures i.e random or floating
earthquakes the largest floating earthquake reasonably expected within the tectonic province no
sinai/er than magnitude 6.2 should be identified They also state that site-to-source distance of
15 km should be used for floating earthquakes within the host tectonic province in dterministic
analysis
In addition to the PHA it is necessary to establish the magnitude of the corresponding earthquake
in order to conduct liquefaction assessment of the tailings impoundment An estimate of this
magnitude was obtained using the acceleration attenuation relationship developed by Campbell and
Bozorgnia 1994 which is considered by the NRC as an acceptable relationship The
attenuationship relationship used for this study assumed strike-slip faulting and soft rock site
conditions site-to-source distance of 15 km was also used with PHA of 0.18g to establish the
corresponding magnitude By coincidence magnitude of 6.2 was obtained
Thus based on this simplified seismic risk assessment magnitude 6.2 earthquake producing PHA
of 18g at the mill site represents the 10000 year event which has 10%probability of exceedance
during mine life of 1000 years
\1 626B-WHM\PSHAmemo.wpd
return
pe ri od..vm
475
975
2500
02
0.18
.9 0.16
0.14
0.12
0.1
CD
15 0.08
0.06
0.04
0.02
0.2
0.18
.2 0.16
.4-
0.14
0.12
I-
CD
15 0.08
0.06
0.04
0.02
White Mesa
Ground accelerations from Frankel et al 1996
accel
0.045
0.07
0.12
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Return Period yrs
10 100 1000 10000
Return Period yrs
White Mesa Mill Soil Testing tailings samples
WESTERN 529 25 1/2 Road Suite B-lot
COLORADO Grand junction Colorado 81505
TESTING 970 241-7700 Fax [phone]
INC
May 1999
WCT 804899
International Uranium USA Corporation
Independence Plaza Suite 950
1050 17th street
Denver Colorado 80265
Subject soil Sample Testing
As requested we have completed the soil laboratory work for
International Uranium USA Corporation The testing performed
included the following
21 sieve Analyses
21 Atterberg Limit Tests
21 standard Proctor Tests ASTM D698
Hydrometer Tests
specific Gravity Tests
Data sheets are included for each test except for the specific
gravities The results of these are shown below
Samole Avg Bulk Avg Bulk Specific Apparent Absorption
Soecific Gravity Gravity SSD Soecific Gravity Percent
C2 TS1 2.337 2.468 2.673 5.372
C2 T52 2.137 2.392 2.868 11.926
C2 T53 2.157 2.359 2.705 9.396
C2 T54 2.265 2.432 2.721 7.402
C3 TS1 2.456 2.562 2.746 4.294
C3 TS2 2.349 2.464 2.655 4.900
Page
international Uranium USA Corporation
CT 804899
May 1999
We have been happy to be of service If you have any questions
or we may be of further assistance please call
Respectfully Submitted
1EESTflN COLOflDO TESTING INC
Wm Daniel Smith P.E
senior Geatechnical Engineer
WDS /xth
MsbioSO48LO5O4
102
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
ZAV for
Sp.C
2.65
Elev/
Depth
Classification Not
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 109.2 pcf
Optimum moisture 15.2
109.2 pcf
15.2
C2ST1
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
MOISTURE-DENSITY RELATIONSHIP TEST
112
110
.4-
108
.4
106
104
12 14 16 18 20 22
PARTICLE SIZE DISTRIBUTiON TEST REPORT
%GRAVEL SAND SILT CLAY JSCS AASHTO PL LL
6J
OA 75.9 19.3 4.8 SM
A-2-40 NP NPJ
SIEVE
thcfles
St
PERCENT FINER SIEVE
mmtscSt
PERCENT FINER SOIL DESCRIPTiON
SaS silty gabrown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
100.0
100.0
100.0
100.0
10
20
40
60
100
200
100.0
100.0
98.7
94.1
77.5
46.8
24.1
060
D30
Djo
GRAIN SIZE REMARK
0TriH0.186
0.100
0.0241.E
C0
Cu
COEFFiCIENTS
2.25
7.74
Soume Sample No C2-ST1
Cm btanafioS thtum Ca
WESTERN COLORADO TESTING INC P6 Sod Sample TeSing
PitieS No 804899 Fbi 32
Lu
Lu
Lu
.4-
100
Iv
\98
94
17
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist LL P1
No.4 No.200USCSAAASHTO
2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 103.5 pcf
Optimum moisture 20.8
103.5 pcf
20.8
C2TS2
Project No 8.899
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27199
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
104
102
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp .0
65
96
18 19 20 21 22 23
0.0 17.3 70.2 12.5 vfi4 A-40 29 29
SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTiON
kicSs matter SiI claycy inty ay
e2e
100.0 100.0
100.0 10 100.0
1.5 100.0 20 99.9
100.0 40 99.4
3/4 100.0 60 97.8
1/2 100.0 100 94.3
3/8 100.0 200 82.7
GRAIN SIZE REMARKS
D60 0.0264 Teed By JR
D30 0.0170
D10
COEFFICIENTS
Cc
Cu
