OR 9
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
ROSEMONT PROJECT
M3-PN08036
Prepared for
ROSEMONT COPPER COMPANY
May 2009
2440 W. Ruthrauff Road, Ste 170
❖
Tucson, Arizona 85705
❖
520-293-1488
❖
m3@m3eng.com
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WA I BR POND, TEMPORARY STORAGE POND,
AND SE ITLING BASIN DESIGN REPORT
TABLE OF CONTENTS
1 INTRODUCTION
1.1 Overview
2 PROCESS WATER TEMPORARY STORAGE (PWTS) POND
2.1 Facility Description
2.2 Authorized and Unauthorized Materials
2.3 Site Selection
2.4 Site Characterization
2.5 Surface Water Control
2.6 Geologic Hazards
2.7 Solution Characterization
2.8 Capacity and Storage Design
2.9 Site Preparation
2.10 Liner System
2.11 Perimeter Containment
2.12 Leak Detection System
2.13 Stability Design
2.14 Performance Inspections and Operational Monitoring
2.15 Fate and Transport Analysis
2.16 Evaluation of BADCT Alternatives
2.17 Closure
3 SETTLING BASIN
3.1 Facility Description
3.2 Authorized and Unauthorized Materials
3.3 Site Selection
3.4 Site Characterization
3.5 Surface Water Control
3.6 Geologic Hazards
3.7 Solution Characterization
3.8 Capacity and Storage Design
3.9 Site Preparation
3.10 Liner System
3.11 Perimeter Containment
3.12 Leak Detection System
3.13 Stability Design
3.14 Performance Inspections and Operational Monitoring
gm M3-PN08036
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i
PROCESS WATER POND, TEMPORARY STORAGE POND,
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
AND SETTLING BASIN DESIGN REPORT
3.15 Fate and Transport Analysis
3.16 Evaluation of BADCT Alternatives
3.17 Closure
3-5
3-6
3-6
4 References
4-1
LIST OF APPENDICES
Appendix
A
Description
Preliminary Design Drawings
Dwg. No.
Rev. Description
660-CI-001
P2 Cover Sheet
660-CI-002
P2
Settling Basin Plan
660-CI-003
P2
Settling Basin Section & Details
660-CI-004
P2 Process Water Pond Site Plan
660-CI-005
P2 Process Water Pond Grading Plan
660-CI-006
P2 Process Water Pond Cross Sections
660-CI-007
P2 Process Water Pond Sections & Details
CI:
`'//g
- 40221
CRAIG A.
1?/ZoN
ta L 4
1
.4004
Eli (4'S 12-31-C41
B
Technical Memorandum — "Rosemont Copper BADCT Analysis for the PWTS
Pond" Tetra Tech, dated May 4, 2009.
C
Technical Memorandum "Rosemont Copper BADCT Analysis for the Settling
Basin" Tetra Tech, dated May 4, 2009.
—
M3-PN08036
finigo: April 2009
Rev. P2
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SE' I LING BASIN DESIGN REPORT
1 INTRODUCTION
1.1
Overview
The Rosemont Copper Project includes a 75,000 ton per day sulfide ore processing plant that
includes milling and flotation circuits. The milling and flotation of ore will require a
recirculation volume of process water of about 24,000 gpm. Tailings will be dewatered by
using high rate thickeners and a Tails Filter Plant. The water recovered through thickening
and filtration is the process water that will be recirculated. Its reuse will reduce the overall
consumption of fresh water.
This report discusses the design of the Process Water Pond (PW Pond). It also addresses the
design of the Temporary Storage Pond (TS Pond) and the Settling Basin.
The Process Water Pond is the primary storage element of the process water system. It is a
critical element of the processing plant and must be large enough to provide both operational
storage and operational flexibility.
The Settling Basin is also a large storage facility, not for water, but for tails slurry. Though
normally empty, it is also critical in that it provides a planned location for the placement of
tails slurry (75,000 tpd = 0.9 tons/sec.) during upsets in the normal operation of the plant.
Similarly, the Temporary Storage Pond provides capacity to store stormwater for extreme
storm events.
Several of these facilities are eligible for prescriptive BADCT review as discussed in the
Arizona Mining BADCT Guidance Manual (BADCT Manual). Whenever possible
Prescriptive BADCT criteria were followed in the designs presented. The sections of this
report were ordered to follow the topics/sections in the BADCT Manual for ease of review.
This design has been developed to meet or exceed all applicable guidelines and standards
contained in USFS, ADEQ, and EPA regulations.
The design discussions presented herein supercede any contradictory information contained
in either the APP Application submitted February 2009, or the Site Water Management Plan
(SWMP) prepared by Tetra Tech in July 2007. A revised SWMP will be prepared by others
and submitted separately for review.
The design drawings and this design report are prepared and submitted for permitting level
review and are not intended to present detail to the level necessary for construction of these
facilities.
M3-PN08036
M II April 2009
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Rev. P2
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ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
ROSEMONT PROJECT
AND SEFILING BASIN DESIGN REPORT
2 PROCESS WATER TEMPORARY STORAGE (PWTS) POND
2.1
Facility Description
The PWTS Pond is located southeast of the Plant Site within the Wasp Canyon watershed.
The PWTS Pond will be divided into two sections (ponds) identified as the Process Water
(PW) and the Temporary Storage (TS) ponds. The feasibility level design did not divide the
pond. Any reference to "PWTS" hereafter will pertain to the combined facilities or elements
common to both ponds.
The PWTS Pond was designed to meet prescriptive BADCT requirements for environmental
protection. The PW Pond is the primary storage component of the process water system. As
such, it will be managed as a Process Solution Pond. It is designed to hold a minimum 24hour supply of the process water required at the mill. This recirculating rate of 24,190 gpm
therefore requires 34.8 million gallons or 107 acre feet of storage. The PW Pond will be a
double-lined surface impoundment that will normally be at least half full. It will provide
storage for 24-hours of process water requirements for the plant. Additionally, ponded
stormwater on the surface of the Dry Stack Tailings Facilities may be pumped to the PW
Pond to limit infiltration into the tailings material.
The TS Pond will be a single-lined surface impoundment that will receive direct
precipitation, stormwater run-off from adjacent slopes of the Tails, and overflow from the
PW Pond. The TS Pond will be normally empty to maintain maximum available storage
volume for stormwater run-off. During the first four (4) years of operations the PWTS Dam,
which forms the southern wall of the PWTS Ponds will be a free standing structure. In Year 4
the dry tailing stacked along the downstream slope of the PWTS Dam will reach equal height
with the top of the dam. After Year 4 the Dry Stack Tailing Facilities will continue to be
stacked higher in elevation to the east of the dam. This will effectively prevent the possibility
of any surface water discharge. As currently designed, the TS portion provides containment
of the 100-year, 24-hour storm event.
Incline mounted or barge pumps in the TS pond will pump stormwater to the PW Pond.
Barge pumps in the PW Pond will transfer process water to the Reclaimed Water Tank for
distribution as needed into the process circuit. The pumps will also allow each pond to be
emptied for inspection.
Details for the PWTS Pond are included in Appendix A. Site and Grading Plans are shown
on Dwgs. 660-CI-004 & 005. Cross sections and liner details are shown on Dwgs. 600-CI006 & 007.
2.2
Authorized and Unauthorized Materials
The PW Pond will normally receive thickener overflows (process water), stormwater,
recovered water from the Filter Plant, fresh water make-up, accumulated
groundwater/stormwater from the open pit, and could also receive decant water from the
MI:
M3-PN08036
April 2009
Rev. P2
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—
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
Settling Basin. The TS Pond will collect stormwater run-off and stormwater overflow from
the PW Pond. Process water will be pumped from the PW Pond to the Reclaimed Water
Tank, then the Process Water Tank to be distributed by gravity pipeline for use in the process
circuit.
