Victor Koyanagi, Ministry of Energy, Mines & LC Innov. by PRRDOfficial

August 14, 2019 Victor Koyanagi, P. Geo. Regional Director/Inspector of Mines Health, Safety and Authorizations, Regional Operations North Central/Northeast Region BC Ministry of Energy, Mines, and Petroleum Resources Via Email: email: Victor.koyanagi@gov.bc.ca Dear Mr. Koyanagi, Re: Your file 0900011-202001 Deasan Holdings Sandy Beech Geotechnical Assessment At the August 13, 2019 meeting of the Peace River Regional District Board of Directors, the Regional Board reviewed your July 14, 2020 email referral of the Geotechnical Assessment provided by Deasan Holdings and Sandy Beech, in support of their application to recommence mining operations at the Deasan Holdings mine site near Fort St. John in Area C of the Peace River Regional District (PRRD). The Board provides the following comment:

“The Peace River Regional District Board opposes the approval of Deasan Holdings Ltd. application to recommence mining activities at the Deasan Holdings mine site located at 9904-240 Road, Area C, Peace River Regional District due to insufficient information being made available; specifically, the Peace River Regional District (PRRD) has not been provided a copy of any reports done by the Ministry of Energy, Mines, and Petroleum Resources regarding the cause of the 2018 landslide in the area nor has it received a final report from geotechnical engineers working on behalf of the PRRD to complete a steep slope hazard assessment and Buffioux Creek hazard assessment; further, the PRRD asks that the Ministry of Energy, Mines and Petroleum Resources ensure that all due diligence has been undertaken to ensure the safety of the public prior to considering approval of the application to recommence mining at this location.” Should you have any questions please contact our office at 250 784-3200. Yours truly, Tyra Henderson Tyra Henderson, PRRD Corporate Officer On behalf of the Peace River Regional District, Chair and Board

c: MMD-PrinceGeorge@gov.bc.ca

diverse. vast. abundant.

PLEASE REPLY TO: X Box 810, 1981 Alaska Ave, Dawson Creek, BC V1G 4H8 Tel: (250) 784-3200 or (800) 670-7773 Fax: (250) 784-3201 Email: prrd.dc@prrd.bc.ca ppppprrprrd.dc@prrd.bc.ca 9505 100 St, Fort St. John, BC V1J 4N4 Tel: (250) 785-8084 Fax: (250) 785-1125 Email: prrd.fsj@prrd.bc.ca

From: Tyra Henderson Sent: Friday, August 14, 2020 5:31 PM To: 'Victor.koyanagi@gov.bc.ca' <Victor.koyanagi@gov.bc.ca>; 'MMD-PrinceGeorge@gov.bc.ca' <MMDPrinceGeorge@gov.bc.ca> Cc: Shawn Dahlen <Shawn.Dahlen@prrd.bc.ca>; Chair Brad Sperling <brad.sperling@prrd.bc.ca> Subject: Deasan Holdings Application to recommence mining activities Importance: High August 14, 2020 Mr. Koyanagi, You referred the Deasan Holdings Sandy Beech Geotechnical Assessment to the Peace River Regional District for comment in regard to their application to recommence mining activities to the PRRD on July 14, with a deadline for comments of today. The Regional Board reviewed the information provided at its meeting held on Thursday, August 13. I have attached their formal response. Please keep the PRRD Board informed regarding the decision on whether or not the permit to recommence is approved, as we often field enquiries about activities in the PRRD that are not our jurisdiction (like road maintenance as an example) and will likely receive enquiries about any activity that may or may not be happening at the mine as well. Kind regards, Tyra Henderson Tyra Henderson, Corporate Officer Direct: 250-784-3216 | Fax: 250-784-3201 | tyra.henderson@prrd.bc.ca PEACE RIVER REGIONAL DISTRICT | Box 810, 1981 Alaska Highway, Dawson Creek, BC V1G 4H8 www.prrd.bc.ca

IMPORTANT: The information transmitted herein is confidential and may contain privileged or personal information. It is intended solely for the person or entity to which it is addressed. Any review, re-transmission, dissemination, taking of any action in reliance upon, or other use of this information by persons or entities other than the intended recipient is prohibited. If you received this in error, please notify the sender and delete or destroy all digital and printed copies.

From: Koyanagi, Victor EMPR:EX <Victor.Koyanagi@gov.bc.ca> Sent: July 14, 2020 7:38 PM To: 'dhunter@fortstjohn.ca' <dhunter@fortstjohn.ca>; 'vshopland@fortstjohn.ca' <vshopland@fortstjohn.ca>; 'ckittlitz@fortstjohn.ca' <ckittlitz@fortstjohn.ca>; prrd dc <prrd.dc@prrd.bc.ca>; 'Dave.Conway@bchydro.com' <Dave.Conway@bchydro.com> Subject: RE: 0900011-202001 Deasan Holdings Sandy Beech Geotechnical Assessment From: Koyanagi, Victor EMPR:EX Sent: July 14, 2020 7:33 PM To: Brash, Jennifer EMPR:EX <Jennifer.Brash@gov.bc.ca>; Warnock, George EMPR:EX <George.Warnock@gov.bc.ca>; Case, Brent A TRAN:EX <Brent.Case@gov.bc.ca>; 'dhunter@fortstjohn.ca' <dhunter@fortstjohn.ca>; 'vshopland@fortstjohn.ca' <vshopland@fortstjohn.ca>; 'ckittlitz@fortstjohn.ca' <ckittlitz@fortstjohn.ca>; 'prrd.dc@prrd.bc.ca' <prrd.dc@prrd.bc.ca>; 'Dave.Conway@bchydro.com' <Dave.Conway@bchydro.com> Cc: REGOPS Prince George EMPR:EX <MMD-PrinceGeorge@gov.bc.ca> Subject: 0900011-202001 Deasan Holdings Sandy Beech Geotechnical Assessment Application: Property: Applicant: Notice of Work: Response Required by:

Amendment of Mines Act Permit Deasan Holdings Pit Deasan Holdings Ltd. and Sandy Beech 0900011-202001 August 14, 2020

Deasan Holdings Ltd. And Sandy Beech have applied to recommence mining activities at the Deasan Holdings mine site. In support of this application, Deasan has developed a geotechnical assessment report. This report has undegone a third party independent technical review. You are requested to review and provide comment on the following documents: 

ARYA Geotechnical Assessment Report, Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, British Columbia, dated February 21, 2020



Slope Stability Assessment and Third-Party Review, PIDs: 024-970-221; 008-464-243; 024970-239; and 009-937-072 South of 240 and East of 265 Roads, Fort St. John, B.C. Prepeared for Deasan Holdings Ltd. Fort St. John, B.C. Prepared by Parkland Geo-Environmental Ltd. Sherwood Park, Alberta Project No. ED2247 June 30, 2020, Rev. 0

Please provide your comments prior to August 14, 2020 via email to: Victor.koyanagi@gov.bc.ca and MMD-PrinceGeorge@gov.bc.ca If a response is not received prior to this date, be advised I may proceed to a decision based upon available information. Be advised that we may forward your comments directly to the applicant for action or implementation. Your comments may be disclosed to the public to justify decisions made.