Source Sample No C2-TS2
Curt hinticoth Uranzmccrposicn
WESTERN COLORADO TESTING INC Soil Sample Testing
PrcjsctNo 804899 Fat 33
PARTICLE SIZE DISTRIBUTION TEST REPORT
LU
%3 %QRAVEL SILT %CLAY USCS AASHTO PU LU
.4S
112
MOISTURE-DENSITY RELATIONSHIP TEST
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each oint
Elev/
Depth
Classification Not
Moist Sp.G LL P1
No.4 No.200USCS.AASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 110.4 pef
Optimum moisture 16.0
110.4 pcf
16.0
C2TS3
Project No eos99
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27/99
Remarks
SUBMITT BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
110
.4-
106
104
102
12 14 16 18 20 22 24
ZAV for
Sp
65
PARTICLE SIZE DISTRIBUTION TEST REPORT
%GRAVEL %SAND %SILT
0.0 67.3 23.2 9.5 SM A-2-40 NP NP
SIEVE
ks
PERCENT FINER SIEVE
nIu
PERCENT FINER SOIL DESCRIPTION
0ttcntown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
100.0
100.0
100.0
100.0
10
20
40
60
100
200
100.0
100.0
98.9
94
86.9
59.6
32.7
D60
P30
D10
GRftJN SIZE REMARKS
OTaSedByJH11151
0.0425
0.0084
COEFFAENTS
Cc
Cu
1.42
18.03
Source Sample No C2-TS3
btcaticoth UCapaation
WESTERN COLORADO TESTING INC Pmje Soil Sample Testing
ERmiect No 804899 Flours 34
Ui
C-
Iii
a-
%CL.AY USCS JAASHTO PL LL
108
106
104
.4
102
100
MOISTURE-DENSITY RELATIONSHIP TEST
ZAV for
Sp
2.65
98
14
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 1O74 pcf
Optimum moisture 16.8
107.4 pcf
16.8
C2TS4
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27/99
Remarks
SUBMITTED BY Client
TESTED BY .JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTTNC INC
16 18 20 22 24 26
PARTICLE SIZE DISTRIBUTION TEST REPORT
%GRAVEL 4%SAND SILT CLAY USCS AASHTO PL LL
0.0 67.8 28.7 3.5 SM
A-2-40 ThP NIJ
SIEVE
kiches
PERCENT FINER SIEVE
nwtsr
PERCENT FINER SOIL DESCRIPTION
Send ty gay/frown
2.5
3/4
1/2
3/8
100.0
100.0
100.0
100.0
100.0
100.0
1010
10
20
40
60
100
200
100.0
99.8
99.4
97.8
85.4
54.4
32.2
GRAIN SIZE REMARKS
TesadSyt JR
Dx
D10
0.164
0.0376
0.0189
Cc
Cu
COEFFICIENTS
0.45
8.69
Source Sample No C2-TS4
Mmficnth UCorpcnlion
WESTERN COLORADO TESTING1 INCa Project Soil Sample Testing
No 804899
C-
108
MOISTUREDENSITY RELATIONSHIP TEST
98
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each ooint
Elev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 105.7 pcf
Optimum moisture 16.0
105.7 pcf
16.0
C3-TS1
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
106
.4-
104
4-
102
100
ZAV for
Sp.G
2.65
12 14 16 18 20 22
PARTICLE SIZE DISTRIBUTION TEST REPORT
0.0 39.2 60.3 0.5 ML A-40 NP NP
SIEVE
Sties
Sn
PERCENT FINER SIEVE
number
Sn
PERCENT FINER SOII DESCRIPTION
SiIt ssthy trown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
100.0
100.0
100.0
100.0
10
20
4060
100
200
100.0
100.0
99.9
99.1
96.3
87.8
60.8
GRAiN SIZE REMARKS
OTetSytJH
_______________________________
060
D30
D10
0.0738
0.0364
0.0166
COEFFICIENT
1.08
4.45
Source Sample No C3-TS1
Ct btunaliooth UCpcntion
WESTERN COLORADO TES11NG INCa Prcjsct Soil Sample Testing
PmiNo 804899 Fan 36
Lii
%3 I%GRAVELI %SAND %SILT %CLAY USCS IAASHTOPLILL
108
MOISTURE-DENSITY RELATIONSHIP TEST
98
10
Water content
Test specification ASTM 69891 Procedure Standard
Oversize correction applied to each point
EIev/
Depth
Classification Nat
Moist Sp.G LL P1
No.4 No.200USCSAASHTO
N/A 2.65
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Maximum dry density 105.4 pcf
Opt imum moisture 15.3
105.4 pcf
15.3
C3-TS2
Project No 804899
Project International Uranium Corporation
Location Soil Sample Testing
Date 4/27/99
Remarks
SUBMITTED BY Client
TESTED BY JH
Fig No
MOISTUREDENSITY RELATIONSHIP TEST
WESTERN COLORADO TESTING INC
106
C-
104
102
100
ZAV for
2.65
12 14 16 18 20 22
PARTICLE SIZE DISTRIBUTION TEST REPORT
%GRAVEL %SAND SUJ iCLAY uscs MSHTO PL
0.0 77.0 16.9 6.1 SM A-2-40
NP NP
SIEVE
Idius
ss
PERCENT FINER SIEVE
nuntur
PERCENT FINER 0-DESCRIPTiON
SaS silty gratown
1.5
3/4
1/2
3/8
100.0
100.0
100.0
1010
100.0
100.0
100.0
10
20
4060
100
200
100.0
99.9
99A
946
78.1
46.9
23.0
GRAiN REMARKS
OTfldByiHD50
Dao
D10
0.185
0.102
0.0260
COEFFICIENTS
C0 2.16
7.12
Source Sample No C3-TS2
jean nSHJtCopcnfion
WESTERN COLORADO TESTING INC Prced Soil Sample Testing
IPruleetNo 804899 Fn 37
LU
I-
LU
LU
Tailings Cell Dry Density Calculation
Cell Original Design Volume
2380000 tons 92 dpcf 1916264 yd3
Design change to east end 5%95000 yd3
Total as built volume 2011264 yd3
Remaining storage volume 23000 yd3
1988264 yd3
Total Tailings to Date
As of October 23 1989 2299708 tons
