DRC-2009-004062 - 0901a06880141ac0

l:)\i_C- -^'O^i^ (^'O^ci^'-'X
MINES
September 11, 2009
Denison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel: [phone]
Fax : [phone]
www.denlsonmlnes.com
VIA E-MAIL AND OVERNIGHT DELIVERY
Mr. Dane L. Finerfrock
Executive Secretary
Utah Radiation Control Board
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
Re: Cell 4B Lining System Design Report, Response to DRC Request for Additional Information
- Round 3 Interrogatory, Cell 4B Design.
Dear Mr. Finerfrock:
We are responding to your September 4, 2009 letter requesting additional information regarding
the Cell 4B Design Report.
For ease of review, the Division of Radiation Control's ("DRC's") questions are summarized below
in italics with Denison Mines (USA) Corp.'s ("DMC's") responses following each question.
1. Dike Integrity - Please provide a revised Technical Specification including the limits to be
used for Peak Particle Velocity (PPV) during blasting. Please require that PPV limitation
specifications be applied in the Blast Plan that is required under Technical Specification
Section 02200, Articles 1.05B, 3.03B5, and 3.03B6. Please provide a Blast Plan for Utah
Division of Radiation Control (DRC) review.
Section 02200 (Earthwork) of the Technical Specifications has been revised to include the Peak
Particle Velocity (PPV) limitation specifications and is provided as Exhibit A. The blast plan
prepared by the contractor is provided as Exhibit B.
2. Spillway Capacity Design/Calculations and Surface Water Runoff - Provide an estimation of
the Probable Maximum Precipitation (PMP) event for the site, as well as justification for the
use of the 6 hour PMP duration. Please identify, specifically, the location for compliance
monitonng and all equipment, procedures, and a monitonng frequency to be used to monitor
compliance at Cell 4B.
The Probable Maximum Precipitation (PMP) event for the site was evaluated using
"Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates, Colorado River
and Great Basin Drainages" (Hansen, et. al., 1984). The calculation package describing
assumptions and procedures is provided as Exhibit C.
Compliance monitoring and equipment, procedures, and monitoring frequency are not included
as part of the Cell 4B design, as they will be covered by the facility's BAT Monitoring, Operations
and Maintenance Plan. Solution monitoring procedures for Cell 4B will be duplicated from the
Letter to Dane Finerfrock
September 11, 2009
Page 2
approved Cell 4A BAT Monitoring, Operations and Maintenance Plan. The procedures for the
Cell 4A solution monitoring, which will be modified as necessary for Cell 4B, are: '•
Solution Elevation
Measurements in Cell 4A are to be taken by survey on a weekly basis as follows:
(i) The survey will be performed by the Mill's Radiation Safety Officer or designee (the
"Surveyor") with the assistance of another Mill worker (the "Assistant");
(ii) The survey will be performed using a survey instrument (the "Survey Instrument")
accurate to 0.01 feet, such as a Sokkai No. B21, or equivalent, together with a survey rod
(the "Survey Rod") having a visible scale in 0.01 foot increments;
(iii) The reference Points (the "Reference Points") for Cells 4A are known points established
by Registered Land Surveyor. For Cell 4A, the Reference Point is a piece of metal rebar
located on the dike between Cell 3 and Cell 4A. The elevation at the top of this piece of
rebar (the Reference Point Elevation for Cell 4A is at 5,607.83 feet above mean sea level
("amsl");
(iv) The Surveyor will set up the Survey Instrument in a location where both the applicable
Reference Point and pond surface are visible; For Cell 4A, this is typically on the road
between Cell 3 and Cell4A, approximately 100 feet east ofthe Cell 4A Reference Point;
(v) Once in location, the Surveyor will ensure that the Survey Instrument is level by centering
the bubble in the level gauge on the Survey Instrument;
(vi) The Assistant will place the Survey Rod vertically on the Cell 4A Reference Point. The
Assistant will ensure that the Survey Rod is vertical by gently rocking the rod back and
forth until the Surveyor has established a level reading;
(vii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the
Survey Rod, and record the number (the "Reference Point Reading"), which represents
the number of feet the Survey Instrument is reading above the Reference Point;
The Assistant will then move to a designated location where the Survey Rod can be
placed on the surface of the main solution pond in Cell 4A. The designated location for
Cell 4A is in the northeast corner of the Cell where the side slope allows for safe access to
the solution surface.
The approximate coordinate locations for the measunng points for Cell 4A is 2,579,360
east, and 320,300 north. These coordinate locations may vary somewhat depending on
solution elevations in the Cell.
The Assistant will hold the Survey Rod vertically with one end of the Survey Rod just
touching the pond surface. The Assistant will ensure that the Survey Rod is vertical by
gently rocking the rod back and forth until the Surveyor has established a level reading;
(viii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the
Survey Rod, and record the number (the "Pond Surface Reading"), which represents
the number of feet the Survey Instrument is reading above the pond surface level.
The Surveyor will calculate the elevation of the pond surface in feet amsl by adding the
Reference Point Reading for the Cell and subtracting the Pond Surface Reading for the
Cell, and will record the number accurate to 0.01 feet
OENISON^i £ MINES
Letter to Dane Finerfrock
September 11, 2009
Page 3
If you have any additional questions please feel free lo contact me at [phone].
Very truly yours,,
/ // /- , I •' ,^
n/.:. t^^ '^K.. ,*:-.-^••• • •
Harold R. Roberts
Executive Vice President- U. S. Operations
cc: Ron F. Hochstein, DUSA
Gregory T. Corcoran, Geosyntec
Attached:
Exhibit A - Revised Section 02200 of the Technical Specifications
Exhibit B - Blast Plan, prepared by KGL Associates
Exhibit C - Probable Maximum Precipitation (PMP) Event Calculation Package
References:
Hansen, E. Marshall, Schwartz, Francis K., Riedel, John T., 1984. "Hydrometeorological Report
• No. 49: Probable Maximum Precipitation Estimates, Colorado River and Great Basin
Drainages," Hydrometeorological Branch Office of Hydrology National Weather Service,
U.S. Department of Commerce, National Oceanic and Atmosphere Administration, U.S:
Department of Army Corps of Engineers, Silver Springs, Md.
DUSA, Cell 4A BAT Monitoring, Operations and Maintenance Plan, 09/08 Revision Denison 1.3
OINfSON Ji A
MINES