The PW Pond will receive storm water runoff from the SX/EW plant facilities and possible
overflow from the Raffinate Pond. However, there will be no discharge of unauthorized
materials such as used oil, fuel, solid waste, garbage, etc., to the PWTS Pond.
2.3
Site Selection
The site was selected by AMEC, Rosemont, and M3 Engineering personnel during basic
engineering efforts for the Project. The PWTS Pond is located southeast of the Plant Site
within the Wasp Canyon drainage area. The pond site naturally captures run-off from the
SX/EW Plant Site.
2.4
Site Characterization
The PWTS Pond is located within the Wasp Canyon drainage area. Groundwater elevations
within the area range from approximately 4,850 to 4,900 feet amsl. The lowest floor elevation
of the PWTS Pond is about 4,892 feet amsl. Therefore, groundwater may be encountered
during construction excavation. Final design will reflect this possibility. Vegetation at the site
consists of a sparse coverage of native grasses and shrubs.
Approximately 0.5 miles of seismic refraction surveys were completed within the footprint of
the PWTS Pond from 2006 to 2007 under the direction of Tetra Tech. Results from the
seismic survey were used to assess bedrock rippability and are presented in the Geotechnical
Study (Tetra Tech, 2007d) and the Geotechnical Addendum 1 (Tetra Tech, 2009h).
As illustrated on Figure 12 of the Rosemont Aquifer Protection Permit (APP) Application
(Tetra Tech, 2009g), the PWTS Pond is underlain by the early Cretaceous Willow Canyon
Formation. The Willow Canyon Formation is characterized as an arkosic (feldspathic)
sandstone and argillaceous sandstone, with equal to subordinate amounts of vuggy, silty
mudstone. Additionally, an interval of volcaniclastic, pebble-cobble conglomerate is present
below a sequence of andesitic lava flows within the formation. The depth to bedrock within
the footprint of the PWTS Pond is estimated to range from less than one (1) foot to 20 feet,
but is expected to be rippable where excavations for construction are necessary.
Packer Testing was conducted in two boreholes within the Willow Canyon formation to
estimate the permeability of the bedrock. Details of the testing are provided in the
Geotechnical Addendum 1 (Tetra Tech, 2009h). Permeability of the Willow canyon
formation was determined to range from 9.69E-7 to 1.66E-8 ft/s (2.95 E-5 to 5.06 E-7 cm/s).
M3-PN08036
III April 2009
16 Rev. P2
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
2.5
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
Surface Water Control
The PWTS Pond will function as an important surface water control element for the Plant
Site and will operate as a closed system. All direct precipitation and run-off from the
contribution watershed area collected in the pond will be used in the process circuit. In order
to minimize the amount of run-on stormwater collected by the pond, Diversion Channel No.
1 (formerly the PWTS Diversion) will be constructed west of the Plant Site. Various interior
stormwater ponds will also be constructed. Diversion Channel No. 1 has been designed as a
trapezoidal riprap-lined channel capable of diverting run-off from the 100-year, 24-hour
storm event. Additional information regarding this diversion will be submitted separately by
others. In the unlikely event of an overflow from the PW Pond, the water would flow into the
TS Pond. The TS Pond has been designed with sufficient capacity to contain the design storm
event plus significant freeboard as shown in Section 2.8.
The PWTS Dam which forms the southeastern wall of the PWTS Pond has a maximum
embankment height of 85 feet and a total storage capacity of 380 acre-feet. Arizona
Administrative Code (A.C.C.) Title 12, Chapter 15, Section 1206(A) Table 2 defines this to
be an intermediate size dam. A.C.C. R12-15-1206(B)(2)(a) defines a Very Low Hazard Dam
Potential: "Failure or improper operation of a dam would be unlikely to result in loss of
human life and would produce no lifeline losses and very low economic and intangible
losses. Losses would be limited to the 100 year floodplain or property owned or controlled by
the dam owner under long-term lease. The Department [Arizona Department of Water
Resources (ADWR)] considers loss of life unlikely because there are no residences or
overnight camp sites. Based on a review of the rules, it is assumed that the PWTS Dam
qualifies as an intermediate size, very low hazard dam per ADWR dam safety requirements.
This assumption will be confirmed with ADWR and ADEQ during final design. As a result
of the classification, ADWR normally requires the dam to have a spillway capable of safely
passing the 100-year storm event. However, the PWTS can contain the 100-year event. Also,
any spillway release in the first 4 years of operation would discharge into the Dry Stack
Tailings mass. After year 5, the adjacent Dry Stack Tailings Facility will be higher in
elevation preventing any spillway discharge and offering further protection against dam
failure. The combined volumes available in the PW Pond, TS Pond and Settling Basin are
such that the PMF can be contained. Therefore, no spillway is proposed. The PW Pond will
be maintained such that two (2) feet of freeboard is maintained below the crest elevation.
2.6
Geologic Hazards
There is an historic mine shaft located near the embankment dividing the PW Pond and the
TS Pond. The mine shaft will be properly closed prior to construction of the dam and pond
structures. The details of the mine shaft and other geologic hazards associated with the
property are discussed in the Geologic Hazards Assessment (Tetra Tech, 2007c).
M3-PN08036
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
2.7
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
Solution Characterization
The PW Pond will typically contain process water, stormwater, fresh make-up water, and/or
tailings decant water from the Settling Basin. It will also provide containment of stormwater
run-off from the SX/EW Plant Site which could potentially contain reagents. A list of
potential reagents used in the concentrating and SX/EW processes are presented on Tables
6.01 and 6.02 of Section 6.2 of the APP Application (Tetra Tech, 2009g). Reagents, acids,
and other materials stored at the Plant Site will be properly managed so as not to discharge.
The reagents are discussed here because the PWTS Ponds will provide emergency
containment for these reagents by remote impounding.
The process water will primarily consist of tails thickener overflow and tailings filtrate water.
This water has been carefully characterized for environmental constituents. As a part of the
geochemical characterization of the tailings material, humidity cell testing was conducted on
two samples (February 2007 and July 2008) to determine the potential leachates. The
humidity cell testing are detailed in the APP Application (Tetra Tech, 2009g), the Baseline
Geochemical Characterization (Tetra Tech, 2007a), and the Geochemical Characterization
Addendum 1 (Tetra Tech, 2009h).
The Aquifer Water Quality Standards (AWQSs) were not exceeded in the February 2007
humidity cell testing sample. Concentrations detected for two (2) constituents did exceed
AWQSs in the July 2008 sample. In Week 0 and Week 8, antimony exceeded the AWQS by
0.003mg/1 and 0.001 mg/I respectively. Also, in Week 0, selenium exceeded AWQS by 0.10
mg/1. With the exception of these results all other constituent concentrations detected in
samples were less than the AWQS.
The PW Pond may also receive accumulated groundwater and stormwater pumped from the
Open Pit, or ponded within the Dry Stack Tailing Facility. The TS Pond may receive
overflow from the PW Pond. Therefore, the above solution characterization also applies to
the TS Pond.
2.8
Capacity and Storage Design
The PW Pond will be sized to provide lined storage of Process water for 24 hours of Mill
requirements and containment of the 100-year, 24-hour design storm from directly
contributing watersheds while maintaining two (2) feet of freeboard. The current volume
requirements for the PW Pond are presented on Table 2.1.
Ofil
M3-PN08036
M III April 2009
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
Table 2.1 PW Pond Volume Requirements
24 Hours
Process
Water Storage
(ft3)
Design
Storm
Volume
(ft3)
Two (2) Feet
Freeboard
Volume
(ft3)
Total
Volume
Required
(ft3)
Total
Volume
Provided
(ft3)
4,656,900
(35 M Gal)
107 AF
1,175,000
(86 AC)
27 AF
1,071,500
(535,729 ft2x 2 feet)
24.6 AF
6,903,400
(159 AF)
10,220,000
(235 AF)
The TS Pond will be lined up to the dam crest elevation of 4,950'. This represents the
maximum desired storage level. Since the PW Pond is adequate to contain the 100-year storm
event without overflow, the TS Pond design volume is equal to direct stormwater inflow. The
maximum watershed would include runoff from the slopes of the Dry Stack Tailings Facility
near the end of mine life. This maximum condition is represented below in Table 2.2.