Cabot 12000 tons
On-Site Waste 5000 tons
2316708 tons
2316708 tons
1988264 yd3 86.31 dpcf
pr
TO
FROM
DATE
suamcr
Bill Deal
Shannon Clark
June 25 1997
Cell Calculated Capacity Left
was asked by you to find the original capacity of Cell and the capacity we have left to fill
In the Environmental files found where John Hamrick had listed the cells and capacities and
off the 19 Cs had calculated the from inception tons deposited to each cell
Cell 2299708
Cell 1249000
as of October 23 1989
600000 tons License Amendment
then went to Gary Richards to find the dry tons fed to the mill to date off of the 19C report
Fed to the mill inception to-date is 3757344 tons We have produced 14050 tons of
Yellowcake and 16200 tons of Vanadium
3757344
14.050
3743294
16.200
3727094
-2.299.708
1427386
Dry tons fed to mill
YC produced in tons
Tons to tails
Vanadium Produced
Tons to tails
Tons deposited into Cell
Tons in Cell at this point
2091717
1.427.386
664331
Available tons in Cell at time of construction
Tons deposited into Cell as of now
Tons of space left In Cell In theory
This calculates out to be 68%full
White Mesa Mill Screen Analysis of Ore Feed to Leach
%%sjS
Table
Screen Atmlyslsof Feed Ore to Leach
Grind conditions
Rod mill 75/8 diem 9-1/2 steeL ribbed 85/90 rpm
Rod charge 8.9 kg
Ore charge 1.00 kg minus 6mesh
solids 50
Time mm
Size
jght Distxbutip%
STanding No Anschutz No Hanksvifle No i27 Three-Ore
Mesh ry1 HRI-11868 RRI-11870 RI-i117S-1 Composite
35 0.0 0.0 0.5
35x48 2.5 0.2 1.9 1.2
48x65 162 7.4 15.3 12.7
65x100 25.0 25.2 26.2 299
ZOOxiSO 18.7 21.9 19.5 20.1
150x200 10.4 14.8 13.4 13.7
200x270 4.5 7.6 6.2 6.0
27Ox325 1.5 2.0 1.8 2.9
-325 2t2_
100.0
20.3 15.2 145
100.0 100.0 100.0
Data from June 15 1977 report Uranium Recovery from Hanksville and Blending
Station Ores
.i.4 AC 44 .i.144 sui.J4.rfla.i4P4J
Al
Screen Analysis of Blandirtg No Anschutz No and
HankSy4i.NO-2A Ore Feed to Leach
Grinding conditions
28
28x35
35 x4
8x 65
65x100
lOOxi 50
150x200
200x270
270x325
325
0.0
25
16.2
25.0
18.7
10.4
4.5
1.5
22.2
100.0
16
0.54
1.11
4.49
76
8.90
0.0
0.2
7.4
25.2
21.9
14.6
7.6
2.8
20.3
iooi
11.3
13.5
9.2
7.1
4.8
4.2
-3.0
2.3
32.3
100.0
Mill
Rod charge
Ore charge
H20
Time
Screen analysis
Rod steel 75/8 diem 91/2 ribbed 85/90 rpm
Steel rods in length
Diem No of Weight
inch Rods Kg --
1/4
3/8
1/2
5/8 ____
1.0 kg minus 6mesh
1.0 kg
nUn
Size
--
Wexgit Dislnbution
Blanding No Anschutz No Hanksville No
Mesh Tyler HRI11868 HRI1i870 HRX11869
12.3
ATTACHMENT
RADON EMANATION CALCULATIONS
REVISED
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 17Th STREET SUITE 950
DENVER CO 80265
jjijjght PiØsold
Memorandum
Date April 15 1999 1626B
To File 1626B
From Roman Popielak and Pete Duryea
Re Radon Emanation Calculations Revised
At the request of International Uranium USA Corporation IUC we have completed series of
analyses of the expected levels of radon flux from the White Mesa uranium tailings facility for the
tailings cover design These analyses accounted for recent comments from the United States Nuclear
Regulatory Commission NRC
Analysis Methodology and Input Parameters
The analyses conducted and described herein adopted the methods and approach detailed in NRC
Regulatory Guide 3.64 and more specifically the computer code RADON Version L2 The code
which considers one-dimensional steady state gas diffusion requires input data including laier
thickness porosity dry density radium activity emanation coefficient gravimetric water content
and radon diffusion coefficient These input data were based exclusively on available data from
previous work by others including Rogers and Associates Engineering Corporation Advanced Terra
Testing Chen and Associates DAppolonia Consulting Engineers Inc and TITAN Environmental
Key laboratory data and summary of parameters selected for these analyses are presented in the
attached Table
The current cover design includes 2.0 feet of random fill frost barrier fill over 1.0 foot of
compacted clay which in turn overlies 3.0 feet of random fill platform fill In the analyses the
thickness of final cover was reduced by 6.8 inches to 1.4 feet to account for the depth of frost
penetration as evaluated by TITAN Environmental The actual tailings thickness is on the order of
44 feet which meets the NRC guidelines for an infinitely thick source and hence it could be
modeled in program RADON as 500.0-centimeter thick layer Available data on the in-situ density