Regards,

Victor Koyanagi, P.Geo. Regional Director/Inspector of Mines Health, Safety and Authorizations, Regional Operations North Central/Northeast Region BC Ministry of Energy, Mines and Petroleum Resources 350-1011 4th Ave Prince George, BC V2N 5A6 Office: 250-565-4323 Cell: 250-612-7232 Be safe and stay healthy . . . .

SLOPE STABILITY ASSESSMENT AND THRID-PARTY REVIEW PIDs: 024-970-221; 008-464-243; 024-970-239; AND 009-937-072 SOUTH OF 240 AND EAST OF 265 ROADS FORT ST. JOHN, B.C.

PREPARED FOR DEASAN HOLDINGS LTD. FORT ST. JOHN, B.C.

This report is Confidential and is exempt from disclosure under Section 21(1) of the Freedom of Information and Protection of Privacy Act.

PREPARED BY PARKLAND GEO-ENVIRONMENTAL LTD. SHERWOOD PARK, ALBERTA

PROJECT NO. ED2247 JUNE 30, 2020 Rev. 0

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page i of vi

EXECUTIVE SUMMARY On September 29, 2018, a large landslide occurred on the north valley slopes of the Peace River, directly south of the City of Fort St. John and west of the community of Old Fort. The failure resulted in the complete loss of a residential family home and cutting off the only access to Old Fort that caused significant disruption to the community. The landside area comprised of three landslide masses, with the Flow Slide as the central and largest of the failure zones and extends southerly from the south side of the gravel mine to the Peace River. A key feature of the main slide area is a graben feature, which has been named the Platform. A third-party review was required as a condition of allowing mining activity to resume at the Deasan gravel pit. The Deasan mine site is located just outside the City of Fort St. John city limits within the Peace River Regional District. The extents of the Deasan gravel pit includes the Platform and the area extending north of the failure. ParklandGEO conducted a third-party review which consisted of reviewing all historical reports and site information, reviewing and conducting independent engineering calculations, including computer modeling to arrive at our own opinion as to the location of the failure plane, its extents and likely causes or triggers of the 2018 slide. The results of the third-party review and recommendations based on the assessments are presented in this report.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page ii of vi

TABLE OF CONTENTS Executive Summary ................................................................................................................... i Table of Contents ......................................................................................................................II Glossary Of Geology Terms ......................................................................................................v Glossary Of Landslide Terms ................................................................................................... vi 1.0

INTRODUCTION ...........................................................................................................1 SCOPE OF WORK ............................................................................................4 COMMENTARY ON THIRD-PARTY REVIEWS .................................................4 REFERENCES ..................................................................................................5

2.0

PROJECT INFORMATION ............................................................................................7 SITE DESCRIPTION..........................................................................................7 LANDSIDE AREAS ............................................................................................8 DRAINAGE OBSERVATIONS ...........................................................................9 SLOPE CONDITION ..........................................................................................9

3.0

GEOLOGICAL, HYDROGEOLOGICAL AND HYDROLOGY ....................................... 11 REGIONAL GEOLOGY ....................................................................................11 Valley Formation ...................................................................................13 HYDROGEOLOGY ..........................................................................................13 HYDROLOGY ..................................................................................................14

4.0 5.0

AERIAL AND SATTELITE PHOTOGRAPH REVIEW ..................................................16 SITE SPECIFIC SOIL AND GROUNDWATER CONDITIONS .....................................18 SOIL CONDITIONS .........................................................................................18 GROUNDWATER CONDITIONS .....................................................................19 LABORATORY TESTING SUMMARY .............................................................19

6.0

SLOPE STABILITY ......................................................................................................21 SLOPE GEOMETRY........................................................................................22 GROUNDWATER (PIEZOEMETRIC) CONDITIONS .......................................22 BACK ANALYSES ...........................................................................................26 SOIL STRENGTH PARAMETERS ...................................................................27 SLOPE STABILITY SCENARIOS ....................................................................28 Current Stability ....................................................................................29 Long-Term Stability...............................................................................29 Stability With Mining Activity .................................................................30 Stability After Mine Closure ...................................................................31 Seismic Conditions ...............................................................................31

7.0

CONCLUSIONS AND REVIEW SUMMARY ................................................................32 OVERALL COMMENTS ...................................................................................32 General Comments on Arya 2020 Report .............................................33 FAILURE MECHANISMS AND TRIGGERS .....................................................34 Landslide Failure Mechanisms..............................................................34

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page iii of vi

Platform Failure ....................................................................................36 Unloading Induced Shearing .................................................................36 LANDSLIDE TRIGGERS..................................................................................37 MINE SITE STABILITY ....................................................................................38 Current Conditions ................................................................................39 Interim Stability During Future Mining ...................................................40 LONG-TERM STABILITY .................................................................................40 Factors Affecting Stability and Sensitivity ..............................................40 Potential Off-Property Impacts Due to Mining ....................................... 41 MINE PLAN REVIEW .......................................................................................41 RECOMMENDATIONS FOR HEALTH, SAFETY AND ENVIRONMENTAL PROTECTION .................................................................................................44 8.0

LIMITATIONS ..............................................................................................................46

FIGURES (IN TEXT) Figure 1 Figure 2 Figure 3 Figure 4 Figure 5

Site Location Plan ..............................................................................................2 Site Plan ............................................................................................................3 Bedrock Geology ...............................................................................................5 Cross Section Locations ....................................................................................4 Cross Sections A, B and C ...............................................................................12