Table 2.2 TS Pond Volume Requirements
Design
Storm
Volume
(ft3)
Freeboard
Volume
(OP 4,948')
(ft3)
Total
Volume
Required
(ft3)
Total
Volume
Provided
(ft3)
836,400
(54.6 AC)
19.2 AF
623,200
(311,600 ft2 x 2 feet)
14.3 AF
1,459,600
(33.5 AF)
6,344,676
(145 AF)
The TS Pond is the terminal storage element for stormwater affecting the plant. If the
capacity were exceeded through Year 4, discharge into the tailings mass would be
undesirable. After Year 4, no direct discharge is possible. Other risks of flooding the Plant
facilities are equally undesirable. It is therefore prudent to evaluate the ability of the TS Pond
to accommodate the Probable Maximum Flood (PMF).
The Probable Maximum Precipitation (PMP) for the Rosemont site was estimated in
accordance with the methodology in Hydrometeorological Report No, 49 by NOAA and the
U. S. Army Corps of Engineers (USDC, 1984). The General Storm PMP was estimated for
the watershed and compared to Local Storm PMP. The total precipitation produced by the
General storm — 18.9 inches exceeds the Local Storm PMP — 15.0 inches, but the intensity of
the local storm is greater. For facilities designed to store runoff for the PMP, it is more
conservative to use the General Storm.
The contributing plant-area watersheds down-gradient from Diversion Channel No. 1 have a
total area of 297 acres. Using a PMP of 18.9 inches for the General storm over this area
yields a conservative PMP volume requirement of 468 AF. Table 2.3 demonstrates that the
M3-PN08036
fril‘h: April 2009
Rev. P2
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ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
ROSEMONT PROJECT
proposed facilities are adequate to contain the PMF (up to the Settling Basin Crest elevation
of 4,952').
Table 2.3 Total Storage Volume
PW Pond
TS Pond
Settling
Basin
Stormwater
Ponds
Less PW Pond
Operating Volume
Net Volume
Provided
235 AF
145 AF
188 AF
20 AF
107 AF
481 AF
Supporting documentation in greater detail will be provided in a revised Site Water
Management Report to be prepared and submitted separately by others.
2.9
Site Preparation
Areas of the PWTS Pond that will receive controlled fill, structural fill, or support structures
will be cleared of vegetation and stripped of topsoil and debris. Topsoil will be salvaged for
use in reclamation. Areas where structures will be built upon overburden or weathered
bedrock will be scarified, moisture conditioned, and compacted to a minimum of 95% of the
maximum dry density as determined by the standard proctor methods.
The PWTS Pond lies on a naturally well draining slope. However, the area will need to be
excavated and graded as necessary to the contours specified in the detailed design. Any
unsuitable foundation material within the pond footprint will be excavated and replaced as
necessary. The side slopes of the pond will be graded to a 2.5H:1V slope in compliance with
BADCT guidance (ASTM D-698).
2.10 Liner System
The PW Pond liner system will consist of the following (from bottom to top):
•
A minimum six (6) inch thick layer of properly compacted bedding soil (prepared
subgrade);
•
A sodium bentonite Geosynthetic Clay Liner (GCL) with permeability equal to one
(1) foot of low permeability soil (equivalent to 10-6 cm/s);
•
A 60-mil HDPE geomembrane lower (secondary) liner;
•
A Geonet leak collection layer: and
•
A 60-mil HDPE geomembrane upper (primary) liner.
OS M3-PN08036
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
A cross section of the liner system for the PW Pond is presented in Illustration 2.1.
Illustration 2.1 PW Pond Liner System
GEONET
\>///Y \•\ V>\
PREPARED SUBGRADE
60-MIL HDPE
POND LINER
AI IN II
\ \\ >nn\
LOW PERMEABILITY GCL
All ground surfaces will be rolled and inspected prior to GCL installation. A quality
assurance/quality control (QA/QC) program will be implemented as part of the construction
of this facility and will comply with the BADCT Manual for liner installation, operation, and
maintenance.
Typical liner details are shown on Dwg. 660-CI-007 in Appendix A.
2.11 Perimeter Containment
Inflows to the PWTS Pond will include direct rainfall and run-off from the SX/EW Plant Site
area and adjacent slopes of the Dry Stack Tailings Facility. The PWTS Pond will operate as a
closed system whereby rainfall and run-off collected in the pond will be treated as process
water and will be used in the process circuit.
The PWTS Pond will be contained on the south and east side by the PWTS Dam. The north
side and the west side will be contained by the natural topography.
2.12 Leak Detection System
A Leak Collection and Removal System (LCRS) is proposed for the PW Pond. The proposed
Geonet layer will drain to a collection sump where a perforated well casing with a dedicated
pump will withdraw and collected leakage and return it to the PW Pond. Details are shown
on Dwg, 660-CI-007.
The TS Pond will be normally empty and is designed for temporary storage only (a "nonstormwater pond"). Therefore, LCRS is not required. The head on the liner will be
maintained at low levels so that potential leakage will be minimized. A detailed leakage
analysis for both the PW Pond and the TS Pond has been prepared by Tetra Tech and is
included in this report in Appendix B.
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M3-PN08036
April 2009
Rev. P2
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WAFER
ER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
Typical details for the LCRS for the PW Pond are shown on Dwg. 660-CI-007 in Appendix
A.
2.13 Stability Design
The proposed design of the PWTS Dam has been analyzed for stability by Tetra Tech. The
results of the stability analysis are included in Appendix B of this report.
The results of the analysis show that the PWTS Dam static and pseudo-static factors of safety
against failure are adequate under normal operating conditions and with an unsaturated or
saturated foundation.
2.14 Performance Inspections and Operational Monitoring
Routine facility inspections of the PWTS Pond will be instituted at the time of construction
and will proceed quarterly with additional inspections in the event of a process upset or a
major storm/surface water flow event. All inspections will take the form of a visual
assessment of integrity along with a physical appraisal of the pond capacity. Inspection
records will remain onsite for a period prescribed in the APP. Additionally, a contingency
plan will be developed and implemented in the event of an accidental discharge. The
contingency plan concept is presented in Section 8.0 of the APP Application (Tetra Tech,
2009g).
2.15 Fate and Transport Analysis
A fate and transport analysis is not required for the PWTS Pond because this facility has been
designed to be non-discharging.
2.16 Evaluation of BADCT Alternatives
As previously discussed, the PWTS Pond has been divided into two (2) sections, the PW
Pond and the TS Pond. Because each pond's design and functions are different, the BADCT
alternatives for each pond have been evaluated separately. The analysis by Tetra Tech is
included in Appendix B.
2.17 Closure
The PWTS Pond will be closed per BADCT guidance for a bermed process pond. Any solid
residue on the liner of the PWTS Pond greater than 1/4 inch thick which can be readily
removed, by sweeping or high pressure water sprays, will be removed and disposed of as
appropriate. The HDPE primary liner will be inspected for holes, tears, or defective seams
that could have leaked. After inspection, the HDPE liner will be removed for offsite recycling
or burial onsite if recycling is not a viable option. After removal and proper disposal of the
Geonet the HDPE secondary liner will be inspected for holes, tears, or defective seams that
could have leaked. The GCL will be removed and disposed of as appropriate and, if
MI:
M3-PN08036
April 2009
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
necessary, the underlying surface will be visually inspected for signs of contamination.
Sampling and analysis of the material may be necessary to determine the potential threat to
groundwater quality and, if necessary, soil remediation will be conducted to prevent
groundwater contamination. After the soil conditions have been approved, the PWTS area
will be graded to drain surface run-off. The slopes of the pond will be ripped, covered, and
reseeded as appropriate. In addition the following will be performed at a minimum:
•
Removal of liners from embankment slopes
•
Breach berm between PW Pond and TS Pond (at low end)
•
Rip west slope of PWTS Dam to expose channel rock fill.