of the tailing was used All available historical Proctor compaction results for the other materials
were evaluated to select appropriate maximum dry densities for the clay and random fill
The clay layer and frost barrier fill which are to be placed and compacted as engineered fill
materials were modeled with 95-percent standard Proctor compaction The platform fill material
is dumped and spread directly on top of the tailing surface Once in place the material is compacted
by selective routing of equipment traffic and it then provides working surface for subsequent
operations such as placement and compaction of the clay layer and frost barrier fill The compaction
of material comprising the platform is expected to be higher at its top than at its contact with the
tailings
C.\PROJECTS\1 628BC6BRSLTS.MEM
Kjilght PiØsold
File 1626B April 15 1999
Radon Emanation Calculations Revised
Within the platform fill the surficial material is likely to exhibit fairly high compaction given the
influence of the contact stresses exerted by equipment traffic and later by the compaction of
overlying material Such stresses diminish with depth so lower portions of the platform fill will not
have experienced as significant compactive effort Compaction of the platform fill is therefore
likely to range from about 80-percent of standard Proctor at the base of the random fill immediately
above the tailing to 90-to 95-percent of standard Proctor compaction at the top of the platform fill
immediately below the equipment loads just described
The porosity of each of the materials/sublayers was calculated from its dry density and specific
gravity of soil solids Radium activities and emanation coefficients were selected for each soil type
from available lab data and the long term water contents were selected for the analyses as follows
In the absence of other data the tailing was modeled with 6.0 percent by weight moisture content
as the NRC recognizes that value as practical lower bound for soils in the western United States
Long term moisture content can be conservatively modeled as the residual or irreducible water
content from capillary moisture retention data since lower value is more critical that is it yields
higher radon flux Such data was provided and used for the random fill and the clay
The final and one of the more critical parameters was the radon diffusion coefficient This
parameter is dependent upon the porosity and degree of saturation of the soil and although lab data
was available it was for conditions other than those modeled So in the absence of diffusion
coefficient data at the porosities and degrees of saturation of interest correlation provide by the
NRC was employed to compute the diffusion coefficients adopted for the analyses These values
ranged from 0.0071 to 0.0507 cm2/sec It should be noted that the resultant values did seem to match
well with the trends observed in the available laboratory data
Results and Conclusions
Since there were not data available describing the degree and distribution of compaction in the
platform fill series of analyses were conducted based on varying assumptions about the condition
of that material In each of those cases the platform fill was divided into series of sublayers whose
thickness and degree of compaction were selected based upon engineering judgement and previous
experience with similar situations
The two cases of distribution of compaction considered to represent the conditions anticipated at
White Mesa are presented in attached Figure as Case and Case II The results of the radon flux
evaluation for those two cases are attached For the reasonably conservative input parameters listed
herein and an interim cover comprising 1.0 foot each at 80-90 and 95-percent compaction as shown
as Case in Figure radon flux at the ground surface of 18.2 pCiIm2/sec is expected For Case
II with 0.5 foot of 95-percent compaction material overlying 1.0 feet of 90-percent compaction
material and 1.5 feet of 85-percent compaction material the radon flux at the ground surface is 19.8
pCi/m2/sec Both of these results are within the 20.0 pCi/m /sec limit specified by the NRC
C\PROJECTS\16268\26BRSLT3.MEM
Knight PiØsold
File 1626B April 15 1999
Radon Emanation Calculations Revised
Therefore it appears that the cover design should be acceptable assuming that the conditions
described herein do not vary significantly from those in the field
In conclusion empirical knowledge of the site conditions should be taken under consideration in