Denison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel : [phone]
Fax : [phone]
www.denisonmines.com
September 11, 2009

VIA E-MAIL AND OVERNIGHT DELIVERY

Mr. Dane L. Finerfrock
Executive Secretary
Utah Radiation Control Board
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850

Re: Cell 4B Lining System Design Report, Response to DRC Request for Additional Information
– Round 3 Interrogatory, Cell 4B Design.

Dear Mr. Finerfrock:

We are responding to your September 4, 2009 letter requesting additional information regarding
the Cell 4B Design Report.

For ease of review, the Division of Radiation Control’s (“DRC’s”) questions are summarized below
in italics with Denison Mines (USA) Corp.’s (“DMC’s”) responses following each question.

1. Dike Integrity – Please provide a revised Technical Specification including the limits to be
used for Peak Particle Velocity (PPV) during blasting. Please require that PPV limitation
specifications be applied in the Blast Plan that is required under Technical Specification
Section 02200, Articles 1.05B, 3.03B5, and 3.03B6. Please provide a Blast Plan for Utah
Division of Radiation Control (DRC) review.

Section 02200 (Earthwork) of the Technical Specifications has been revised to include the Peak
Particle Velocity (PPV) limitation specifications and is provided as Exhibit A. The blast plan
prepared by the contractor is provided as Exhibit B.

2. Spillway Capacity Design/Calculations and Surface Water Runoff – Provide an estimation of
the Probable Maximum Precipitation (PMP) event for the site, as well as justification for the
use of the 6 hour PMP duration. Please identify, specifically, the location for compliance
monitoring and all equipment, procedures, and a monitoring frequency to be used to monitor
compliance at Cell 4B.

The Probable Maximum Precipitation (PMP) event for the site was evaluated using
“Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates, Colorado River
and Great Basin Drainages” (Hansen, et. al., 1984). The calculation package describing
assumptions and procedures is provided as Exhibit C.
Compliance monitoring and equipment, procedures, and monitoring frequency are not included
as part of the Cell 4B design, as they will be covered by the facility’s BAT Monitoring, Operations
and Maintenance Plan. Solution monitoring procedures for Cell 4B will be duplicated from the
Letter to Dane Finerfrock
September 11, 2009
Page 2

2
approved Cell 4A BAT Monitoring, Operations and Maintenance Plan. The procedures for the
Cell 4A solution monitoring, which will be modified as necessary for Cell 4B, are:

Solution Elevation

Measurements in Cell 4A are to be taken by survey on a weekly basis as follows:

(i) The survey will be performed by the Mill’s Radiation Safety Officer or designee (the
“Surveyor”) with the assistance of another Mill worker (the “Assistant”);
(ii) The survey will be performed using a survey instrument (the “Survey Instrument”)
accurate to 0.01 feet, such as a Sokkai No. B21, or equivalent, together with a survey rod
(the “Survey Rod”) having a visible scale in 0.01 foot increments;
(iii) The reference Points (the “Reference Points”) for Cells 4A are known points established
by Registered Land Surveyor. For Cell 4A, the Reference Point is a piece of metal rebar
located on the dike between Cell 3 and Cell 4A. The elevation at the top of this piece of
rebar (the Reference Point Elevation for Cell 4A is at 5,607.83 feet above mean sea level
(“amsl”);
(iv) The Surveyor will set up the Survey Instrument in a location where both the applicable
Reference Point and pond surface are visible. For Cell 4A, this is typically on the road
between Cell 3 and Cell4A, approximately 100 feet east of the Cell 4A Reference Point;
(v) Once in location, the Surveyor will ensure that the Survey Instrument is level by centering
the bubble in the level gauge on the Survey Instrument;
(vi) The Assistant will place the Survey Rod vertically on the Cell 4A Reference Point. The
Assistant will ensure that the Survey Rod is vertical by gently rocking the rod back and
forth until the Surveyor has established a level reading;
(vii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the
Survey Rod, and record the number (the “Reference Point Reading”), which represents
the number of feet the Survey Instrument is reading above the Reference Point;
The Assistant will then move to a designated location where the Survey Rod can be
placed on the surface of the main solution pond in Cell 4A. The designated location for
Cell 4A is in the northeast corner of the Cell where the side slope allows for safe access to
the solution surface.