0 M3-PN08036
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April 2009
Rev. P2
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ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
MP
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SMILING BASIN DESIGN REPORT
3 SETTLING BASIN
Prescriptive BADCT has not been established for the Settling Basin since it is a facility
. proposed for short-term storage of tailings resulting from potential upset conditions at the
Tailings Filter Plant. This section includes an evaluation of the proposed BADCT design and
temporary storage conditions that will ensure protection of groundwater.
3.1
Facility Description
—
The Settling Basin will be located along the east edge of the Plant Site at the southern extent
of the McCleary Canyon drainage area. The basin will receive process upset materials
comprised of nonfiltered tails slurry. It is anticipated that the tails slurry will be pumped by
—
the thickener underflow pumps through by-pass piping to the Settling Basin. Pipelines
associated with the Settling Basin will have a rigorous inspection and instrumentation
_ program or will be double-walled and are therefore exempt from APP regulation pursuant to
A.R.S. §49-250(B)(22). The Settling Basin will be sized to provide temporary storage of
three (3) days of thickener underflow slurry (65% solids) during process upsets. The three (3)
day period allows for adequate emergency tailings storage in case of a service interruption at
the Tailings Filter Plant. Tailings decant water or stormwater can overflow via a weir and
channel, or be pumped, to the PW Pond.
To accomplish the removal of tailing solids, a slurry pump will be lowered by jib crane at a
fixed location. The floor of the basin will be sloped to this low area. Material will be reslurried and directed toward the pumping location by use of water canons (monitors). To
avoid damage to the gravel layer and potential damage to the GCL, a layer of gravel will be
placed on top of the GCL and then anchored by a wire mesh screen similar to a gabion. The
wire mesh will be vertically anchored under the gravel layer at a horizontal spacing sufficient
to contain the gravel layer against the force of the water cannons should this layer
inadvertently be reached. Above the screen contained gravel layer, a thicker layer of larger
rock (cobble) will be placed. The cobble will be sized to resist displacement by the force of
the water cannon.
A single pump launching station for both slurry pumping and water pumping (after a storm
event) will simplify operation and piping design.
Alternately, tailings solids can be moved hydraulically by use of a dredge/solids pump and
pumped to the tails thickeners. This method would employ a similar gravel layer design and
would include an intake screen to prevent the uptake of gravel during dredging.
The tailings will be stored in the Settling Basin for a period not to exceed 90 days. Normal
operating protocol would seek to return this material to the process in 3 weeks or less.
The Tails Thickener and Filter Plant have been designed with extra capacity to accommodate
slurry returned to the process from the Settling Basin. The Settling Basin is considered a
settling/storage surface impoundment for the evaluation of BADCT. The Settling Basin will
ou
MI:
M3-PN08036
April 2009
Rev. P2
3-1
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
have a GCL lined surface impoundment with a protective gravel surface cover to facilitate the
removal of tailings material.
Details for the Settling Basin are included in Appendix A. The Site Plan is shown on Dwg.
660-CI-002, with cross sections and liner details are shown on Dwg. 600-CI-003.
3.2
Authorized and Unauthorized Materials
The Settling Basin will receive contact water from the plant site (via a conveyance channel),
stormwater, and process upset materials comprised of non-filtered tailings from the Tailings
Thickeners. Tailings are finely ground waste rock roughly the consistency of silty sand that is
separated from ore during the concentration/flotation stage of sulfide ore processing. The
non-filtered tailings will consist of slurry that is about 65% solids and 35% water by weight.
There will be no discharge of unauthorized materials such as used oil, fuel, solid waste,
garbage, etc. to the Settling Basin.
3.3
Site Selection
The site was selected by Rosemont and M3 Engineering personnel during basic engineering
efforts for the Project. The Settling Basin is located adjacent and east of the tails thickeners
and tails filter plant.
3.4
Site Characterization
The Settling Basin is located at the southern extent of the McCleary Canyon drainage area.
Groundwater elevations within the area range from approximately 4,900 to 4,950 feet amsl.
Vegetation at the sites consists of a sparse coverage of native grasses and shrubs.
Seismic refraction surveys were completed near the basin location from 2006 to 2007 under
the direction of Tetra Tech. Results from the seismic survey was used to assess bedrock
rippability and is presented in the Geotechnical Study (Tetra Tech, 2007d).
The Settling Basin is underlain by the early Cretaceous Willow Canyon Formation. The
Willow Canyon is characterized as an arkosic (feldspathic) sandstone and argillaceous
sandstone, with equal to subordinate amounts of vuggy, silty mudstone. Additionally, an
interval of volcaniclastic pebble-cobble conglomerate is present below a sequence of
andesitic lava flows within the formation. The depth to bedrock within the footprint of the
Settling Basin is estimated to range from less than one (1) foot to 20 feet, but is expected to
be rippable where excavations for construction are necessary.
3.5
Surface Water Control
The Settling Basin will be located outside the 100-year water surface elevation for the
McCleary Canyon Wash in order to minimize the impact of storm flow during operation.
gri M3-PN08036
April 2009
MI: Rev. P2
3-2
ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
ROSEMONT PROJECT
However, the Settling Basin is designed and placed to receive all contact water from the
sulphide ore processing plant areas.
In order to minimize the amount of run-on stormwater that reports to the Settling Basin,
Diversion Channel No. 1 (formerly the PWTS Diversion) will be constructed west of the
Plant Site to collect stormwater flows and divert them away from the facilities. Diversion
Channel No. 1 will be designed to divert run-off from the 100-year, 24-hour storm event.
3.6
Geologic Hazards
There are no geologic hazards specific to the Settling Basin.
Solution Characterization
3.7
The Primary Settling Basin will provide emergency containment of non-filtered tailings from
the Tailings Thickeners. Geochemical characterization and physical testing of the tailings
generated from bench-scale metallurgical tests are discussed in Section 7.2.7 of the APP
Application.
Capacity and Storage Design
3.8
The Settling Basin will be sized to provide temporary storage for the equivalent of three (3)
days of Tails Thickener underflow slurry while maintaining two (2) feet of freeboard. This
underflow rate of 11,940 gpm therefore requires 51.6 million gallons or 158 ac-ft of storage.
The current volume requirements for the Settling Basin are presented on Table 3.1. It should
be emphasized that discharge of slurry would be infrequent under normal operations and
rarely, if ever, would that discharge be a continuous flow for 72 consecutive hours. If the
Settling Basin were filled with 3 days of slurry, the slight excess of stormwater beyond the
total volume provided will overflow to the PW Pond which has excess capacity.
Table 3.1 Settling Basin Volume Requirements
3 Days
Tailings Thickener
Underflow
(ft3)
Design Storm
Volume
(ft3)
Two (2) Feet
Freeboard
Volume
(ft3)
Total
Volume
Required
(ft3)
Total
Volume
Provided
(ft3)
6,895,000
(51.6 M Gal)
158 AF
701,300
(5.2 M Gal)
16 AF
693,500
(5.2 M Gal)
16 AF
8,289,800
62 M Gal
190 AF
8,202,222
61.4 M Gal
188.3 AF
3.9
Site Preparation
Areas of the Settling Basin that will receive controlled fill, structural fill, or support
structures will be cleared of vegetation and stripped of topsoil and debris. Topsoil will be
salvaged for use in reclamation. Areas where structures will be built upon overburden or
M3-PN08036
M II April 2009
Ili
Rev. P2
3-3
ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
ROSEMONT PROJECT
weathered bedrock will be scarified; moisture conditioned, and compacted to a minimum of
95% of the maximum dry density as determined by the standard proctor methods.
The proposed Settling Basin location lies on a naturally well draining slope. However, the
area will need to be excavated and graded to the contours specified in the detailed design.