TABLES Table 2.1 Table 4.1 Table 5.0 Table 5.2 Table 5.3-1 Table 5.3-2 Table 6.3 Table 6.4 Table 6.5.1 Table 6.5.2 Table 6.5.3-1 Table 6.5.3-2 Table 7.3

Mine Legal Description and Area .......................................................................7 Aerial and Satellite Images Reviewed ..............................................................16 Borehole Summary ..........................................................................................18 Groundwater Elevations ...................................................................................19 Undrained Shear Strength and Elastic Moduli Test Results ............................. 20 Direct Shear Test Results ................................................................................ 20 Back Analyses Results .....................................................................................27 Soil Strength Parameters .................................................................................28 Current Mine Stability .......................................................................................29 Mine Stability During Platform Regression .......................................................29 Long Term Mining Analyses .............................................................................30 Mine Analyses Under Intact Soil Strengths ......................................................31 Annual Precipitation (Fort St. John Station “A”) ................................................38

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page iv of vi

APPENDICES APPENDIX A

Arya Engineering Ltd. (2020 Geotechnical Investigation Report)

APPENDIX B

Photographs (May 2020)

APPENDIX C

Aerial and Satellite Imagery

APPENDIX D

Slope Stability Models

LIMITATIONS

General Terms and Conditions

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page v of vi

Glossary Of Geology Terms Alluvial deposit

Sediment deposited by running water.

Aquifer

A water bearing permeable unconsolidated sediment (i.e. sand or gravel) or rock that is capable of yielding groundwater to wells or springs in sufficient quantities to be viable as a water source.

Bedrock

Continuous solid rock. It may be exposed at ground surface or underlies a surficial cover of one or more soil materials, such as clay, silt, sand, gravel or till. A type of clay mineral (montmorillonite, aka smectite) that is typically found in western Canada as fallout from volcanic eruptions. These clays tend to be very weak and lose strength rapidly during shearing. A discharge of groundwater that occurs where permeable geological materials overlie others of much lower permeability.

Bentonite or bentonitic clay

Contact spring

Glacial deposit

Sediment deposited directly by glaciers or indirectly by meltwater in streams, lakes or the sea.

Glaciofluvial

Deposits and landforms formed by meltwater streams issuing from glacial ice.

Glaciolacustrine

Relating to the process and deposits of glacial lakes.

Intermittent seep

A location where water oozes out of the ground from unsaturated materials and flow is expected to be periodic only.

Marine deposit

Used to refer to sediments deposited in salt water. This is typical of the shale bedrock in the Fort St. John area. The salt affects the types of salt ions in the clay matrix which in-turn affects their engineering properties and behaviour. Stratified deposits, predominately sand or gravel, from by meltwater streams issuing from glaciers.

Outwash

Permeability Sedimentary bedrock

The capacity of a soil to transmit or allow the flow of water. Generally used when characterizing an aquifer. Rocks formed by the deposition and cementation of particles or from chemical precipitation. This is typically sandstone or limestone in this area of BC.

Seep

A location where water oozes out of the ground over an area without distinct trickles or rivulets.

Seepage area

Water flowing to or collecting on the surface over a distributed area. This seepage can collect and form a wetland, pond or similar feature.

Shale

Fine grained clastic sedimentary rock consisting mainly of clay and silt. This is distinct from a mudstone due to its bedding.

Spring

A location of water flowing from the ground surface into a body of surface water or a channel.

Surficial

Unconsolidated geological materials near the ground surface.

Till

An unsorted and unstratified mixture of clay, silt, sand, gravel, cobbles, and boulders deposited directly by glacier ice.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page vi of vi

Glossary Of Landslide Terms1 Accumulation Crown Depleted mass Depletion Displaced material Flank

Foot Head Main body Main scarp

Minor scarp Original ground surface Surface of rupture Surface of separation Tip Toe Toe of surface of rupture Top Zone of accumulation Zone of depletion

The volume of the displaced material, which lies above the original ground surface. The practically undisplaced material still in place and adjacent to the highest parts of the main scarp. The volume of the displaced material, which overlies the rupture surface but underlies the original ground surface. The volume bounded by the main scarp, the depleted mass and the original ground surface. Material displaced from its original position on the slope by movement in the landslide. It forms both the depleted mass and the accumulation. The undisplaced material adjacent to the sides of the rupture surface. Compass directions are preferable in describing the flanks but if left and right are used, they refer to the flanks as viewed from the crown The portion of the landslide that has moved beyond the toe of the surface of rupture and overlies the original ground surface. The upper parts of the landslide along the contact between the displaced material and the main scarp The part of the displaced material of the landslide that overlies the surface of rupture between the main scarp and the toe of the surface of rupture. A steep surface on the undisturbed ground at the upper edge of the landslide, caused by movement of the displaced material away from the undisturbed ground. It is the visible part of the surface of rupture A steep surface on the displaced material of the landslide produced by differential movements within the displaced material. The surface of the slope that existed before the landslide took place. The surface which forms (or which has formed) the lower boundary of the displaced material below the original ground surface. The part of the original ground surface overlain by the foot of the landslide. The point of the toe farthest from the top of the landslide. The lower, usually curved margin of the displaced material of a landslide, it is the most distant from the main scarp. The intersection (usually buried) between the lower part of the surface of rupture of a landslide and the original ground surface. The highest point of contact between the displaced material and the main scarp. The area of the landslide within which the displaced material lies above the original ground surface. The area of the landslide within which the displaced material lies below the original ground surface.

Cruden, D.M., 1993. The Multilingual Landslide Glossary, Bitech Publishers, Richmond, B.C., for the UNESCO Working Party on World Landslide Inventory in 1993