The approximate coordinate locations for the measuring points for Cell 4A is 2,579,360
east, and 320,300 north. These coordinate locations may vary somewhat depending on
solution elevations in the Cell.

The Assistant will hold the Survey Rod vertically with one end of the Survey Rod just
touching the pond surface. The Assistant will ensure that the Survey Rod is vertical by
gently rocking the rod back and forth until the Surveyor has established a level reading;

(viii) The Surveyor will focus the cross hairs of the Survey Instrument on the scale on the
Survey Rod, and record the number (the “Pond Surface Reading”), which represents
the number of feet the Survey Instrument is reading above the pond surface level.

The Surveyor will calculate the elevation of the pond surface in feet amsl by adding the
Reference Point Reading for the Cell and subtracting the Pond Surface Reading for the
Cell, and will record the number accurate to 0.01 feet.

EXHIBIT A

REVISED SECTION 02200
OF THE TECHNICAL
SPECIFICATIONS

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-1 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
SECTION 02200
EARTHWORK
PART 1 — GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment, and
incidentals necessary to perform all Earthwork. The Work shall be carried out as specified herein
and in accordance with the Drawings.
B. The Work shall include, but not be limited to excavating, blasting, ripping, trenching, hauling,
placing, moisture conditioning, backfilling, compacting and grading. Earthwork shall conform to
the dimensions, lines, grades, and sections shown on the Drawings or as directed by the
Construction Manager.
1.02 RELATED SECTIONS
Section 02220 – Subgrade Preparation
1.03 REFERENCES
A. Drawings
B. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 422 Standard Method for Particle-Size Analysis of Soils
ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-lb-ft/ft3 (2,700 kN-m/m3))
ASTM D 6938 Standard Test Method for In-Place Density and Water Content of Soil-
Aggregate by Nuclear Methods (Shallow Depth)
1.04 QUALIFICATIONS
A. The Contractor’s Site superintendent for the earthworks operations shall have supervised the
construction of at least two earthwork construction projects in the last 5 years.
1.05 SUBMITTALS
A. The Contractor shall submit to the Construction Manager a description of equipment and methods
proposed for excavation, and fill placement and compaction construction at least 14 days prior to
the start of activities covered by this Section.
B. If rock blasting is the chosen rock removal technique, the Contractor shall submit to the
Construction Manager a blast plan describing blast methods to remove rock to proposed grade.
The blast plan shall include a pre-blast survey, blast schedule, seismic monitoring records, blast
design and diagrams, and blast safety. The Contractor shall submit the plan to the Construction
Manager at least 21 days prior to blast.
C. If the Work of this Section is interrupted for reasons other than inclement weather, the Contractor
shall notify the Construction Manager a minimum of 48 hours prior to the resumption of Work.
D. If foreign borrow materials are proposed to be used for any earthwork material on this project, the
Contractor shall provide the Construction Manager information regarding the source of the
material. In addition, the Contractor shall provide the Construction Manager an opportunity to
obtain samples for conformance testing 14 days prior to delivery of foreign borrow materials to

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-2 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
the Site. If conformance testing fails to meet these Specifications, the Contractor shall be
responsible for reimbursing the Owner for additional conformance testing costs.
E. The Contractor shall submit as-built Record Drawing electronic files and data, to the Construction
Manager, within 7 days of project substantial completion, in accordance with this Section.
1.06 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for Earthwork meet the
requirements of the Drawings and this Section. Any material or method that does not conform to
these documents, or to alternatives approved in writing by the Construction Manager will be
rejected and shall be repaired, or removed and replaced, by the Contractor at no additional expense
to the Owner.
B. The Contractor shall be aware of and accommodate all monitoring and field/laboratory
conformance testing required by the Contract Documents. This monitoring and testing, including
random conformance testing of construction materials and completed Work, will be performed by
the CQA Engineer. If nonconformances or other deficiencies are found in the materials or
completed Work, the Contractor will be required to repair the deficiency or replace the deficient
materials at no additional cost to the Owner.
PART 2 — PRODUCTS
2.01 MATERIAL
A. Fill material shall consist of on-site soil obtained from excavation or owner provided stockpile and
shall be free from rock larger than 6 inches, organic or other deleterious material.
B. Rock shall consist of all hard, compacted, or cemented materials that require blasting or the use of
ripping and excavating equipment larger than defined for common excavation. The excavation
and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in
materials otherwise conforming to the definition of common excavation shall be classified as rock
excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in
itself sufficient to cause to change the classification of the surrounding material.
C. Rippable Soil and Rock: Material that can be ripped at more than 250 cubic yards per hour for
each Caterpillar D9 dozer (or equivalent) with a single shank ripper attachment.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain compaction equipment as is necessary to
produce the required in-place soil density and moisture content.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or other
equipment designed to apply water uniformly and in controlled quantities.
C. The Contractor shall furnish, operate, and maintain miscellaneous equipment such as earth
excavating equipment, earth hauling equipment, and other equipment, as necessary for Earthwork
construction.
D. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the expense of
the Contractor, and to the satisfaction of the Construction Manager.