Any unsuitable foundation material within the basin footprint will be excavated and replaced
as necessary. The side slopes of the basin will be graded to a 2.5H:1V slope in compliance
with BADCT guidance.
3.10 Liner System
The Settling Basin liner system will consist of the following (from bottom to top):
•
A minimum six (6) inch thick layer of properly compacted bedding soil (prepared
subgrade);
•
A sodium bentonite GCL with permeability equal to or less than one (1) foot of
compacted soil (equivalent to 10-6 cm/sec); and
•
A minimum 18 inch thick layer of 1.5 inch minus protective rock.
•
A wire mesh screen, anchored vertically through the gravel layer, sized to prevent the
displacement of the 1.5 inch protective rock.
•
A minimum 18 inch thick layer of 6"<
D50
<12" protective rock.
A cross section of the liner system for the Settling Basin is presented in Illustration 3.1.
Illustration 3.1 Settling Basin Liner System
OPIP c OW Oder" Oa
efrAB 4
i
AIL
JIM.
or0VO470.4.AMW-KeilaWVISVOOOti
AtAMett 4,114•140,A149041
;•.rirtzfetztvettrotwetwelsrel fotwegv
irer.400 fere•freotete•frettei
1.5' THICK
6"--17 050
PROTECTIVE
ROCK
WIRE MESH
1.5' THICK
ROTECTIVE
ROCK
400'0W0:0)000k0sW0M,KOK00.0OWP4K
/ / / /
6" THICK
PREPARED
SUBORADE
/
/ /
LOW PERMEABIUTY OCL
Api M3-PN08036
111% April 2009
Rev. P2
3-4
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SETTLING BASIN DESIGN REPORT
All ground surfaces will be rolled and inspected prior to GCL installation. A quality
assurance/quality control (QA/QC) program will be implemented during liner installation,
operation, and maintenance as part of the general construction QA/QC and will meet BADCT
guidance standards.
Typical liner details are shown on Dwg. 660-CI-003 in Appendix A.
3.11 Perimeter Containment
The Settling Basin will be protected by containment berms along the north and northeast
edges. The remaining perimeter will be contained by natural topography
3.12 Leak Detection System
A Leak Collection and Removal System (LCRS) is not proposed for the Settling Basin. A
LCRS is not necessary because the engineering control achieved by the proposed design is
adequate based on BADCT for a settling/storage surface impoundment containing nonfiltered tailings. Additionally, the Settling Basin is designed for temporary storage which will
minimize the potential for impacts to groundwater.
3.13 Stability Design
The proposed design of the Settling Basin has been analyzed for stability by Tetra Tech. The
results of the stability analysis are included in the Appendix C.
The results of the analysis show that the Settling Basin static and pseudo-static factors of
safety against failure are adequate under normal operating conditions and with an unsaturated
or saturated foundation.
3.14 Performance Inspections and Operational Monitoring
Routine facility inspections of the Settling Basin will be instituted at the time of construction
and will proceed quarterly with additional inspections in the event of a process upset or a
major storm/surface water flow event. All inspections will take the form of a visual
assessment of integrity along with a physical appraisal of the pond capacity. Inspection
records will remain onsite for a period prescribed in the APP. Additionally, a contingency
plan will be developed and implemented in the event of an accidental discharge. The
contingency plan concept is presented in Section 8.0 of the APP Application (Tetra Tech,
2009g).
3.15 Fate and Transport Analysis
A fate and transport analysis is not required for the Settling Basin because this facility will
only be used on a temporary basis during process upset conditions. Tailings will be removed
from the basin after short term containment.
M3-PN08036
MI:
April 2009
Rev. P2
3-5
ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
ROSEMONT PROJECT
AND SETTLING BASIN DESIGN REPORT
3.16 Evaluation of BADCT Alternatives
The analysis by Tetra Tech is included in Appendix C.
3.17 Closure
The Settling Basin will be closed per BADCT guidance for a settling/storage surface
impoundment. The GCL will be removed and disposed of as appropriate and, if necessary,
the underlying surface will be visually inspected for signs of contamination. Sampling and
analysis of the material to determine the potential threat to groundwater quality and, if
necessary, soil remediation will be conducted. Once removal is complete, the Settling Basin
will be graded to drain surface run-off. The slopes of the basin will be ripped, covered, and
reseeded as appropriate.
Api M3-PN08036
April 2009
MI: Rev. P2
3-6
i.
ROSEMONT COPPER COMPANY
PROCESS WATER POND, TEMPORARY STORAGE POND,
ROSEMONT PROJECT
....
—
AND SETTLING BASIN DESIGN REPORT
4 References
Hydrometeorological Report No, 49 by NOAA and the U. S. Army Corps of Engineers
(USDC, 1984)
Tetra Tech, 2007a. Baseline Geochemical Characterization
Tetra Tech, 2007c. Geologic Hazards Assessment
—
Tetra Tech, 2007d. Geotechnical Study
Tetra Tech, 2009g. Rosemont Aquifer Protection Permit (APP) Application
Tetra Tech, 2009h. Geotechnical Addendum 1.
114
M3-PN08036
I April 2009
161 Rev. P2
4-1
PROCESS WATER POND, TEMPORARY STORAGE POND,
ROSEMONT COPPER COMPANY
AND SMILING BASIN DESIGN REPORT
ROSEMONT PROJECT
APPENDIX A
PRELIMINARY DESIGN DRAWINGS
Rev.
Description
660-CI-001
P2
Cover Sheet
660-CI-002
P2
Settling Basin Plan
660-CI-003
P2
Settling Basin Section & Details
660-CI-004
P2
Process Water Pond Site Plan
660-CI-005
P2
Process Water Pond Grading Plan
660-CI-006
P2
Process Water Pond Cross Sections
660-CI-007
P2
Process Water Pond Sections & Details
Dwg. No.
dm
M3-PN08036
April 2009
Rev. P2
R O SVO \ T Co P-R
-)
PROCESS WATER PO \D,
VPORARY STORAG
\9,
SETTU\G BAS \
SHEET INDEX
SHEET NO.
660-CI-001
660-CI-002
660-CI-003
660-CI-004
660-CI-005
660-CI-006
660-CI-007
SHEET TITLE
COVER SHEET
SETTLING BASIN PLAN
SETTLING BASIN SECTIONS & DETAILS
PROCESS WATER POND SITE PLAN
PROCESS WATER POND GRADING PLAN
PROCESS WATER POND CROSS SECTIONS
PROCESS WATER POND SECTIONS & DETAILS
LEGEND
GCL
LCRS
PWTS
PW
TS
•
•
XXXXX>000000
AREA OF
INTEREST
• _4 915
KEY MAP
AREA MAP
N.T.S.
N.T.S.
GEOSYNTHETIC CLAY LINER
LEAK COLLECTION & REMOVAL SYSTEM
PROCESS WATER / TEMPORARY STORAGE
PROCESS WATER
TEMPORARY STORAGE
GCL
GEONET
SECONDARY ACCESS ROAD
WATER CANNON
SPOT ELEVATION
FILL SLOPE
CUT SLOPE
DO
PRELIMINARY
NOT FOR CONSTRUCTION
REFERENCES
DWG. NO.
TITLE
REFERENCES
DWG. NO.
TITLE
REVISIONS
NO.
DESCRIPTION
BY
REVISIONS
APP'D
DATE
CLIENT NO.
DESCRIPTION
BY
APP . !)
DATE
CUENT
SCALE:
N.T.S.
DESIGNED BY
DRAM BY
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CUENT REVIEW
(OA PA2005 \ MOM \ TO BE ISSUED \ CI \ 86021001,.9 LAST UPDATE: MAY 05. 2009 0 3:49 PIA BY: 0082 LAST RE, P2 05/04/09 PLOT SCALE: 1:1
CAH
CAH
RH
RH
04 MAY 09
22 APR 09
DATE
CAH
DEJ
APR 09
ARCHITECTURE
ENGINEERING
APR 09
CONSTRUCTOR
MANAGEMENT
PROJECT MGR
CLIENT APPR.