evaluation of the model results At present approximately 80-percent
of Cell No.2 is covered with
the random fill platform fill This fill supports traffic of the heavy 30 ton haulers Hence the
degree of compaction of the layers as represented in the radon flux models see Figure may have
already been achieved in certain locations within the cell The platform fill has been very effective
to date in attenuating the radon flux which as currently recorded is 7.4 pCiIm2/sec which is well
below the standard of 20.0 pCilm2/sec Based on these observations it would appear that the
performance of the tailings cover which will ultimately include the clay layer and frost barrier fill
in addition to the fill currently in place as barrier controlling radon flux is anticipated to meet the
regulatory requirements
\PROJECTS\1 626B26BRSLT3.MEM
11
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Figure
Case
Cover Cross Sections for Radon Flux Models
Radon Flux 18.2 pCiIm2Is
1.442.7 cm
1.0 30.5 cm
1.0 30.5 cm
1.0 30.5 cm
1.0 30.5 cm
16.4 500.0 cm
Case II
1.442.7 cm
1.0 30.5 cm
0.5 15.2 cm
1.0 30.5 cm
1.5 45.7 cm
16.4 500.0 cm
Note Percent compaction is based upon the maximum dry density by standard Proctor
Frost Barrier Fill
Clay Layer
Platform Fill
Tailings
Frost Barrier Fill
Clay Layer
Platform Fill
Tailings
95%Compaction
95%Compaction
90%Compaction
0%Compaction
Radon Flux 19.8 pcilm2ls
95%Compaction
90%Compaction
85%Compaction
G16OOs\1626b\flux flgure.xls 4/15/99
___RADON
Version 1.2 Feb 1989 G.F Birchard tel [phone]
U.S Nuclear Regulatory Commission Office of Research
RADON FLUX CONCENTRATION AND TAILINGS COVER THICKNESS
ARE CALCULATED FOR MULTIPLE LAYERS
WHITE MESA CAss
CONSTANTS
RADON DECAY CONSTANT .0000021 s-1
RADON WATER/AIR PARTITION COEFFICIENT .26
SPECIFIC GRAVITY OF COVER TAILINGS 2.65
GENERAL INPUT PARAMETERS
LAYERS OF COVER AND TAILINGS
DESIRED RADON FLUX LIMIT 20 pCi m-2 C-i
LAYER THICKNESS NOT OPTIMIZED
DEFAULT SURFACE RADON CONCENTRATION pCi l-1
SURFACE FLUX PRECISION pCi m-2 C-i
LAYER INPUT PARAMETERS
LAYER
THICKNESS 500 cm
POROSITY .583
MEASURED MASS DENSITY 1.19 cm-3
MEASURED RADIUM ACTIVITY 981 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERN CONCENTRATION 7.990D-04 pCi cm-3 C-i
WEIGHT MOISTURE
MOISTURE SATURATION FRACTION 122
MEASURED DIFFUSION COEFFICIENT .0507 cm2 C-i
LAYER
THICKNESS 30.5 cm
POROSITY .423
MEASURED MASS DENSITY 1.54 cC-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERN CONCENTRATION 2.760D-06 pCi cm-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .357
MEASURED DIFFUSION COEFFICIENT .0212 cm2 C-i
LAYER
THICKNESS 30.5 cm
OROSITY .351
LEASURED MASS DENSITY 1.73 c-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 3.737D-06 pCi cm-3 s-1
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .483
MEASURED DIFFUSION COEFFICIENT .0115 ciC2 C-i
LAYER
THICKNESS 30.5 cm
POROSITY .315
MEASURED MASS DENSITY 1.83 cm-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 4.404D-06 pCi cm-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .569
MEASURED DIFFUSION COEFFICIENT .0071 cnC2 C-i
LAYER
PHICKNESS 30.5 cm
POROSITY .44
MEASURED MASS DENSITY 1.52 cm-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .18
CALCULATED SOURCE TERM CONCENTRATION 2.481D-06 pCi cm-3 C-i
WEIGHT MOISTURE 14.1
MOISTURE SATURATION FRACTION .487
MEASURED DIFFUSION COEFFICIENT .013 cC2 C-i
LAYER
THICKNESS 42.7 cm
POROSITY .315
MEASURED MASS DENSITY 1.83 c-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-i
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 4.404D-06 pCi cm-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .569
MEASURED DIFFUSION COEFFICIENT .0071 cm2 C-i
DATA SENT TO THE FILE RNDATA ON DRIVE
FO CN1
-i.000DOO O.000DOO
ICOST CRITJ ACC
2.000DOi 0.000D00
BARE SOURCE FLUX FROM LAYER 6.938D02 pCi m-2 C-i
RESULTS OF THE RADON DIFFUSION CALCULATIONS
LAYER THICKNESScm EXIT FLUX EXIT CONC
pCi m2 Ci pCi Fi
5.000D02
3.050DOi
3.050DOi
3.050DOi
050DOi
270DOi
i.4i7D02
8.383DOi
i58DOi
608DOi
274DOi
824DOi
2.9iiD05
976D05
220D05
i46D04
i39D04
000D00
LAYER DX XMS RHC
5.000D02 5.070D02 5.830DOi 7.990D04 i.225D-Oi 1.190
3.OSOD0i 2.i2OD02 4.230DOi 2.760D06 3.568DOi 1.540
3.050DOi i.i5OD02 3.5iOD01 3.737D06 4.830DOi 1.730
3.050DOi 7.100D03 3.i5ODOi 4.404D06 5.693DOi 1.830
3.050D01 i.300D02 4.400DOi 2.481D06 4.87iDOi 1.520
4.270D0i 7.100D03 3.i5ODOi 4.404D06 5.693DOi 1.830
RADON
Version 1.2 Feb 1989 G.F Birchard tel [phone]
U.S Nuclear Regulatory Commission Office of Research