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-3 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
PART 3 — EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the Work in this Section, the Contractor shall become thoroughly
familiar with the Site, the Site conditions, and all portions of the Work falling within this and other
related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed Work of all other Sections and verify
that all Work is complete to the point where the installation of the Work specified in this
Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed Work of other Sections, the
Construction Manager shall be notified in writing prior to commencing Work. Failure to
notify the Construction Manager, or commencement of the Work of this Section, will be
construed as Contractor's acceptance of the related Work of all other Sections.

3.02 SOIL EXCAVATION
A. The Contractor shall excavate materials to the limits and grades shown on the Drawings.
B. The Contractor shall rip, blast, and mechanically remove rock 6-inches below final grades shown
on the Drawings.
C. All excavated material not used as fill shall be stockpiled as shown on the Drawings and in
accordance with Subpart 3.05 of this Section.
3.03 ROCK EXCAVATION
A. The Contractor shall remove rock by ripping, drilling, or blasting, or as approved by Construction
Manager.
B. Requirements for Blasting:
1. The Contractor shall arrange for a pre-blast survey of nearby buildings, berms, or other
structures that may potentially be at risk from blasting damage. The survey method used
shall be acceptable to the Contractor’s insurance company. The Contractor shall be
responsible for any damage resulting from blasting. The preblast survey shall be made
available for review three weeks before any blasting begins. Pre-blast surveys shall be
completed by a practicing civil engineer registered in the State of Utah, who has experience
in rock excavation and geotechnical design.
2. The Contractor shall submit for review the proposed methods and sequence of blasting for
rock excavations. The Contractor shall identify the number, depth, and spacing of holes;
stemming and number and type of delays; methods of controlling overbreak at excavation
limits, procedures for monitoring the shots and recording information for each shot; and
other data that may be required to control the blasting.
3. Blasting shall be done in accordance with the federal, state, or local regulatory requirements
for explosives and firing of blasts. Such regulations shall not relieve the Contractor of any
responsibility for damages caused by them or their employees due to the work of blasting.
All blasting work must be performed or supervised by a licensed blaster who shall at all
times have a license on their person and shall permit examination thereof by the Engineer
or other officials having jurisdiction.

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-4 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
4. The Contractor shall develop a trial blasting technique that identifies and limits the
vibrations and damage at varying distances from each shot. This trial blasting information
shall be collected and recorded by beginning the work at points farthest from areas to
remain without damage. The Contractor can vary the hole spacing, depths and orientations,
explosive types and quantities, blasting sequence, and delay patterns to obtain useful
information to safeguard against damage at critical areas.
5. Establish appropriate maximum limit for peak particle velocity for each structure or facility
that is adjacent to, or near blast sites. Base maximum limits on expected sensitivity of each
structure or facility to blast induced vibrations and federal, state, or local regulatory
requirements. In areas of blasting within 100 feet from the top of the existing berms, the
blasting peak particle velocities (PPV) shall not exceed 2 inches per second.
6. The Contractor shall discontinue any method of blasting which leads to overshooting or is
dangerous to the berms surrounding the existing pond structures.
7. The Contractor shall install a blast warning sign to display warning signals. Sign shall
indicate the following:
a. Five (5) minutes before blast: Three (3) long sounds of airhorn or siren
b. Immediately before blast: Three (3) short sounds of airhorn or siren
c. All clear signal after blast: one (1) long sound of airhorn or siren
3.04 FILL
A. Prior to fill placement, areas to receive fill shall be cleared and grubbed.
B. The fill material shall be placed to the lines and grades shown on the Drawings.
C. Soil used for fill shall meet the requirements of Subpart 2.01 of this Section.
D. Soil used for fill shall be placed in a loose lift that results in a compacted lift thickness of no
greater 8 inches and compacted to 90% of the maximum density at a moisture content of between -
3% and +3% of optimum moisture content, as determined by ASTM D 1557.
E. The Contractor shall utilize compaction equipment suitable and sufficient for achieving the soil
compaction requirements.
F. During soil wetting or drying, the material shall be regularly disced or otherwise mixed so that
uniform moisture conditions in the appropriate range are obtained.
3.05 STOCKPILING
A. Soil suitable for fill and excavated rock that is required to be stockpiled shall be stockpiled,
separately, in areas as shown on the Drawings or as designated by the Construction Manager, and
shall be free of incompatible soil, clearing debris, or other objectionable materials.
B. Stockpiles shall be no steeper than 2H:1V (Horizontal:Vertical) or other slope approved by the
Design Engineer, graded to drain, sealed by tracking parallel to the slope with a dozer or other
means approved by the Construction Manager, and dressed daily during periods when fill is taken
from the stockpile. The Contractor shall employ temporary erosion and sediment control
measures (i.e. silt fence) as directed by the Construction Manager around stockpile areas.
C. There are no compaction requirements for stockpiled materials.