FAX No (520) 293-8177
NOT SCALE
11x17
DRAWINGS
ROEMON-1-. r'r•PPP,
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
COVER SHEET
JOB NO. M3 PN-08036
DWG
6 N 0.
6 0-C1- 001
REV NO.
P2
DATE
04 MAY 09
4
212.9
DEWATERED TAILS
CONVEYOR TO
DRY STACK
300.00'
EL 4952'
EL 4952'
4916.0
INV. EL .
4950'
INV. E
4948'
PUMP LAUNCH PLATFORM
W/ JIB CRANE
ENERGY
DISSIPATION
BASIN
EL. 4952'
EL 4950'
415.65'
PIPE INTAKE
STRUCTURE
SLURRY
PIPE INTAKE
STRUCTURE
PROCESS
WATER POND
r
McCLEARY
CANYON WASH
PAD EL 4980'
RAMNATE
PUMPS
TAILS FILTER
PLANT
RAFFINATE
POND
McCLEARY
WASH BANK
IMPROVEMENT
CONTACT WATER
CONVEYANCE CHANNEL
60
30
0
60
120
SCALE IN FEET
I PRELIMINARY
NOT FOR CONSTRUCTION
TITLE
DWG. NO.
TITLE
REVISIONS
REVISIONS
REFERENCES
REFERENCES
DWG. NO.
N
DESCRIPTION
BY
APP'D
DATE
CLIENT NO.
DESCRIPTION
BY APP'D
DATE
CLIENT
SCALE: 1 .=60'
DATE
DESIGNED BY CAH
DRAWN BY
DEJ
APR 09
APR 09
AR
\08038 \ TO BE ISSUEDW \6600002.440 LAST UPDATE: MAY 05. 2009 0 3:51 PM 90 0082 LAST SEv: P2 05/04/09 PLOT SCALE 1:1
CAH RH 04 MAY 09
C..A1-1 RH 22 APR 09
PROJECT MGR
CLIENT APPR.
'OSEMONT r'sr"`PPR
I
ARCHITECTURE
i ENGINEERING
CONSTRUCTION
MANAGEMENT
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CLIENT REVIEW
DO NOT SCALE 11x17 DRAWINGS
Tucson, Ari:ono
Tsl. (5201 293-1488
FAX Na (520) 293-8177
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
SETTLING BASIN
PLAN
JOB NO. M3 PN-08036
DWG NO.
660-CI-002
REV NO.
P2
DATE
04 MAY 09
APPROX. 1,175'
EL 4952'
"0,00'
2.5
D2
41:0
■wwo.#
APPROX. FLOOR E 491
D2 "1-1
•
N.T.S.
DRY STACK
TAILINGS
25'
EXISTING
GROUND
270' SETTLING BASIN
25'
60.79'
3
EL=4915'
6° REINFORCED
CONCRETE
150'
SECTION D2 - D2
CREST EL=4952'
2.5
.1
0
,
DRIVABLE WEIR DETAIL
OZ-A-44fr47704' -
NTS
2,004
TYPICAL SECTION
N.T.S.
MATCH
EXISTING
MATCH
EXISTING
EXISTING
GROUND
/— EXISTING
GROUND
284' FILTER PLANT
56'
25'
270' SETTUNG BASIN
25'
N
65.00'
■•
EL.=4980--
*44SWW''
OVERFLOW CHANNEL
441-1114%
CREST EL=4952'
NTS
2.5—
w ir
0440
AO.
TYPICAL SECTION
—
ipW
1.5 THICK
C-12* D50
PROTECTIVE
ROCK
4111. AIO AIL
sealiWaginfiNg41%
*efkokes.3.• WEArtzelt
firtgaltiVr Volectelkerkeeti
N.T.S.
WIRE MESH
1.5 THICK
ROTECTIVE
ROCK
WWWWWW1WWA,A
16'
ACCESS ROAD
39'
6- THICK
PREPARED
SUBGRADE
LOW PERMEABILITY GCL
DETAIL
GUNNITE
D1
NTS
24,
•
GROUTED RIPRAP
BANK IMPROVEMENT
GCL
15'
tI-
PREPARED
SUBGRADE
PLAN
e
REINFORCED
CONCRETE
SECTION D1- D1
r
DO NOT SCALE 11x17 DRAWINGS
DRIVABLE WEIR DETAIL
NS
02,004
PRELIMINARY
NOT FOR CONSTRUCTION
REFERENCES
DWG. NO.
1111.E
REFERENCES
DWG. NO
TITLE
REVISIONS
N
DESCRIPTION
BY APP'D DATE
REVISIONS
CIJ ENT NO.
DESCRIPTION
BY APP. ()
DATE
CLIENT SCALE ,
NONE
DESIGNED BY
DRAM BY
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CLIENT REVIEW
G. F.:
\ 08036 \ 0 BE ISSUED \ 0 \ 6600002.44g LAST UPDATE MAY 05, 2059 0 317 PM 19, .245 LAST RE, P2 05/04/09 PLOT SCALE 1:1
CAH
CAH
RH
RH
04 MAY 09
22 APR 09
CAH
DEJ
DATE
ARCHITECTURE
APR 09
APR 09
ENGINEERING
CONSTRUCTION
MANAGEMENT
PROJECT MGR
CLIENT APPR.
FAX No. (520) 293-5177
41,
_ „.0
ROSEMO!".!".:
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
SETTLING BASIN
SECTIONS & DETAILS
JOB NO. M3 PN-08036
DWG NO.
660-CI-003
REV NO.
P2
DATE
04 MAY 09
w
I
I
I
I
DESIGN LEVEL (2' FR)
VOL = 111 AC. FT.
WSEL=4948
MAX. LEVEL
VOL.= 146 AC. FT.
WEL=4950'
OPERATING LEVEL (SHOWN)
VOL.=107 AC. FT.
WSEL=4937
DESIGN LEVEL (2' FB)
VOL 215 AC. FT.
WSEL=4948
MAX. LEVEL
VOL=240 AC. FT.
WSEL=4950
//
/
/
/
TRUCK
SHOP
PAD
7
/
/
/ /
//
FUTURE
DRY STACK TAILIN6S /
BENCH (TYP.)
/
/
/
/ / '
7,
/l/
,/
ROCKFILL
DRAIN
/1
, //
,
, //
, //,
, ,
/
/
4 /
80 40
0
80
160
SCALE IN FEET
PRELIMINARY
NOT FOR CONSTRUCTION
DWG. NO.
TITLE
DWG. NO.
TITLE
N
DESCRIPTION
BY
APP'D DATE
CU ENT NO.
DESCRIPTION
BY APP'D
DATE
CUENT
s c A LE: 1 .=80'
DESIGNED BY CAH
DRAWN BY
DEJ
DATE
ARCHITECTURE
APR 09
APR 09
ENGINEERING
CONSTRUCTION
MANAGEMENT
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CLIENT REVIEW
Re: A \200A \ DOOM \ 0 BE ISSUELACI 2.6012100.1.d.2 LAST UPDATE. MAT 05. 2009 • 040 PIA STY 4252 LAST BE, P2
05/04/09 PLOT SCALE 1:1
CAH RH 04 MAY 09
CAH RH 22 APR 09
PROJECT MGR
CLIENT APPR.
Tucson. Arizona
Tel. (520) 293-1455
FAX No. (520) 29.3-5177
DO NOT SCALE 11x17 DRAWINGS
0 ROSEMONT COPPER
PROCESS WATER SYSTEM
CIVIL
PROCESS WATER POND
SITE PLAN
DWG NO.
660-CI-004
REV NO.
P2
DATE
04 MAY 09
5' LINER ANCHOR
BENCH, 1YP.