RADON FLUX CONCENTRATION AND TAILINGS COVER THICKNESS
ARE CALCULATED FOR MULTIPLE LAYERS
WHITE MESA CA5E
CONSTANTS
RADON DECAY CONSTANT .0000021 C-i
RADON WATER/AIR PARTITION COEFFICIENT .26
SPECIFIC GRAVITY OF COVER TAILINGS 2.65
GENERAL INPUT PARAMETERS
LAYERS OF COVER AND TAILINGS
DESIRED RADON FLUX LIMIT 20 pCi C-2 C-i
LAYER THICKNESS NOT OPTIMIZED
DEFAULT SURFACE RADON CONCENTRATION pCi l-i
SURFACE FLUX PRECISION pCi C-2 C-i
LAYER INPUT PARAMETERS
\YER
THICKNESS 500 cm
POROSITY .583
MEASURED MASS DENSITY 1.19 cC-3
MEASURED RADIUM ACTIVITY 981 pCi/g-i
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 7.990D-04 pCi cm-3 C-i
WEIGHT MOISTURE
MOISTURE SATURATION FRACTION .122
MEASURED DIFFUSION COEFFICIENT .0507 cm2 C-i
LAYER
THICKNESS 45.7 cm
POROSITY .387
MEASURED MASS DENSITY 1.64 cnC-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-i
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 3.2i3D-06 pCi cC-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .4i5
MEASURED DIFFUSION COEFFICIENT .0162 cm2 C-i
LAYER
THICKNESS 30.5 cm
POROSITY .351
IEASURED MASS DENSITY 1.73 cm-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 3.737D-06 pCi cm-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .483
MEASURED DIFFUSION COEFFICIENT .0115 cm2 C-i
LAYER
THICKNESS 15.2 cm
POROSITY .315
MEASURED MASS DENSITY 1.83 cm-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 4.404D-06 pCi crC-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .569
MEASURED DIFFUSION COEFFICIENT .0071 cm2 C-i
LAYER
.CHICKNESS 30.5 cm
POROSITY .44
MEASURED MASS DENSITY 1.52 cm-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .18
CALCULATED SOURCE TERM CONCENTRATION 2.481D-06 pCi cm-3 C-i
WEIGHT MOISTURE 14.1
MOISTURE SATURATION FRACTION .487
MEASURED DIFFUSION COEFFICIENT .013 cm2 C-i
LAYER
THICKNESS 42.7 cm
POROSITY .315
MEASURED MASS DENSITY 1.83 cxC-3
MEASURED RADIUM ACTIVITY 1.9 pCi/g-1
MEASURED EMANATION COEFFICIENT .19
CALCULATED SOURCE TERM CONCENTRATION 4.404D-06 pCi c-3 C-i
WEIGHT MOISTURE 9.8
MOISTURE SATURATION FRACTION .569
MEASURED DIFFUSION COEFFICIENT .0071 cnC2 C-i
DATA SENT TO THE FILE RNDATA ON DRIVE
FOl
000DOO
CN
000D00
ICOST CRITJ ACC
2.000DO1 O.000DOO
BARE SOURCE FLUX FROM LAYER 6.938D02 pCi m-2 C-i
RESULTS OF THE RADON DIFFUSION CALCULATIONS
LAYER THICKNESS EXIT FLUX EXIT CONCcmpCim2CipCii1
5.000D02
570D01
3.050DO1
520DO1
3.050DO1
270DOi
1.382D02
131DOi
4.602DO1
921DO1
469DOi
977DO1
930D05
485D05
400D04
586D04
491D04
0.000D00
LAYER DX XMS RHO
5.000D-i-02 5.070D02 5.830D01 7.990D04 i.225D0i 1.190
4.570D01 1.620D02 3.870DO1 3.213D06 4.153D01 1.640
3.050DO1 1.150D02 3.510D01 3.737D06 4.830D0i 1.730
1.520D01 7.100D-03 3.1SODO1 4.404D-06 5.693D01 1.830
3.OSOD0i 1.300D02 4.400DO1 2.481D06 4.871D0i 1.520
4.270D01 7.100D03 3.1SOD01 4.404D06 5.693D01 1.830
ATTACHMENT
CHANNEL AND TOE APRON
DESIGN CALCULATIONS
OF
WHITE MESA FACILITIES
BLANDING UTAH
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 17TH STREET SUITE 950
DENVER CO 80265
ATTACHMENT 7-RESPONSE TO NRC COMMENTS 7/17/98
TABLE OF SIX-HOUR LOCAL PMP RAINFALL DEPTH VS DURATION FOR WHITE MESA MIL
6-Hour Storm Rainfall is 10 inches ref Hydrologic Design Report for White Mesa Mill 1990
6/1 Hr Ratio for WHITE MESA is 1.22 Figure 4.7 and Table 4.4 HMR 49
ONE-HOUR PMP IS 8.20 inches at 5000 ft elevation
97.0%or 7.95 inches at 5600 ft elevation
DURATION
HOURS
OF
1-HR PMP
RAINFALL DEPTH IN INCHES AT AVERAGE ELEVATION OF
based on Table 6.3A HMR 49
5000ft 5600ft1
0.00 0.00
0.25 74 6.07 5.88
0.5 89 7.30 7.08
0.75 95 7.79 7.55
100 8.20 7.95
111 9.10 8.83
116 9.51 9.22
119 9.75 9.46
121 9.92 9.62
122 10.00 9.70
Plot of data is adaptation of Figure 12.10 HMR 55A to site rainfall
Average elevation of site in vicinity of base of cell 4Aeach tanks
TIME DISTRIBUTION OF FIRST ONE HOUR OR THE ONE-HOUR PMP
after Table 2.1 NUREG CR 4620
RAINFALL RAINFALL OF RAINFALL DEPTH IN
DURATION DURATION ONE-HOUR AT ELEVATION
MINUTES HOURS PMP
5000 ft 5600 ft1
2.5 0.04 27.5 2.25 2.19
0.08 45 3.69 3.58
10 0.17 62 5.08 4.93
15 0.25 74 6.07 5.88
20 0.33 82 6.72 6.52
30 0.50 89 7.30 7.08
45 075 95 7.79 7.55
60 00 100 8.20 7.95
DE
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ATTACHMENT 11 RESPONSES TO NRC COMMENTS 7/17/98
RATIONAL METHOD CALCULATION OF PMF PEAK DISCHARGE VELOCITY AND DEPTH THROUGH CELL DISCHARGE CHANNEL
FLOW PATH
ELEMENT
ELEMENT
LENGTH
MAX
ELEV
MIN
ELEV
GRADIENT SLOPE
ANGLE
degrees
Ic
hours
RAINFALL
WITHIN
tc initir
SURFACE
AREA
acres