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-5 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
3.06 FIELD TESTING
A. The minimum frequency and details of quality control testing for Earthwork are provided below.
This testing will be performed by the CQA Engineer. The Contractor shall take this testing
frequency into account in planning the construction schedule.
1. The CQA Engineer will perform conformance tests on placed and compacted fill to
evaluate compliance with these Specifications. The dry density and moisture content of the
soil will be measured in-situ with a nuclear moisture-density gauge in accordance with
ASTM D 6938. The frequency of testing will be one test per 500 cubic yards of soil place.
2. A special testing frequency will be used by the CQA Engineer when visual observations of
construction performance indicate a potential problem. Additional testing will be
considered when:
a. The rollers slip during rolling operation;
b. The lift thickness is greater than specified;
c. The fill is at improper and/or variable moisture content;
d. Fewer than the specified number of roller passes are made;
e. Dirt-clogged rollers are used to compact the material;
f. The rollers do not have optimum ballast; or
g. The degree of compaction is doubtful.

3. During construction, the frequency of testing will be increased by the Construction
Manager in the following situations:
a. Adverse weather conditions;
b. Breakdown of equipment;
c. At the start and finish of grading;
d. If the material fails to meet Specifications; or
e. The work area is reduced.

B. Defective Areas:
1. If a defective area is discovered in the Earthwork, the CQA Engineer will evaluate the
extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Engineer will determine the extent of the defective area by additional tests,
observations, a review of records, or other means that the Construction Manager deems
appropriate. If the defect is related to adverse Site conditions, such as overly wet soils or
surface desiccation, the CQA Engineer shall define the limits and nature of the defect.
2. Once the extent and nature of a defect is determined, the Contractor shall correct the
deficiency to the satisfaction of the CQA Engineer. The Contractor shall not perform
additional Work in the area until the Construction Manager approves the correction of the
defect.
3. Additional testing may be performed by the CQA Engineer to verify that the defect has
been corrected. This additional testing will be performed before any additional Work is
allowed in the area of deficiency. The cost of the additional Work and the testing shall be
borne by the Contractor.

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-6 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
3.07 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
3.08 CONSTRUCTION TOLERANCE
A. The Contractor shall perform the Earthwork construction to within ±0.1 vertical feet of elevations
on the Drawings.
3.09 AS-BUILT SURVEY
A. For purposes of payment on Earthwork quantities, the Contractor shall conduct a comprehensive
as-built survey that complies with this Section.
B. The Contractor shall produce complete electronic as-built Record Drawings in conformance with
the requirements set forth in this Section. This electronic file shall be provided to the Construction
Manager for verification.
C. The Contractor shall produce an electronic boundary file that accurately conforms to the project
site boundary depicted on the plans or as modified during construction by approved change order.
The electronic file shall be provided to the Construction Manager for verification prior to use in
any earthwork computations or map generation.
D. As-built survey data shall be collected throughout the project as indicated in these Specifications.
This data shall be submitted in hard-copy and American Standard Code for Information
Interchange (ASCII) format. ASCII format shall include: point number, northing and easting,
elevations, and descriptions of point. The ASCII format shall be as follows:
1. PPPP,NNNNNN.NNN,EEEEEE.EEE,ELEV.XXX,Description
a. Where:
ƒ P – point number
ƒ N- Northing
ƒ E – Easting
ƒ ELEV.XXX – Elevation
ƒ Description – description of the point
3.10 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect completed Work of this Section.
B. At the end of each day, the Contractor shall verify that the entire work area is left in a state that
promotes drainage of surface water away from the area and from finished Work. If threatening
weather conditions are forecast, soil surfaces shall be seal-rolled at a minimum to protect finished
Work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the Construction Manager, at the expense of the Contractor.
PART 4 — MEASUREMENT AND PAYMENT
4.01 GENERAL
A. All earthwork quantities shall be independently verified by the Design Engineer prior to approval.
The independent verification by the Design Engineer shall utilize the same basic procedures as
those used by the Contractor.

Cell 4B Lining System Construction Earthwork
SC0349 TechnicalSpecifications4B d 20090909.docx Page 02200-7 December 2007
Revised January 2009
Revised August 2009
Revised September 2009
B. Any interim or soon-to-be buried (or otherwise obstructed) earthwork shall be surveyed and
quantified as the project progresses to enable timely verification by the Design Engineer.
C. Providing for and complying with the requirements set forth in this Section for Soil Excavation
will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based
on the unit price provided on the Bid Schedule.
D. Providing for and complying with the requirements set forth in this Section for Rock Excavation
will be measured as in-place cubic yards (CY), prior to the excavation, and payment will be based
on the unit price provided on the Bid Schedule.
E. Providing for and complying with the requirements set forth in this Section for Fill will be
measured as compacted and moisture conditioned cubic yards (CY), and payment will be based on
the unit price provided on the Bid Schedule.
F. The following are considered incidental to the work:
• Submittals.
• Quality Control.
• Material samples, sampling, and testing.
• Excavation.
• Blasting, ripping, and hammering.
• Loading, and hauling.
• Scarification.
• Screening.
• Layout survey.
• Rejected material removal, retesting, handling, and repair.
• Temporary haul roads.
• Erosion control.
• Dust control.
• Spill cleanup.
• Placement, compaction, and moisture conditioning.
• Stockpiling.
• Record survey.