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

1.0

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page 1 of 46

INTRODUCTION

On September 29, 2018, a large landslide occurred on the north valley slopes of the Peace River, directly south of the City of Fort St. John and west of the community of Old Fort (Figure 1). The extent and complexity of the landslide were both significant, with a total failed soil mass involving some 5 Million m3 of material and covering an area of 610,700 m2 (Figure 2). Very large landslides are not unprecedented in northeastern BC, along this stretch of the Peace River, or along several of the larger valleys in the area; but the consequences of this failure were more pronounced, resulting in the complete loss of a residential family home and cutting off the only access to Old Fort that caused significant disruption to the community. The requirement and expected deliverables of the third-party review of the Arya 2020 geotechnical report were outlined in the BC Ministry of Energy, Mines and Petroleum Resources (EMPR) letter dated April 4, 2020 (File 14675-35). As outlined in the EMPR letter (italic text are direct quotes), a third-party review was required as a condition of allowing mining activity to resume at the Deasan gravel pit. This review and assessment were to include, at a minimum: x x x x

x x x x x

Discussion of the geology, hydrogeology, hydrology, and geometry of the mine site and September 29, 2018 landslide, including the failure plane location and extents; Discussion of the landslide failure mechanism, including at the area of the ‘platform’; Discussion of probable triggering factors of the September 29, 2018 landslide; Assessment of mine site stability, under current, long-term, and any critical interim configurations. This should include both the mine site and the surrounding area (i.e. not only the area impacted by the September 29, 2018 landslide), and should consider both local and large-scale failure potential; Assessment of sensitivity of mine site stability, incorporating both existing and future potential uncertainties; Assessment of potential for off-site impacts resulting from any instability associated with the proposed mining activity; Justification of the strength parameters, geometry, phreatic conditions, model set-up etc. for the stability models; Review of the proposed Mine Plan, including proposed exclusion zone extents; Recommendations to ensure Health, Safety, and Environmental Protection for the proposed Mine Plan.

Although this report focuses on the 2018 landslide; ParklandGEO is aware of the re-activation of the Flow Slide in June 2020. We have reviewed our findings in light of the most recent movements and have not found any issues that would require re-assessment of our conclusions or recommendations.

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STUDY AREA

FORT ST. JOHN

93 ST.

OLD FORT ROAD

73 AVE.

FORT ST. JOHN SEWAGE LAGOONS

240 ROAD

265 ROAD

STUDY AREA

DEASAN GRAVEL PIT

T ROAD

OLD FOR

OLD FORT

PEACE RIVER

Note: Aerial photograph from Google Earth 2019 CLIENT:

AREA PLAN OLD FORT LANDSLIDE GEOTECHNICAL SITE ASSESSMENT DRAWN:

CHK'D.:

BK SCALE:

AS SHOWN

REV #:

MMc

DATE:

JOB NO.

JUNE 2020 DRAWING NO.

ED2247

FIGURE

SITE C DAM 'B' GATE

RT RO

OLD FO

PEACE RIVER

PEACE LOOKOUT

PORTION OF NW-19-83-18-W6M

LOT 2 PLAN PGP26844

LOT 1 PLAN PGP26844

LOT 1 PLAN PGP35306

STORMWATER POND

LOT 2 PLAN PGP35306

WEST SLIDE

LOT 2 PLAN PGP46594

FLOW SLIDE

E C EA

R VE RI

POND

PARCEL A OF NW-19-83-18-W6M

OVERBANK FILL

PLAN EPP70943

EAST SLIDE

RIDGE

PLAN EPP70943

LOT 1 PLAN PGP20464

UPPER SCARP

240 ROAD

DEASAN GRAVEL PIT

LOT 1 PLAN PGP23762

LOT 1 PLAN PGP46594

93 ST.

265 ROAD

FORT ST. JOHN SEWAGE LAGOON

OLD FORT

East Slide

-100

100

SCALE (metres)

200

610,700 m2 (± 7,500 m2)

165,500 m2 161,900 m2

West Slide

Total

Area 283,300 m2

Zone Flow Slide

SLIDE FAILURE SIZE

Legal LInes

Edge of Failure Zones

400

SCALE:

SITE PLAN

DETAILS

JOB NO.

MMc ED2247

DATE:

FIGURE

DRAWING NO.

JUNE 2020

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT CHK'D.:

DATE

1:10,000

DRAWN:

CLIENT:

REV #

Note: 2018 aerial photograph suppled by Deasan Holdings Ltd. Legal lines base map provided by Tryon Professional Group June 25, 2020 (File No. 170392).

-200

LEGEND Extent of Upland Area (Approx. Top of Bank)

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 4 of 46

SCOPE OF WORK ParklandGEO provided a scope of work in our proposal PRO-ED20-97 dated May 1, 2020 to Deasan Holdings Limited (which was also reviewed and approved by EMPR), that included the following: 1. Collect all available site-specific technical reports and information, along with other publicly available reports pertaining to slopes in this area of BC; 2. Review the mine operations plan prepared by Arya; 3. Collect and review historical geological, hydrological and hydrogeological reports for the area; 4. Review and conduct independent engineering calculations, including computer modeling to arrive at our own opinion as to the location of the failure plane, its extents and likely causes or triggers of the 2018 slide; 5. Conduct interviews with the mine operator, and other geotechnical professionals involved in the matter to clarify any uncertainties; 6. Undertake a detailed site inspection by the senior investigator; 7. Direct or otherwise collect survey information if any data gaps are found; and 8. Prepare a detailed report which will summarize the pertinent facts collected from the existing reports, present our engineering findings and opinions, and address the design concerns outlined in the April 4, 2020 EMPR letter (as outlined in Section 1.0 above). COMMENTARY ON THIRD-PARTY REVIEWS All parties relying on this report must keep in mind and put in context the purpose of a third-party review, the benefits and limitations. Most importantly, when dealing with complex engineering problems, and large slope failures would be classed as one of the most challenging of engineering assignments, differences in opinion between experts are not uncommon – it should frankly be expected. However, just because different professionals conduct an assessment using different approaches and varying methods does not mean that one tactic is superior to the other; rather this reflects different experiences of the project teams. The third-party reviewer also has the distinct advantage of being able to see the professional work product at its conclusion. We stress that ParklandGEO’s role as a third-party reviewer is to act in the best interest of all concerned parties (the BC Ministry of EMPR and Deasan Holdings who commissioned the review) but most importantly for the interests of safety – particularly the public. Our role is not to be a proponent or advocate on behalf of one party, nor do we ever approach a review as an opportunity P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page 5 of 46