GRADING
UNITS
1
FUTURE
DRY STACK
TAILINGS TOE
LINER LIMITS
EL. 4950
LINER LIMITS
EL 4950
//
GRADING
LIMITS
FUTURE
RECLAIM
WATER TANK
//
DO
80 40
0
80
160
SCALE IN FEET
I PRELIMINARY
NOT FOR CONSTRUCTION
REFERENCES
DWG. NO.
REFERENCES
DWG. NO.
REVISIONS
DESCRIPTION
REVISIONS
DATE
!CLIENT
DESCRIPTION
BY APPD
DATE
CLIENT
DATE
DRAWN BY
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CLIENT REVIEW
PA20013 \ 08036 \ 0
SSUED CABOCC1005Awg LAST UPDATE' MAY 05. 2009 0 1 47 PM BY:
2g62
LAST RE, P2 05/04/09 PLOT SCALE. 1-1
CAH
CAH
RH
RH
04 MAY 09
22 APR 09
PROJECT MGR
CLIENT APPR.
DEJ
APR 09
APR 09
a
m ARCHITECTURE
Mt:
Tucson. Arieono
T. (520) 293-1489
ENGINEERING
CONSTRUCTION
MANAGEMENT
FAX No. (520) 293-8177
DO NOT SCALE 11x17 DRAWINGS
ROSE".P.ONT COPPER
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
PROCESS WATER POND
GRADING PLAN
JOB NO. M3 PN-08036
DWG NO.
660-CI-005
REV NO.
P2
DATE
04 MAY 09
998.99'
5000
STRUCTURAL 25.00'1
FILL
2.00'
FREEBOARD
EXISTING
GROUND
MAX. W.S. 49
P R TING W.S. 4 . 7.50
r-
5000
25'
2
4900
1
4900
ULTIMATE DRY
STACK FACIUTY
PWTS POND CREST ELEV. 4950'
ULTIMATE
DRY STACK TSF
REGRADED
SURFACE
2.5
2.5
4800
4800
4700
4700
5+00
0+00
TYPICAL PW POND AND TS POND EMBANKMENT
15+00
10-F00
N- S
PROCESS WATER POND SECTION
c>
NTS
DIVIDING
BERM
..-___
2000
EXISTING GROUND
TO BE REGRADED
25.00'
25'
....,„.,
PROCESS
WATER POND
OPERATING W.S. 4937.50
--._.
TEMPORARY
•,:.
.0 3
q. EL 1950
ULTIMATE DRY
STACK FACIUTY
TOP OF FLOW THROUGH
DRAIN ELEV. 4935'
I
'......MV
STRUCTURAL
FILL
4900
/900
REGRADED
SURFACE
TEMPORARY CAP
END OF PIPE
-
in
2.5
36 ° HDPE PIPE
(SEE DWG. 600-CI-940 BY AMEC)
POO
5+00
T5+00
10+00
b..
FLOW THROUGH DRAIN AT PWTS EMBANKMENT
4700
■
r.0
ROCKFILL DRAIN
INV. ELEV. 4923'
4800
1.800
0+00
STRUCTURAL
FILL
4
NTS
CROSS SECTION
NTS
EXISTING
GROUND
5000
Cr)
DRY STACK
TAILINGS—
PWTS POND EMBANKMENT
STRUCTURAL FILL
150'
PW POND CREST ELEV. 4950'
5000
416.47'
GEOTEXTILE
TOP OF FLOW THROUGH DRAIN ELEV. 4935'
.5
2.5
2.5
4900
4900
4800
4800
2.5
ROCKFILL DRAIN
—I 1
36 ° HDPE PIPE
(SEE DWG. 600-CI-940 BY AMEC)
FLOW-THROUGH DRAIN UNDER PWTS EMBANKMENT 0
NTS
4700
4700
5+00
0+00
TEMPORARY STORAGE POND SECTION
NTS
DO NOT SCALE 11x17 DRAWINGS
PRELIMINARY
NOT FOR CONSTRUCTION
1111.E
DWG. NO.
TITLE
REVISIONS
REVISIONS
REFERENCES
REFERENCES
DWG. NO.
NO.
DESCRIPTION
BY
APP'D
DATE
CUENT NO.
DESCRIPTION
BY
APP'D
DATE
CUENT
SCALE:
NONE
DESIGNED BY
DRAWN BY
CAH
DEJ
DATE
ARCHITECTURE
APR 09
APR 09
ENGINEERING
CONSTRUCTION
MANAGEMENT
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CLIENT REVIEW
F. PA2 008 \
\ 0 BE I SSUED\CA6600 008.9 LAST UPDATE MAY 05.
• 534 PIS BY: 0,245 LAST RCM. P2 05/04/09 PLOT SCALE 1:1
CAR
CAH
RH
RH
04 MAY 09
22 APR 09
PROJECT MGR
CUENT APPR.
Tucson, Arizona
TN. (520) 293-1488
FAX No. (520) 293-8177
P.OSEMONT COPPER
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
PROCESS WATER POND
CROSS SECTIONS
JOB NO. 1.43 PN-08036
Wicifci-oos
REV NO.
P2
DATE
04 MAY 09
DOUBLE UNED
60 mil HDPE
GEOMEMBRANE
POND LINER CONTROL
POINT REFERENCE LINE
e
3.0'
PWFS DMDING BERM
DETAIL
DETAIL
SIM.
POND BERM CREST EL. 4950 FT.
.
SINGLE LINED
TEMPORARY
STORAGE POND
25.0'
SINGLE 60 mil
HDPE LINER
3.0'
2.5
2.5
••
DOUBLE LINED
PROCESS
WATER POND
POND UNER CONTROL
POINT REFERENCE LINE
1/2' MINUS FILL
COMPACT IN
LIFTS
TO MIN. 95% STANDARD
PROCTOR DENSITY
. • .
rrrrr. P
1/2' MINUS FILL
COMPACT IN 6' LIFTS
TO MIN. 95% STANDARD
PROCTOR DENSITY
voilM • • • •■11Wg
•
GCL
GCL
60 mil HDPE
TOP UNER
2.5
2.5
60 mil HDPE
UNER
11
—
1 1—
12' ENGINEERED
SUBGRADE
12' ENGINEERED
SUBGRADE
GEONET
COMPACTED FILL
OR
NATURAL GROUND
60 mil HDPE
BOTTOM UNER
GCL
2.0'
LOW PERMEABILITY GCL
DIVIDING BERM CREST
PROCESS WATER POND
TEMPORARY STORAGE POND
LINER ANCHOR DETAIL
006,007
NTS
POND BERM
CREST
POND BOTTOM
\GRADE TO DRAIN
INTO SUMP AREA
13.00'
2.5:1 TYP.
LEAK
DETECTION
PIPE
V
60mi1 HDPE TOP UNER
BOLLARD
GEONET
60mi1 HDPE BOTTOM LINER
•
■1 KA P■1
i=
2.50'
1.00'
2.50'
TOP LINER
60mi1 HDPE LINER
kl■■■■■■■■■
111111111111111111111111111111
11111111111111111111111111111
\—GCL
\—GCL
5.00'
.4
3.00' 2.50'
LCRS SUMP
OPEN TRENCH VIEW
TOP LINER VIEW
BOTTOM LINER
PROCESS WATER POND - LCRS SUMP PLAN
SECTION
NTS
NTS
STAINLESS STEEL
CLAMP AND BUTYL
CAULK
/
2.5'
60 mil HDPE PIPE BOOT
WELDED TO TOP LINER
13.0' x 13.0'
SQUARE
NTS
NTS
(PROJECTED TO
II
I I -PERIMETER POND
CREST ELEV. 4950
I I Fr
SOO
0
. . . .