[END OF SECTION]

EXHIBIT B

BLAST PLAN, PREPARED
BY KGL ASSOCIATES

1
August 6, 2009

Mr. Mark Kerr
KGL and Associates
Golden CO.

RE: Blanding, UT. – Evaporation cell construction for Denison Mining.

Dear Mark,

Please make reference to our recent meeting at your office and to our many
conversations concerning the above mentioned project. The existing situation of the
conditions at the site are perfect for a successful drilling and blasting program. The right
amount of overburden is on top of the rock to keep the explosive energy within the rock
mass. As we have spoke of before, to remove any overburden will severely compromise
the blasting safety and efficiency.

2
The previous sketch shows the proposed evaporation cell and how it has been
divided into blasting zones. The boundaries of these said zones were determined by the
total excavation depth.

The overburden on top of the rock is to be left in place for the drilling and
blasting. Below, please note the excavation data (Averaged) for each of the zones:

SURFACE TO
FINAL
SURFACE TO
TOP/ROCK
TOP/ROCK TO
FINAL
ZONE 1 CUT – 17’ CUT – 7’ CUT – 10’
ZONE 2 CUT – 19’ CUT – 8’ CUT – 11’
ZONE 3 CUT – 16’ CUT – 8’ CUT – 8’
ZONE 4 CUT – 13’ CUT – 5’ CUT – 8’
ZONE 5 CUT – 25’ CUT – 11’ CUT – 14’

As the above chart indicates, Zone 4 has the lease amount of excavation in terms
of depth. This is why this area has been chosen to test for the excavation being performed
by conventional equipment. ( ripping)

BLASTING DETAILS

3
Vibration or air overpressure will not be a problem at the existing mill structures
that are 3,000 ft away. A seismograph will be placed at the structure closest to the blast
for every blast that is done.

DRILLING AND BLASTING LOGISTICS

The drilling and blasting will commence in the area shown on a previous sketch
toward the Northwest portion of the proposed cell. This slot will be blasted from the
North excavation limits to the limits on the West side of the cell.

After partial excavation of the slot, blasting will proceed in both directions,
perpendicular to the slot. This will provide the relief needed to reduce the ground
vibrations at the outer limits of the cell and also direct the shots away from the other
existing evaporation cells.

The excavation of the shot material from one blast, shall be performed on one side
of the slot, while another blast is being prepared on the opposite side. It might be
necessary to establish another area of excavation, so that the drilling and blasting
operation can stay well ahead of the excavation crew.

Sincerely,

Rod A. Schuch
Buckley Powder Company
1
September 9, 2009

Mr. Mark Kerr
KGL and Associates
Golden, CO.

RE: Blanding Utah – Evaporation cell construction for Denison Mining.

Dear Mark,

Please make reference to our recent conversation.

Concerns about the ground response at the existing berms that border this new
construction require limitations as follows:

1) 5 inches per second when blasting further than 100 ft. from the berm.
2) 2 inches per second when blasting within 100 ft. of the berm.

The seismographs should be place at or near the water line on the pond side of the
Berm.

BLASTING PLAN

We will record the seismic data from a signature hole and an acceptable blasting
plan for blasting close to the berm areas, will be formulated using this data. We will
continue to monitor every blast and chart the seismic information to determine when to
change the blasting design.

The blasting details will remain as illustrated for the first blast, as the following
calculation confirms that the vibratory response will be within the limitations. This
calculation was developed by the USBM to predict blast induced ground vibrations and
has proven to have an acceptable level of precision.
2

This shot is located toward the Northwest end of Zone 5 and situated in the
middle of the proposed cell. Once a face has been established, the pattern dimensions and
orientation of the boreholes will be changed. (Staggered pattern – 13 x 16’ and larger)

SIGNATURE HOLE

Before or after this initial blast, a single hole will be detonated and the seismic
data recorded and used in a wave form analysis program.

This program utilizes super imposed linear positioning of the wave forms to
promote the destructive interference of the wave forms generated by blasting. The
software was developed by Randy Wheeler of White Seismology and has proven to be
accurate and precise in calculating the sequential times for the blast that will produce the
lowest PPV and the highest frequencies possible in the chosen environment. It is
imperative however, that electronic detonators be utilized to duplicate the calculated
times exactly.

When blasting nears the berm areas, a decision by Denison must be made in
reference to the State imposed vibration restrictions. The following is an illustration of
the blast hole design (decked) needed to ensure the compliance to the vibration limits.

3

As I have previously stated, the pattern and explosive loading design will change
as we approach the berm areas and we will monitor each blast to determine and predict
when these changes are needed. The above illustration represents the blast design needed
at 100’ from the berm. The ‘in field’ seismic monitoring will determine if this extreme
design is needed.

We will take great care in ensuring that the vibration limitations are adhered to.