to denigrate another professional engineer. As a third-party reviewer, we provide our expertise and knowledge as an independent, unbiased and impartial consultant to ensure that the public is best served by ensuring that accurate and quality engineering assessments are prepared, so that fact-based, reasoned and balanced decisions can be made. As part of this review, Arya Engineering and specifically the Professional Engineer of Record Mr. Masoud Mohajeri, Ph.D, P.Eng. was contacted to provide background information, base computer models and CAD drawings to speed the third-party review. Where ParklandGEO found questions or required additional information, Arya was contacted and our concerns or questions were discussed in detail. At all times, Arya staff were professional and provided complete information and responses. ParklandGEO also needs to point out two key considerations when reviewing our report and the work by Arya: 1. Arya’s mandate was to undertake an investigation to ascertain if it was safe to resume mining operations, and if so, under what conditions or restrictions so that the safety of the public and workers could be reasonably assured; 2. The request by the EMPR for this third-party review expands upon the original mandate given to Arya, and as such, the review work was undertaken with a different focus, and in several cases moves beyond the requirements and scope of the Arya investigation. As such, the additional information provided by ParklandGEO reflects the different focus and intent of the review, and the additional information generated by ParklandGEO should not be seen or construed as a deficiency of the professional work product prepared by Arya. REFERENCES The following reports were either provided to ParklandGEO or were obtained by ParklandGEO from publicly available sources. Arya Engineering Inc. February 21, 2020. “Geotechnical Assessment Report, Old Fort Landslide (Discovered September 29, 2018), Fort St. John, British Columbia”. Prepared for Deason Holding Ltd. Project No. 19-103-LM. BC Ministry of Energy, Mines and Petroleum Resources. April 4, 2020. Letter ”Application: Amendment of Mines Act Permit G-9-357…Mine Number 0900011”. File 14675-35. BC Ministry of Energy and Mines. June 2017. Health Safety and Reclamation Code for Mines in British Columbia. https://www2.gov.bc.ca/assets/gov/farming-natural-resources-andindustry/mineral-exploration-mining/documents/health-and-safety/codereview/health_safety_and_reclamation_code_2017_rev.pdf (accessed June 23, 2020). BC Ministry of Energy and Mines. 2011. Compilation of Geological Survey of Canada: Surficial Geology Maps for NTS 94A and 93P. Geoscience BC Map 2011-08-1. http://www.geosciencebc.com/s/Report2011-08.asp (accessed August 18, 2019).

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 6 of 46

BGC. November 2, 2018. Letter: “Preliminary Opinion on Westrek’s Emergency Assessment of Old Fort Landslide”. Prepared for Peace River Regional District. Project No. 1880-001. BGC. June 25, 2020. Project Memorandum. Old Fort Road Landslide Airborne Lidar Scanning Change Detection June 25, 2020 Update – DRAFT. Prepared for BM Ministry of Transpotation and Infrastructure. Project No. 0272051. Catto, N. 1991. Surficial Geology of the Peace River Area. British Columbia Geological Survey Branch, Open File 1991-11. Geertsema, M., Clague, J.J., Schwab, J.W. and Evans, S.G. 2006. An Overview of Recent Large Catastrophic Landslides in Northern British Columbia, Canada. Engineering Geology, Vol. 83, pp. 120-143. Golder Associates. August 29, 2008. Letter “Geotechnical Investigation, Proposed Driveway – Old Fort Subdivision, Fort St. John, BC”. Prepared for Mr. Gerry Giesbrecht. File: 08-14600037. Golder Associates. May 20, 2010. Letter “Geotechnical Landslide Hazard and Drainage Assessment, Proposed Subdivision of Property, S½ of S½ of SW¼ Section 19, Township 23, Range 18,Peace River District, BC”. Prepared for Mr. Gerry Giesbrecht. File: 08-14600038. Golder Associates. September 9, 2010. Letter “Addendum to Geotechnical Landslide Hazard Assessment, Proposed Subdivision of Property, S½ of SW¼ Section 19, Township 23, Range 18,Peace River District, BC”. Prepared for Mr. Gerry Giesbrecht. File: 08-1460-0038. Hartman, G.M. & Clague, J.J. 2008. Quaternary Stratigraphy and Glacial History of the Peace River Valley, Northeast British Columbia. Canadian Journal of Earth Science, 45: 549-564. Lowen Hydrogeolgy Consulting Ltd. June 2011. “Aquifer Classification mapping in the Peace River Region for the Montney Water Project. Prepared for Geoscience BC. File No. 1026. Van Esch, K. J. B. August 2012. “Failure Behaviour of Bedrock and Overburden Landslides of the Peace River Valley Near Fort St. John, British Columbia”. M.A.Sc. Thesis. The University of British Columbia. Westrek Geotechnical Services Ltd. November 21, 2018. “Emergency Landslide Assessment, Old Fort, BC”. Prepared for Peace River Regional District. File No. 018-230.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 7 of 46

PROJECT INFORMATION SITE DESCRIPTION

The Deasan mine site is located just outside the City of Fort St. John city limits within the Peace River Regional District, as shown on Figure 1. It has historically been referred to as the Blair Pit or Blair’s Sand and Gravel, after the former owners/operators of the mine. The mine was comprised of the following parcels of land: TABLE 2.1: MINE LEGAL DESCRIPTION AND AREA Parcel PID A 024-970-221 B 008-464-243 C 024-970-239 D 009-937-072 TOTAL PROPERTY AREA

Legal Lot 1, 19-83-18 W6M Lot 1, 19-83-18 W6M Lot 2, 19-83-18 W6M Lot 1, 19-83-18 W6M

Plan PR PL PGP46594 PR PL 23762 PR PL PGP46594 PR PL 20464

Area (ha / ac) 2.02 / 5.0 10.64 / 26.3 2.44 / 6.04 20.91 / 89.04 36.01 / 126.38

The mine and areas to the north form a broad upland area, which includes the City of Fort St. John. The current Peace River valley runs roughly from the northwest to southeast through the study area, and is about 3 km wide, with the river being about 250 to 300 m wide and located in the base of the valley. The Peace River forms the major drainage feature in the region with numerous smaller rivers and creeks feeding into it. The boundary of the upland area generally follows the river path and is situated about 1 km from the actual river edge (Figure 2). The upland is generally at an elevation (El.) of about 675 m while the river is at about El. 410 m, giving an escarpment height of about 265 m. Between the upland area and the river are moderately to very steep slopes that form the valley walls. Some areas in the region, and in particular at this study area, there is a large fluvial floodplain located at the base of the valley slopes, which separates the river from the slope toe. This is the case at the subject site, where a broad fluvial plane stretches parallel to the river, and is where the community of Old Fort and the Old Fort Road are located. Regional drainage of the upland area generally features overland flow towards a series of ephemeral streams, small creeks and rivers that intersect and discharge into the Peace River valley. These water courses form deeply incised ravines and gullies as the water flows from the north, over the top of bank and down the valley slopes, to the south. Urban and rural upland developments have directed storm drainage into these natural water courses above the slopes through a network of drainage ditches and storm sewers. Creeks are generally located about every 500 to 1000 m along the length of the river, in this area. The Deasan Mine is located on the east flank of an incised ravine, near the ravine head, where upland stormwater drainage discharges down into the ravine that borders the west side of the mine site and runs longitudinally through the Flow Slide area. The gravel deposits mined by Deasan and others were the result of fluvial deposition in braided meltwater channels after the first glacial retreat. These gravel deposits are not extensive in this area and are generally confined to the pre-glacial incised valleys. Historical and recent mining activity has significantly lowered portions of the mine property below the original surface elevation. The mine floor was generally at about El. 645 m, or 30 m lower than original grade. P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 8 of 46