PEAK
DISCHARGE
cIa
LONGEST 4800 5655 5610 0.0094 0.54 0.54 7.20 13.43 143 1344
FLOW PARAMETERS IN CELL DISCHARGE CHANNEL AT PEAK PMF DISCHARGE
Channel Channel Channel Manning Flow Allowable
Bottom Side Gradient Coeff Gnu 49aA.5 Depth Cross Section Hydraulic aRA 67 Velocity Peak
Width Slopes Area of Flow Radius Velocity
ft ftlft ft aftA2 Rft fpa fpa
Bedrock Channel
COE 1970
100 31 0.0100 0.025 226 1.62 169.9 1.54 226.95 7.96 8-10
Bedrock Channel 120 31 0.0100 0.025 226 1.45 180.3 40 225.46 745 8-10
RATIONAL METHOD CALCULATION OF PMF PEAK DISCHARGE VELOCITY DEPTH AND SCOUR THROUGH CELL 4A BREACH
WiTH BREACH WiDENED TO 200 FEET IUC WHITE MESA
FLOW PAIl-I
ELEMENT
ELEMENT
LENGTh
MAX MIN
ELEV ELEV
ORADIENT SLOPE
ANOLE
degrees
Ic
hours
RAINFALL
WiThiN
Ic irVfsr
SURFACE
AREA
acres
PEAK
DISCHARGE
cts
CELL200VER
CELL2/3 BERM
CELL300VER
CELL3/4ABERM
CELL4A
CELL4AINSLOPEE
CELL4ABREACI-I
1230
10
900
180
1400
80
275
56195
tc7
55
5599
5562
5617
5615
5613.2
55772
5562
5560
5560
00020
02000
0.0020
0.2000
00109
0.4875
0.0073
012
11.31
011
1131
062
25.99
042
034
034
0.61
062
0.82
004
0.92
653
654
730
740
770
200
7.80
19.29
19.24
12.01
1192
9.42
4762
844
4130
110
35.12
6.40
27.70
5.68
0.38
637
654
992
1053
1262
216
1481
FLOW PARAMETERS CELL 4A EREACH AT PEAK PMF DISCHARGE
Soil SM Channel
Rock Channel
Breath
Bossre
Widit
Breath
Side
Elopes
Breath
Chaeeel
Orsdreei
n/ft
Macmeg
CseB OrsIl 49sI
Flew
Depth
ft
Crest Sethoe
Area et F/ow
a.ft2
Hydraulic
Radrus
R.ft
aRr B7 Velocity
lye
AIIowaEIe
Peak
Veltcdy
1ys
COB 19701
Riprap
Sire
dES
ethos
ref
200
200
3.1
31
0.0073
0.0073
0.03
0025
350
291
139
1.25
2838
254.7
1.36
1.23
348.59
291 78
5.20
5.82
2-4
8-10
4.00
N/A
NOTE If rounded rock river cobbles and gravel Is used rock size should be Increased by 33%per Fig 4.10 NUREG ICR 4651 Vol.2
Reference Fig 4.11 NUREG CR 4620
DEPTH OF SCOUR OF CELL 4A BREACH CHANNEL
AJI methods used are from Pemberton EL and J.M Lara 1984 tomputing Degradation and Local Scour Technical Guideline for Bureau of Reclamation
ds depth of scour ft Soil
unit discharge cfs/ft Channel
200 wide
Method dsoKquo.24
constant 245
5.2
ds 3.54
Method ds 00.25dm
dm mean water depth at design discharge 1.4
dao 0.34
Method ds 0.6dfo
dfo qo.666IPbotO.333 3.00
Fbo zero bed factor 1.0 ftlsZ for fine sand
dso 1.80
Method ds 025 dma
dma unit aoss section of flow 39
dso 0.35
Method ds dmVmNc-1
Vm mean velocity 5.22
Vco
ds 2.19
WERAGE SCOUR DEPTH ft 1.66
TTACHMENT 12 TABLE RESPONSES TO NRC COMMENTS 7/17/98
ROCK APRON DESIGN TABLE TAILING CELL EROSION PROTECTION
WHITE MESA MILL
PLOW PATH ELEMENT
ELEMENT
LENGTH
ft
ELEMENT
WIDTH
ft
GRADIENT
tt/tt
SLOPE
ANGLE
degrees
tc
minimum
is 042
hours
RAINPALL
WIThIN
tc
inches
INTENSITY
is/hr
Peak
Unit
Discharge
cIa/ft
d50
inches
APRON 10 001 057 0E0 729 1207 180 7.3
Jotes
top cover element length is 2450 ft This was used in the calculations tsr time ot concentration and peek und discharge
outalope element length is 240 ft This was used in the calculations for time at concentration and peak unit discharge
d50 for the outclope was calculated per Abt and Johnson Riprap Design tor Gveftoppisg Plow ASCE Journal ot Hydraulic Engineering 1551
d50 for the apron was calculated per Abt SR Johnson Thornton Cl and Trabast SC Riprap Sizing at Toe ot Embankment Slopes ASCE Journal of Hydraulic Engineering July 1888
DEPTH OF SCOUR AT DOWNSTREAM EDGE OP TOE APRDN
SJI methods used are from Pemberton EL and J.M Lara 1984 Computing Degradation and Local Scour Technical Guideline for Bureau of Reclamation
cia deplh of scour ft
unit discharge cfslft
Method dSKqAO.24
constant 2.45
1.81 cfs/ft
ds 2.82 ft
Method ds 0.25 dm
dm mean water depth at design discharge
ds 0.22 ft
Method ds Ordto
dfo q50.6B6/Fbo5O.333
Fbo zero bed factor 1.0 ft1a52 for fine sand
ds 0.09 ft
Method ds 0.25 dma
dma unit cross section of flow 0.87 ft
ds 0.22 ft
Method da dmaVmNc-1
Vm mean velocity 1.81/0.78fps
Vc 0.5 fps
ds 3.17 ft
AVERAGE SCOUR DEPTH 1.30 ft
minimum depth of downstream edge scour barrier
G\cknna\lkDus\cLS ROSAPRON2 xl
ATTACHMENT
ROCK TEST RESULTS
BLANDING AREA GRAVEL PITS
PREPARED BY
INTERNATIONAL URANIUM USA CORP
INDEPENDENCE PLAZA
1050 17 STREET SUITE 950
DENVER CO 80265
TO Harold Roberts cc William Deal
FROM Robert Hembree
DATE November 20 1998
SUBJECT Rock Test Results Blanding Area Gravel Pits
Attached you will find the results for lab tests that were performed on rock samples obtained from
three gravel sources around the White Mesa Mill These samples were taken from the Cow Canyon