Sincerely,

Rod A. Schuch
Engr. Special Projects

EXHIBIT C

PROBABLE MAXIMUM
PRECIPITATION (PMP)
EVENT CALCULATION
PACKAGE

Page 1 of 5

Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09

Client: DMC Project: White Mesa Mill-
Cell 4B
Project/
Proposal No.:
SC0349 Task
No.:
02

PMP Calc 20090910Fcalc.doc
PROBABLE MAXIMUM PRECIPITATION (PMP) EVENT COMPUTATION
WHITE MESA MILL – CELL 4B
BLANDING, UTAH
OBJECTIVE
The purpose of this calculation is to evaluate the local-storm Probable Maximum
Precipitation (PMP) event for the White Mesa Mill Facility site located in Blanding,
Utah. This calculation demonstrates that the probable maximum precipitation (PMP)
event that the site will experience is 10 inches (0.83 ft) in 6 hours.
PMP COMPUTATION PROCEDURE
The Probable Maximum Precipitation (PMP) for the site was evaluated using
“Hydrometeorological Report No. 49: Probable Maximum Precipitation Estimates,
Colorado River and Great Basin Drainages” (Hansen, et. al., 1984). The use of this
method is cited in a hydrology report that was prepared as part of an agreement between
UMETCO and the Nuclear Regulatory Commission (NRC) during the permitting of
Cell 4A (UMETCO, 1990).
PROBABLE MAXIMUM PRECIPITATION EVENT CALCULATIONS
Step 1: Calculate the Average 1-hr 1-mi2 PMP for drainage using Figure 4.5

The average 1-hr 1-mi2 PMP is 8.6-in (Attachment A, 1/7)

Step 2a: Reduce the 1-hr 1-mi2 PMP event for elevation

If the lowest elevation within the drainage is above 5,000 feet (ft) above Mean Seal
Level (MSL), decrease the PMP value from Step 1 by 5% for each 1,000 ft or
proportionate fraction thereof above 5,000 ft to obtain the elevation adjusted drainage
average 1-hr 1-mi2 PMP.

The elevation of Cell 4B is 5,598 ft above MSL, which is conservatively the lowest
elevation for the completed cells 2 through 4B; therefore, it is required to interpolate

Page 2 of 5

Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09

Client: DMC Project: White Mesa Mill-
Cell 4B
Project/
Proposal No.:
SC0349 Task
No.:
02

PMP Calc 20090910Fcalc.doc
between 95% and 100% using the following equation:
ft
x
ft 598
%
000,1
%5 =; x = 3% reduction

100 % - 3 % = 97 %

Therefore, reduce the value obtained in Step 1 by 97%.

Step 2b: Multiply the number calculated in Step 1 by the number calculated in Step 2a.

8.6 inches x 0.97 = 8.3 inches

Step 3: Determine the average 6/1-hr ratio for drainage using Figure 4.7

The average 6/1-hr ratio for drainage is approximately 1.2. (Attachment A, 2/7)

Step 4: Calculate the durational variation for 6/1-hr ratio of Step 3 using Table 4.4

The durational value is determined using Table 4.4 is as follows: (Attachment A, 3/7)

Duration (hr)
¼ ½ ¾ 1 2 3 4 5 6
74 89 95 100 110 115 118 119 120 %

Step 5: Multiply step 2b by Step 4 to calculate the 1-mi2 PMP for indicated durations

For example, for the ¼ hour duration: 8.3 x 0.74 = 6.1

The following numbers are calculated as follows:

Duration (hr)
¼ ½ ¾ 1 2 3 4 5 6
6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in.

Step 6: Determine the areal reduction using Figure 4.9 for the site:

Page 3 of 5

Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09

Client: DMC Project: White Mesa Mill-
Cell 4B
Project/
Proposal No.:
SC0349 Task
No.:
02

PMP Calc 20090910Fcalc.doc
First, determine the total watershed contributing to Cell 4B, including Cell 4B. The
watershed areas of the upstream Cells 2, 3, and 4A are 87 acres (ac), 83 ac, and 40 ac,
respectively and the proposed Cell 4B is 42 ac. Areas outside of these cells do not drain
to Cell 4B and are therefore not part of the watershed area.

Total acreage is 87 ac + 83 ac + 42 ac + 42 ac = 254 acres.
Next, convert this number into square miles:

2
2
2
40.0)280,5(
)1(
1
560,43254 2 mift
mixacre
ftxacre =

Using Figure 4.9, the depth ratio of ≤1 mi2 is 100 percent for each of the durations
(Attachment A, 4/7).

Step 7: Multiply the duration values in Step 5 by the areal reduction in Step 6 to
calculate the areal reduced PMP.

This step is neglected because the depth ratio is 100 percent; therefore, the values
obtained in Step 5 are not reduced.

Step 8: Calculate the incremental PMP using successive subtraction of the values in
Step 7 for the hourly durations (1 hr through 6 hr) and 15-minute incremental durations
(1/4 hr through 1 hr).