GEONET BETWEEN LINERS
TYPICAL TEMPORARY
STORAGE POND LINER
THREADED END CAP
4'0 STEEL BOLLARD 3.0' ON
/- EACH SIDE OF PIPE
SECTION)
1/4" AIR
VENT HOLE
60 mil HDPE
TOP UNER
TYPICAL PROCESS
WATER POND LINER
in
POND BOTTOM
GEONET
UNER ANCHOR
TRENCH
6"0 PVC
SCH. 80 PIPE
6'0 SCH. 80 PVC PIPE
(LOWER 3.0' SLOTTED)
[..„ 2.0' ...r.4
GRADE TO DRAIN
LOW PERMEABILITY GCL
COMPACTED FILL
NATURAL GROUND
60 mil HDPE
11_
BOTTOM UNE
2.5
60 mil HDPE
BOTTOM LINER
3.0' x 3.0'
SQUARE
GLUED
END CAP
COMPACTED FILL OR
NATURAL GROUND
PREPARED FOUNDATION
SURFACE
DO NOT SCALE 11,(17 DRAWINGS
PROCESS WATER POND - LEAK COLLECTION
NTS
L
NOT FOR
REFERENCES
DWG. NO.
TITLE
REFERENCES
DWG. NO.
TITLE
REVISIONS
NO.
DESCRIPTION
BY
REVISIONS
APP'D
DATE
CLI ENT NO
DESORIPTON
BY APP'D
DATE
CLIENT
SCALE: NONE
CAH
APR 09
DRAWN BY
DEJ
APR 09
CHECKED BY
P2 ISSUED FOR PERMITTING
P1 ISSUED FOR CUENT REVIEW
F
PA2008 090.31ATO BE ISSIMACIVOCK1007...q LAST UPDATE: MAY 05. 2009 • SOS P111 00 20245 LAST NEV. Pa 05/04/09 PLOT WALE 1:1
CAN RH 04 MAY 09
CAN RH 22 APR 09
DATE
DESIGNED BY
PROJECT MGR
CUENT APPR.
CONSTRUCTION
r
i II
Milill
Tucson,
/Anna
T. (520) 293-1488
ARCHITECTURE
ENGINEERING
CONTMUCTON
MANAGEMENT
FAX
No. (520)
293-8177
ROSEMONT COPPER
ROSEMONT PROJECT
PROCESS WATER SYSTEM
CIVIL
PROCESS WATER POND
SECTIONS & DETAILS
JOB NO. M3 PN —08038
DWG NO.
660-CI-007
REV NO.
P2
DATE
04 MAY 09
ii.
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
.
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SEI-ILING BASIN DESIGN REPORT
APPENDIX B
TECHNICAL MEMORANDUM -
ION
"ROSEMONT COPPER BADCT ANALYSIS FOR THE PWTS POND"
TETRA TECH, DATED MAY 4, 2009.
asi M3-PN08036
tir\:
April 2009
Rev. P2
Rosemont Copper Project
Record #
Locator Sheet
d 12.2400
Document Date
2.00i 0504
Document Title:
R.05ePAOYa
Cop
MDCF Avvikysis
+Dr' -i-Ke__ NTS PorickS
Mikelibarribrue_scbauld Krizek,
Document Description pliQT5 porvis hn1 e ber.,n(itsirA
Document Author
+b Mat
orexceel_.
fihiNDCT.
Other Notes
A ppervi.i:x
This document is located in the following
[CIRCLE THE CATEGORY (from the list below) IN WHICH THIS ITEM IS FILED]
a. Mine Plan (including compilation)
1. Project Management
a.
Formal recommendations & Directions
3.
d.
Contracts, Agreements, & MOUs (Rosemont,
a.
Cumulative Effects Catalog
Udall, SWCA)
b.
Connected Actions
Other
c.
Dismissed from Detailed Analysis
d.
Analyzed in Detail
6. Alternatives
7. Resources
a.
Announcements & Public Meetings
b.
Mailing Lists
a.
Air Quality & Climate Change
c.
Scoping Period Comments
b.
Biological
d.
Udall Foundation Working Group
c.
Dark Skies
e.
Scoping Reports
d.
Fuels & Fire Management
f.
Comments after Scoping Period
e.
Hazardous Materials
f.
Heritage
g.
Land Use
Army Corps of Engineers (404 permit)
h.
Livestock Grazing
US Fish & Wildlife Service (Sec. 7 T&E)
I.
Noise & Vibration
c.
State Historic Preservation Office (Sec. 106)
j.
Public Health & Safety
d.
Tribes (Sec. 106)
k.
Recreation & Wilderness
e.
Advisory Council on Historic Preservation (Sec.
I.
Riparian
106)
m.
Other
n.
Socioeconomics & Environmental Justice
Soils & Geology
Communication
DEIS Public Comments
g.
Agency Consultation & Permits
a.
b.
f.
0
Detailed Designs
Formal meeting minutes & memos
General Correspondence
Public Involvement
4.
0
b.
c.
e.
2.
b. Supporting Documents
o.
Transportation & Access
a.
Congressional
p.
Visual
b.
Cooperating Agencies
q.
Water
c.
Organizations
8. Reclamation
d.
Individuals
9. DEIS
e.
FOIA
10. FEIS
f.
Internal
11. Geospatial Analysis (GIS Data)
g. Proponent
12. FOIA Exempt Documents
Proposed Action
13. ROD (including BLM & ACOE)
ROSEMONT COPPER COMPANY
ROSEMONT PROJECT
PROCESS WATER POND, TEMPORARY STORAGE POND,
AND SE'I (LING BASIN DESIGN REPORT
APPENDIX C
TECHNICAL MEMORANDUM —
"ROSEMONT COPPER BADCT ANALYSIS FOR THE SE 'I I LING BASIN"
TETRA TECH, DATED MAY 4, 2009.
Apo M3-PN08036
rl April 2009
Rev. P2
Rosemont Copper Project
012HO I
Document Date' 2P01 05 0L
Locator Sheet
Record #
Document Title:
Rfzernont Cioppbr 13A PCT APalySiS-Vi.r 4‘.( 5ftlin
Document Author
Teina Ted!
Mill.P..-Thanbruz. 4. b5wid..
Document Description
Other Notes
{
bAocr vo'%U
A pperviiK
This document is located in the following
[CIRCLE THE CATEGORY (from the list below) IN WHICH THIS ITEM IS FILED]
a.
1. Project Management
a.
Formal recommendations & Directions
b.
Formal meeting minutes & memos
Mine Plan (including compilation)
b.
0/
Supporting Documents
Detailed Designs
6. Alternatives
c.
General Correspondence
d.
Contracts, Agreements, & MOUs (Rosemont,
a.
Cumulative Effects Catalog
Udall, SWCA)
b.
Connected Actions
Other
c.
Dismissed from Detailed Analysis
d.
Analyzed in Detail
e.
2. Public Involvement
3.
Pazirt_
IciAe.GL -br PAIL
7. Resources
a.
Announcements & Public Meetings
b.
Mailing Lists
a.
Air Quality & Climate Change
c.
Scoping Period Comments
b.
Biological
d.
Udall Foundation Working Group
c.
Dark Skies
e.
Scoping Reports
d.
Fuels & Fire Management
1. Comments after Scoping Period
e.
Hazardous Materials
g. DEIS Public Comments
f.
Heritage
Agency Consultation & Permits
B.
h.
Land Use
a.
Army Corps of Engineers (404 permit)
b.
US Fish & Wildlife Service (Sec. 7 T&E)
Livestock Grazing
Noise & Vibration
Public Health & Safety
c.
State Historic Preservation Office (Sec. 106)
j.
d.
Tribes (Sec. 106)
k.
Recreation & Wilderness
e.
Advisory Council on Historic Preservation (Sec.
I.
Riparian
106)
m.
Socioeconomics & Environmental Justice
Other
n.
Soils & Geology
4. Communication
o.
Transportation & Access
a. Congressional
p.
Visual
b. Cooperating Agencies
q.
Water
f.
c. Organizations
d.
Individuals
8.
Reclamation
9.
DEIS
e. FOIA
10. FEIS
f.
11. Geospatial Analysis (GIS Data)
Internal
g. Proponent
Proposed Action
12. FOIA Exempt Documents
13. ROD (including BLM & ACOE)