LANDSIDE AREAS The landside area is comprised of three landslide masses, as shown on Figure 2. The Flow Slide is the central and largest of the failure zones and extends southerly from the south side of the gravel mine to the Peace River. The total length and width of this failure zone is about 300 m by 1,200 m, covering an area of 283,300 m2. Photographs 1 and 2 (Appendix B) show the mine area, the failure headscarp and the path of the Flow Slide down the ravine. The Flow Slide mass north of the Old Fort Road has been graded twice since the 2018 failure and appears relatively flat (Photographs 1, 3 and 4; Appendix B). On the east side of the ravine and south of the mine was a large shale ridge that runs roughly north-south (Photograph 1 and 2) that divides the Flow Slide from the East Slide area. This ridge as experienced landslide activity in the years prior to the 2018 slide, particularly on the eastern side, with larger failures on the western flank appearing as a result of the 2018 slide. Rising from the ravine floor was an inverted conical shale mound (the Cone) that was completely destroyed by the Flow Slide. There was no visible trace of this structure remaining until June 2020, when the most recent slide uncovered the core of this previous structure. A key feature of the main slide area is a graben feature, which has been named the Platform (Photograph 2). This is an area of the mine floor that failed and dropped about 15 m in September and October 2018, through which the main failure back scarp is located. The Platform measures about 150 m by 80 m and covers an area of about 12,000 m2. A second landslide area, referred to as the East Slide, was found to extend from the southeast corner of the mine pit floor, east of the Ridge, towards Old Fort (Figure 2; Photographs 5, 6 and 7 – Appendix B). This zone bordering the active mine area had historically been used as an overburden dumping area, whereby the clay material overlying the gravel was end-dumped over the valley wall. This area shows signs of significant landslide activity, but did not result in a flow side, and the slope movements have not caused any damage to downslope properties. Numerous ponds were found on the side mass surface (Photograph 6) and aerial photographs indicate that these were present before the 2018 failure. Photograph 7 shows the east side of the Ridge as it abuts the East Slide zone. A large portion of the Ridge was found to have failed to the east, into the East Slide area. Shale colluvium covers the lower portion of the Ridge. The upper 5 m of the Ridge is gravel and the base of this zone is at a similar elevation to the mine pit floor. The third slide area is the West Slide which abuts the Flow Slide and extends some 380 m to the west, and downslope from the Peace Lookout towards the Peace River, where it meets the toe of the Flow Slide. This zones covers an area of 165,500 m2. Photograph 12 shows the west edge of the Flow Slide and the transition to the West Slide. The West Slide encompassed one private property and caused damage to the residential dwelling and Old Fort Road (Photograph 13). The west slide was irregular in shape, and was reportedly a re-activation of a relic slide mass The total area of the landslide covers approximately 610,700 m2. Volume estimates by Westrek indicate about 5 Million m3 of soil and rock were part of the combined slide mass.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 9 of 46

DRAINAGE OBSERVATIONS The main drainage feature through the slide area is a channel being eroded through the Flow Slide area, extending from the upland area immediately west of the gravel mine, draining south through the slide colluvium and crossing the re-aligned Old Fort Road at a culvert. This channel is actively eroding through the landslide colluvium and is flowing. Since the last re-grading efforts, the channel has cut down over 1.5 m in areas and is over 3 m wide in spots. In addition to this, several seepage zones were noted on the west ravine escarpment below the acreage developments and Peace Point Lookout. The flows were estimated to be over 30 L per minute. Ponding water was observed at three locations on the East Slide area. There appeared to be informal channels connecting some of the ponds that have formed over time. Some of the ponds had aquatic vegetation growing indicating that they had been there for some time, while others appeared to be newer. In the upland area, the mine was bordered to the east by a private land parcel, then the City of Fort St. John sewage lagoons. North of the mine were some residential acreage properties followed by medium to heavy industrial lands. Surface drainage for all of the area to the north for some distance was found to drain into ditches that flowed into a pond located off of the northwest corner of the gravel mine; but was not on the gravel mine property. This pond then discharged down the slope into the ravine located west of the mine. Newer industrial developments and older acreage residential developments to the northwest of the Deasan mine had the surface drainage directed to a large newer stormwater pond in the upland area, which then discharged over the bank into a steep gully located about 800 m west of the mine. Areas further to the northeast of the mine likely had drainage directed to Buffioux Creek. SLOPE CONDITION During the May 19, 2020 site visit, observations on the slope conditions were made across the site. Overall, we found that: x

There was no observed landslide movements in any of the three slide areas. As we conducted only brief observations of any specific area, slow moving slides would not be detectable. We made observations of the re-aligned Old Fort Road and did not observe any evidence of tension cracks or distortion that would indicate either the West or Flow Slides were active. We also did not observe any tension cracks on the fill ramps placed in late 2018 from the mine floor to the Platform.

Large tension cracks were observed on all exposed sides of the Platform, leading down to both the Flow Slide and the East Slide area. There was no indication that these tension cracks have increased in size over recent time.

Active spalling of the exposed faces on both the east and west flanks of the Ridge were heard and observed. The exposed shale is actively and rapidly weathering. The upper

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 10 of 46

Ridge slopes are too steep to support a vegetation cover, while the lower colluvium slopes are steep and have no organic base to support vegetation. x

The East Slide area was highly undulating and would be difficult to traverse on foot. Tension cracks were noted across the entire visible area of the East Slide, with only small pockets of trees visible within the slide mass. Trees were visible along the southern edge of this slide zone. Ponding water was observed across this slide area.