pit located just north of Bluff 15 miles south of the mill the Brown Canyon pit located on the east
side of Recapture Canyon four miles northeast of the mill and the North Pit located one mile
northeast of Blanding 75 pound sample of material was collected from each site each sample
was crushed and screened to 1/2 V2 inch size Testing was performed by Western Colorado
Testing in Grand Junction Colorado All samples were tested for specific gravity absorption sulfate
soundness and L.A Abrasion
Test results indicate that all three sites score high enough to be used as rip rap sources for the
reclamation cover at the mill see attached scoring calculations The Cow Canyon site scores high
enough that there would be no over-sizing required it is suitable for use in channels as well as on
side and top slopes The Brown Canyon site requires the most over-sizing at nineteen percent 19%
The North Pit material would require over-sizing of 9.3 5%These test results prove that there are
sources of rip rap material within reasonable distance of the mill site The average over-sizing
factor for the three sites is 9.5%which is well below the 25%number used in the 1996 reclamation
cost estimate The over-sizing factor used in the Titan Design Study was also 25%
Based on the results of the testing IUC could use any of these three sites The North Pit would be
the most reasonable choice of material sites since it has lower over-sizing factor than the Brown
Canyon site and is closer to the mill than the Cow Canyon site The North Pit also has the advantage
of being an established public pit on BLM administered land
RAH/rah
Lab Test
Specific Gravity
Absorption
Sodium Sulfate Sound
L.A Abrasion
Totals
Brown Canyon Site
Lab Test
Specific Gravity
Absorption
Sodium Sulfate Sound
L.A Abrasion
Totals
North Pit Blanding
Totals
Lab Results
2.63
0.47
0.2
6.4
Lab Results
2.525
2.61
5.5
10.3
Weight Score Weight Max Score
67.5 90
16.5 20
11 110 110
7.5 10
201.5
Overall Score 87.611%
Oversizing none
Weight Score Weight Max Score
49.5 90
3.5 20
11 82.5 110
4.75 10
140.25
Overall Score 60.981%
Oversizing 19.02
162.5 230
Overall Score 70.651%
Oversizing 9.35
International Uranium USA Corp
WHITE MESA MILL RECLAMATION
NRC Rip Rap Scoring Calculations
Weighting Factors for Igneous Rocks
Oversizing for side slopes top slopes and well drained toes and aprons
Rock Scoring less than 50%is rejected rock scoring over 80%does not require oversizing
Cow Canyon Pit Bluffl
Score
7.5
8.25
10
7.5
230
Score
5.5
1.75
7.5
4.75
Score
6.25
1.25
8.75
7.5
230
Lab Test
Specific Gravity
Absorption
Sodium Sulfate Sound
L.A Abrasion
Lab Results
2.557
2.84
3.2
6.3
Weight Score Weight Max Score
56.25 90
2.5 20
11 96.25 110
7.5 10
WESTERN
COLORADO
TESTING
INC
529 251/2 Road Suite B-01
Grand Junction Colorado eisoS
970 241-7700 Fax [phone]
International Uranium USA Corporation
Indep.ndencs Plaza
1050 17th Street
Denver Colorado 80265
November 16 1998
wa snsn
Attention
Refersncs
Mr Bob Hembree
Rock Durability Testing
As requested three potential sources of riprap for use in
reclamation of tailings ponds in Blanding Utah were tested for
rock durability The riprap material was obtained crushed to
testing size and delivered to Western Colorado Testing Inc by
the client The three sources of material were tested for
specific gravity and absorption ASTM C127 Sodium Sulfate
Soundness ASTM C88 and Los Angeles Abrasion ASTM C131 The
results of the testing are provided below
Sauro.t colt canyon
Ins Rhllilt
Bulk Specific Gravity g/cc 2.630
SSD Specific Gravity q/cc 2.642
Apparent Specific Gravity g/cc 2.663
Water Absorption 0.47
Sodium Sulfate Soundness Avg Loss 0.2
L.A Abrasion Loss 100 Rev 6.4
Page
International Uranium USA corporation
Wa 011898
Noveaber 16 1998
i...sp f.7
tflc Bou4s Brown tamyon
1_c.j .-i__a
nfl
Bulk Specific Gravity g/cc
SOD Specif ic-Gravity g/cc
Apparent Specific Gravity g/cc
Water Absorption
Sodium Sulfate Soundness Avg Loss
L.A Abrasion Loss 100 Rev
Walt
2.460
2.525
2.629
2.61
5.5
10.3
._x.-r.r flf.I
ntsist SDUtC rtb Pit
Tot
Bulk Specific Gravity g/cc
SOD Specific Gravity g/cc
Apparent Specific Gravity g/cc-
Water Absorption
Sodium Sulfate Soundness Avg Loss
L.A Abrasion Loss 100 Rev
unfl
2.485
2.557
2.674
2.84
3.2
63
If there are any questions or if additional testing is needed
please feel free to contact our office
Respectfully Submitted
flOTUM COLOZADO TIlTING INC
7C
Kyle Alpha
Construction Services Manager
KA/ah
Msblobstltl 118