The incremental PMP is calculated in two separate steps; the incremental PMP is
calculated on the first line for the hourly increments (hours 1 through 6) and then
calculated on the second line for the 15-minute increments during the first hour of the
storm. To determine the incremental PMP, the following formula is used:
ttttotPMPPMPPMP−=++11 , where t = time
In this example, the PMP between the first interval and second interval is determined by
subtracting the PMP for interval 1 from the PMP for the second interval, as calculated
in Step 5. The following equation illustrates the calculation of the incremental PMP
between hours 0 and 1:

Page 4 of 5

Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09

Client: DMC Project: White Mesa Mill-
Cell 4B
Project/
Proposal No.:
SC0349 Task
No.:
02

PMP Calc 20090910Fcalc.doc

=−01PMPPMP 8.3 in – 0 in. = 8.3 in.
The next equation illustrates the calculation of the incremental PMP between hours 1
and 2:

=−12PMPPMP 9.1 in – 8.3 in. = 0.8 in.

This calculation is continued until the following table is completed as shown for each
PMP interval.

Duration (hr)
¼ ½ ¾ 1 2 3 4 5 6
8.3 0.8 0.4 0.2 0.1 0.1 in.
6.1 1.2 0.5 0.4 in.

Step 9: Order the incremental PMP in a sequence dictated by hourly and 15-minute
increments using Table 4.7 (Attachment 5/7) and Table 4.8 (Attachment 6/7),
respectively.

The incremental PMP calculated in Step 8 must now be arranged in a specific order to
model the runoff generated by the storm event. This order is dictated by Table 4.7 for
the hourly PMP intervals and Table 4.8 for the 15-minute PMP intervals.

The final arrangement of the numbers determined in Step 8 is as follows:

Hourly increments: 0.1 0.4 8.3 0.8 0.2 0.1 in.
15-minute increments: 6.1 1.2 0.5 0.4 in.

The storm’s 6 hour PMP runoff event is calculated by summing the incremental PMP
for each hour of the storm.
0.1 in. + 0.4 in. + 8.3 in. + 0.8 in. + 0.2 in. + 0.1 in. = 9.9 inches (10 inches).

This step is repeated to calculate the runoff generated during the first hour of the storm.
6.1 in. + 1.3 in. + 0.5 in. + 0.4 in. = 8.3 inches

Page 5 of 5

Written by: M. Lithgow Date: 09/04/09 Reviewed by: G. Corcoran Date: 9/10/09

Client: DMC Project: White Mesa Mill-
Cell 4B
Project/
Proposal No.:
SC0349 Task
No.:
02

PMP Calc 20090910Fcalc.doc

Because 9.9 > 8.3, the runoff generated from the 6 hour storm (9.9 inches) is used.
CONCLUSIONS AND RECOMMENDATIONS
Our calculations are summarized in a worksheet modeled after Table 6.3A in the
Hydrometerological Report No. 49 and is provided as Attachment A, 7/7. Our analysis
determined the Probable Maximum Precipitation (PMP) event generates 10 inches (0.83
ft) over 6 hours.
REFERENCES
UMETCO Minerals Corporation, 1990, “White Mesa Mill Drainage Report for
Submittal to NRC.”

Attachment A

Hansen, E. Marshall, Schwartz, Francis K., Riedel, John T., 1984.
“Hydrometeorological Report No. 49: Probable Maximum Precipitation
Estimates, Colorado River and Great Basin Drainages,” Hydrometeorological
Branch Office of Hydrology National Weather Service, U.S. Department of
Commerce, National Oceanic and Atmosphere Administration, U.S. Department
of Army Corps of Engineers, Silver Springs, Md.

Area mi2
Latitude: N 37° 31'Longitude: W 109° 30' Min. Elevation 5598 ft
1 Average 1-hr 1-mi2 (2.6-km2) PMP for
drainage [fig. 4.5]8.6 in.
2a.
Reduction for Elevation. [No adjustment for
elevations up to 5,000 feet: 5% decrease per
1,000 feet above 5,000 feet.0.97 %
b.Multiply step 1 by step 2a.8.3 in.
3.Average 6/1-hr ratio for drainage [fig 4.7]1.2
1/41/23/4123456
4 Durational variation for 6/1-hr ratio of step 3
[table 4.4]74 89 95 100 110 115 118 119 120 %
5 1-mi2 (2.6 km2) PMP for indicated durations
[step 2b x step 4]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0
6 Areal reduction [fig. 4.9]100 100 100 100 100 100 100 100 100 %
7 Areal reduced PMP [steps 5 x 6 ]6.1 7.4 7.9 8.3 9.1 9.5 9.8 9.9 10.0 in.
8 Incremental PMP [successive subtraction in
step 7]8.3 0.8 0.4 0.2 0.1 0.1 in.
6.1 1.2 0.5 0.4 } 15-min. increments
9 Time sequence of incremental PMP to:
Hourly increments [table 4.7]0.1 0.4 8.3 0.8 0.2 0.1 in.
9.9 in.
Four largest 15-min increments [table 4.8]6.1 1.2 0.5 0.4 in
Total depth of 1st hour of storm 8.3 in.
Duration (hr)
Table 6.3A -- Local-storm PMP computation, Colorado River, Great Basin and California drainages. For drainage average depth PMP.
Total depth of 6 hour storm
0.39Drainage: White Mesa Mill Facility, Cells 2 - 4B
PMP Calculation.xlsx Attachment A, 7/7