Areas upslope of the three failure areas were not found to have any evidence of landslide activity. Observations were made to identify tension cracks, seepage zones, recent slumping or mass movement, fallen trees, etc.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 11 of 46

GEOLOGICAL, HYDROGEOLOGICAL AND HYDROLOGY REGIONAL GEOLOGY

A detailed summary of the regional geology and valley formation process was presented by Van Esch (M.Sc. Thesis 2012). This same thesis was referenced by Westreck and Arya. For completeness we are presenting sections of the Van Esch work with commentary as it directly relates to the subject site. The geology of the study area is complex and has been influenced by at least three (and likely five) glacial events plus downcutting of the river valley over the past 12,000 to 15,000 years. The upland area is covered by glaciolacustrine deposits underlain by clay till. These deposits were the 15 m or so of overburden deposits stripped from the gravel mine and are visible on the slopes leading up from the pit floor, particularly to the east and north. Below the clay deposits was a thick layer of glaciofluvial sand and gravel – which are the deposits of economic value at the gravel mine. These glaciofluvial deposits were deposited in a relatively shallow but wide braided ancient river valley and as such are not regionally extensive, but locally form large mineable deposits. Fluvial gravel deposits were also present at and just above the current Peace River elevation; however, these deposits are geologically much more recent (the current river has cut much deeper than the oldest ancient valley). The underlying bedrock geology consists of marine shales and siltstones belonging to the Shaftesbury Formation. The bedrock deposits are generally not visible along the valley walls, except where landslide activity has exposed the contact, such as the flanks of the Ridge, and the landslide scarp below the Platform. Typically the slope faces are covered with landslide colluvium that ranges in age from ancient to very recent; all but the most recent is generally covered with vegetation. The colluvium tends to settle at an inclination much shallower than the underlying bedrock face, which tends to form a wedge, with greater thickness of colluvium towards the bedrock contact and thins towards the slope toe. Above the Shaftsbury Formation, the bedrock transitions into interbedded marine and non-marine siltstones and sandstones of the Upper Cretaceous Dunvegan Formation, which is present in areas north of the project location. Figure 3 presents the estimated extents of the Shaftsbury and Dunvegan Bedrock formations. Of particular interest is the presence of the ‘fish scales marker unit’, a zone of condensed bioclastic accumulation, which marks the contact between the Upper and Lower Cretaceous deposits within the Shaftsbury Shale (Van Esch, 2012 referencing Leckie et al., 1991). This zone is known to contain bentonitic clay layers, which are essentially high plastic very sensitive and weak clay deposits formed from volcanic ash. These have been identified at the Site C dam site (as per Van Esch, 2012 referencing Cornish and Moore, 1985). Clay shales and specifically those of the Shaftesbury Shale are prone to weathering, including slaking (the disintegration of weak sedimentary bedrock into fine soil in the presence of water), decomposition and swelling due to its mineralogy, level of induration and poor consolidation (as per Van Esch, 2012 referencing Cornish and Moore, 1985). Freeze-thaw cycles will also tend to cause the shale to break up into small blocks (Photograph 11) that also accelerates the weathering process.

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STUDY AREA

LEGEND Dunvegan Formation Fort St. John Group

Note: Base map from BC Ministry of Energy, Mines and Petroleum Resources Map Place Open Source Maps. Accessed June 18, 2020. CLIENT:

BEDROCK GEOLOGY OLD FORT LANDSLIDE GEOTECHNICAL SITE ASSESSMENT DRAWN:

CHK'D.:

REV #:

MMc JOB NO.

SCALE:

1:30,000

DATE:

JUNE 2020 DRAWING NO.

ED2247

FIGURE

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 13 of 46

Valley Formation The current Peace River valley generally lies within the footprint of much older valleys that have been down-cut, infilled and then re-cut at least three times. Each subsequent valley is deeper than the preceding one, but not as wide. This generally has left a complex geological profile on the upper valley slopes, which in turn makes the assessment of the current valley slopes a tortuous affair. In some areas, such as near the Site C Dam, the current valley has cut through bedrock laterally outside of the ancient valleys. Upon downcutting, particularly through bedrock materials, the valley slopes tended to be at steep to very steep angles. Natural processes have worked to flatten these slopes through a sequence of slope failures and alluvial deposition, both of which are present in the current study area (the West Slide area and the community of Old Fort are prime examples). The slope failures have typically left a blanket of colluvium over the lower portions of these slopes, which when stable for a long period of time is generally referred to as relic landslide terrain. These relic landslides can be re-activated due to natural or anthropogenic causes. Over long periods of time the colluvium can gain sufficient strength that it is no longer at a significant risk of sliding; however, there always remains some risk of a slide re-activating. The two current dams upstream of Fort St. John have helped control floodwaters for many years that has interrupted natural erosion processes that would cause undercutting of slopes leading to failures. HYDROGEOLOGY The hydrogeology of the Fort St. John area, and in particular the areas south of the City encompassing the project location, are generally complex. Lowen (2011) presented a comprehensive study of the hydrogeology of the overall area. Groundwater resources in the region are typically found in two distinct geological settings: (1) the unconsolidated sand and gravel deposits that are found as glaciofluvial deposits in old pre and interglacial river channels, as well post glacial deposits in the current river channels and (2) from the consolidated sandstone bedrock of the Dunvegan Formation. At the study location, the area has both unconsolidated glaciofluvial deposits near surface (the gravel being mined by Deasan) and Dunvegan sandstone just to the north of the mine. As shown on the bedrock geology map (Figure 3), although the site and slide area is underlain by Shaftsbury shale, the Dunvegan formation is located within 250 to 500 m to the north and east of the mine, and will likely influence the groundwater in the adjacent shale formation. Groundwater recharge and flow is a complex phenomena, and Lowen notes that little information is available to determine flow directions within the various aquifers. The Peace River valley and other associated deep rivers and ravines will act as regional discharge zones, with groundwater seepage exiting on the escarpments. This was noted along the slopes at the study zone well before the 2018 failure. The near-surface gravel deposits would typically be recharged by surface water infiltration. The amount of infiltration is difficult to predict as these gravel deposits in the upland areas are typically covered by lacustrine clay and clay till deposits of significant thickness and low to very low permeability.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 14 of 46

