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Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
Dry Stack Tailings Facility
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Dry Stack Tailings Facility

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A presentation on the Dry Stack Tailings design associated with the Rosemont Copper Project developed by the AMEC Consulting Company. This presentation was given to the Forest Service and their …

A presentation on the Dry Stack Tailings design associated with the Rosemont Copper Project developed by the AMEC Consulting Company. This presentation was given to the Forest Service and their contractors during technical transfer meetings in November 2008.

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  • 1. Dry StackTailings Storage Facility
  • 2. Advantages of Dry Stack TSF §  Significant water conservation and minimizes water usage and consumption requirements §  Minimize disturbance area §  Facilitate concurrent reclamation and revegetation during operation §  Minimize visual impact from surrounding areas §  Eliminates construction of dam for retention of tailings
  • 3. Dry Stack TSF Design Criteria•  Production rate of 75,000 tpd or 27 MT per annum•  Storage capacity of 587 MT•  Mine life approximately 20 years•  Average tailings in-place dry density of 109 pcf•  50-foot lifts with final bench width of 25 feet per lift
  • 4. Dry Stack TSF Environmental Criteria•  Compliance with all applicable regulations including ADEQ BADCT standards•  Rock buttress at 3:1 side slopes, 3.5:1 overall slopes•  TSF will be constructed in two phases•  Implement dust control suppression measures throughout the production period•  Concurrent reclamation during operations to promote vegetation
  • 5. Phase I Dry Stack TSF Characteristics •  Approximately 12 years of production •  Elevation 5250’ (surface 5237.5’) •  Capacity of 332 MT •  50’ lifts, final bench width of 25’ per lift •  3:1 side slope per lift •  3.5:1 Overall side slope •  Total footprint area of ~710 Acres •  Footprint outside of McCleary Canyon
  • 6. Phase I Dry Stack TSF
  • 7. Phase I Dry Stack TSF Filling Curve PHASE  I  DRY  STACK  TSF  FILLING  CURVE 5300 5200 5100 YEAR  12 YEAR  8ELEVATION 5000 4900 YEAR  4 4800 YEAR  1 4700 4600 0 50 100 150 200 250 300 350 MILLION  TONS
  • 8. Phase II Dry Stack TSF Characteristics •  Approximately 8 years of production •  Crest elevation = 5250’ •  Tailings surface elevation = 5237.5’ •  Total capacity = 255 million tons (MT) •  50-foot lifts with final bench width of 25 feet per lift •  3:1 side slope per lift •  3.5:1 Overall side slope •  Total footprint area of 400 Acres
  • 9. Phase II Dry Stack TSF
  • 10. Phase II Dry Stack TSF Filling Curve PHASE  II  DRY  STACK  TSF  FILLING  CURVE 5300 5200 YEAR  21 5100ELEVATION 5000 YEAR  17 4900 4800 YEAR  13 4700 4600 0 50 100 150 200 250 300 MILLION  TONS
  • 11. Ultimate Dry Stack TSF
  • 12. Typical Rock Buttress Section
  • 13. Dry Stack TSFStacking Progression
  • 14. Production Year 0 to Year 1 Tails capacity = 30 MT
  • 15. Production Year 2 to Year 4 Tails capacity = 110 MT
  • 16. Production Year 5 to Year 8 Tails capacity = 234 MT
  • 17. Production Year 9 to Year 12 Tails capacity = 332 MT
  • 18. End of Phase I-Start of Phase II Production Year 13 Tails capacity = 356 MT
  • 19. Production Year 14 to Year 17 Tails capacity = 475 MT
  • 20. Production Year 18 to Year 20 Ultimate Dry Stack TSF Tails capacity = 587 MT
  • 21. Permanent Diversion Channel
  • 22. Permanent Diversion Channel Design Criterian  NOAA Atlas 14, Volume 1, Version 4 data were used for calculationsn  Channels are sized for the 200-yr, 24-hr storm eventn  Channels are assumed to be in rock for the majority of the length. Riprap will be provided in areas of filln  A 15-foot wide access road will be constructed adjacent to the channel on the downstream side to allow access for maintenance and repair purposes only
  • 23. Permanent Diversion Channel
  • 24. Permanent Channel Section A-A
  • 25. Temporary Diversion Channel
  • 26. Temporary Diversion Channel Design Criteria•  NOAA Atlas 14, Volume 1, Version 4 data were used for calculations•  Channels are sized for the 25-yr, 24-hr storm event•  Channel locations and alignments are preliminary. Final location and sizing will be determined as final design progresses (location dependant)
  • 27. Temporary Diversion Channel PreliminaryConstruction Schedule● Temporary Channel #1 To be constructed in Year 0 and will be in service for up to Year 2● Temporary Channel #2 Construction is assumed to start in Year 0 and will be in service up to Year 5● Temporary Channel #3 Construction is assumed to start in Year 2 and will be in service up to Year 5● Temporary Channel #4 Construction is assumed to start at the end of Phase I and start of Phase II in Year 12 and will be in service for up to Year 14
  • 28. Permanent and Temporary Diversion Channel Typical Section
  • 29. Process WaterTemporary Storage Pond (PWTS)
  • 30. Process Water Temporary Storage Pond (PWTS) Design Criteria•  PWTS to be sized to fully contain the 100-yr, 24-hr storm event, plus 3-days of process flow during service interruption at the plant facilities•  Requirements and design guidelines by the following agencies: •  Arizona Department of Water Resources (ADWR) dam safety requirements •  Arizona Department of Environmental Quality (ADEQ) Best Available Demonstrated Control Technology (BADCT) Standards•  PWTS to be constructed in Year 0•  Embankment to be rockfill/structural fill•  Upstream face and basin to be lined with GCL and 80 mil HDPE•  Stores contact water from plant site
  • 31. Process Water Temporary Storage Pond (PWTS) Design Criteria Cont’d.•  Embankment upstream slope of 2.5:1•  Embankment downstream slope of 2.5:1•  Embankment crest elev. = 4945’•  Provide 3-foot freeboard•  Embankment height at maximum section = ~75’•  Required Storage capacity = 243 Ac.-Ft.•  Designed Storage Capacity = 252 Ac.-Ft.
  • 32. PWTS Plan View
  • 33. PWTS Embankment Volume 227,384 cy (Fill)Regrading at Pond Basin (Cut Volume) 237,225 cy (Cut)PWTS Basin Volume @ El = 4942 252 Ac.-Ft.

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