For deeper bedrock aquifer zones, recharge is governed over a larger regional scale, with infiltration coming from areas at higher elevation, particularly where bedrock is nearer the surface or exposed, as well as from localized infiltration of precipitation. Specifically for the Shaftsbury shale deposits, the horizontal permeability of the formation will be significantly greater than the vertical permeability, with groundwater flow dominated by more highly fractured zones. Vertical infiltration of rainfall or snow melt, particularly when the bedrock is covered by thick overburden deposits, tends to be a very slow process that can take water years or even centuries to reach the deeper aquifer zone(s). Deeper bedrock aquifers are typically not affected by short term regional or localized precipitation, and even several years of higher than normal precipitation can have little to no impact on these deep aquifers. The upper elevations of the Shaftsbury formation were found to be weathered and highly fractured. Seepage was noted along the slope face at various locations, including from the Ridge, the failure scarp below the Platform and from at least three locations on the west valley wall of the ravine west of the mine and north of Peace Point lookout. These more highly fractured zones would be expected to respond more rapidly to precipitation events, and changes to the surface hydrology. Of particular interest at the project location is the presence of the Dunvegan sandstone formation within very close proximity to the site and its potential impact on groundwater below the site. No studies were found that linked or assessed how groundwater within the sandstone could be impacting the adjacent shales to the south, however, it stands to reason that aquifers in the sandstone could be a major source of groundwater that could easily influence the stability of the slopes along this portion of the Peace River. Changes, particularly significant increases, in groundwater pressures much further north of the study location could result in increased piezometric pressures and flows in the shale, which in turn would impact the slope stability. As noted by Westrek and Arya, the City of Fort St. John sewage lagoons near the top of the valley slope are a potential source of seepage that could be impacting both the upper soils and deeper bedrock. The amount and impact of this seepage is unquantified, but the lagoons have been present since the 1970’s and as such have ample potential for leakage. As seen on the aerial and satellite images (Appendix C) there are numerous ponds located in the upland areas that have been present for many years. These too represent unquantified potential seepage sources. The upper gravel deposits at the mine were found to be unsaturated, indicating that this is not a viable aquifer. With the removal of the clay overburden soils, some additional infiltration would be expected to enter the unmined soils at the base of the pit floor. However, the amount of infiltration would still be limited and potential impact tempered by the low permeability of the competent shale. HYDROLOGY As noted by Arya, the regional and in particular local drainage patterns have been heavily modified over the past 50 to 70 years by urban and industrial developments in the upland areas. ParklandGEO did not attempt to re-assess the previous work regarding drainage patterns, but we did observe and agree with the overall assessment provided by Arya. P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 15 of 46

Hydrology has the potential to impact the slopes along the Peace River in several ways: x

Urban and industrial developments tend to make significant changes to the natural drainage patterns. In the project area, precipitation and snowmelt is directed overland across private property towards a series of roadside ditches that generally flow southward. These drainage ditches concentrate the drainage and either directly discharge the water over the bank, or discharge the water after it enters a holding pond. Holding ponds are located off the northwest corner of the mine (on an adjacent property) and in the newer industrial subdivision to the northwest. Overall, the volume and rate of precipitation discharge is typically higher than pre-development, which has implications on the slope.

Developments tend to change the natural surface materials. Forrest and grasslands are replaced by lawns, asphalt or gravel pavements. Building roofs are impermeable. These anthropogenic changes can significantly increase the amount and rate of runoff that is drained from the upland over the top-of-bank.

Increased flow into gullies and ravines will result in changes to the amount and rate of erosion, causing these water courses to deepen, often deeply incising erosion channels into the weathered soil and bedrock. This can, and typically does, lead to localized slope failures that can become gradually and progressively worse leading to large and more damaging slope instability.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 16 of 46

CONFIDENTIAL

AERIAL AND SATTELITE PHOTOGRAPH REVIEW

Select aerial photographs were obtained from GeoBC and satellite imagery downloaded from Google Earth. All available photographs were not reviewed, as this work has been completed in detail by Westrek and Arya. Key points are highlighted on the aerial images, presented in reverse chronological order, in Appendix C as Figures C1 to C14. TABLE 4.1: AERIAL AND SATELLITE IMAGES REVIEWED YEAR

ROLL/SOURCE

DATE OR PHOTOGRAPH #

FIGURE

2019

Google Earth

August 12, 2019

2018

Provided by Client

2018

Google Earth

September 18, 2018

2017

Google Earth

September 22, 2017

2016

Google Earth

April 25, 2016

2015

Google Earth

May 18, 2015

2012

Google Earth

July 11, 2012

2007

Google Earth

July 30, 2007

1997

BCC97159

206

1996

15BCB96095

1990

BCB90001

272

1987

BC87018

1982

15BC82032

C10

1978

BC78048

230

C11

1970

BC7278

C12

1962

BC5042

138

C13

1950

BC1196

C14

Other Images Reviewed by ParklandGEO 2017

Google Earth

July 22, 2017

2015

Google Earth

June 25, 2015

2010

Google Earth

October 9, 2010

2007

BCC07019

313

1990

BCB90002

66-67, 94

1978

BC78043

231-232

1975

BC7700

1970

BC7279

41-42

1950

BC1195

111-113

Noteworthy findings from the aerial photograph review are summarized below. Figure C1 presents images from 2019 as well as the November 2018 that shows the extent of the slope failure, including the flow slide blocking the side channel of the Peace River. The Old Fort Road has been re-routed north of its former location. In the 2018 image, dozers are visible at the north end of the flow side grading the slide mass in what was the location of the cone.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 17 of 46

In the September 18, 2018 image (Figure C2) taken 12 days prior to the failure, there appears to be some minor changes to the west flank of the cone, with the slumping failure visible since 1997 appearing larger. As well, there appears to be changes to the slide debris accumulation zone between the cone and the ridge, suggesting potential erosion or slide activity. The July 29 and September 22, 2017 views (July image presented on Figure C3), taken a little over 1 year prior to the failure, shows a large tension crack running east to west along the north side of the ridge, roughly perpendicular to the ridge peak line. Landslide debris is noted on the east flank of the ridge, with some minor slide debris moving down the west flank. The tension crack first appeared after April 25, 2016 (Figure C4) and sometime before July 29, 2017. The images do not show evidence of the entire ridge shifting to the south. Some minor changes to the area were evident in May 2015 (Figure C4). Firstly, there appears to be a tension crack forming on the slope leading down from the mine site located north of the cone (as indicated on the figure) and west of what later becomes the Platform. There also appears to be a larger slump forming on the west flank of the cone. This is noticeably larger by June 25, 2015 (June Google image not included in figures). Between1997 and 2015 there did not appear to be any significant changes to the study area. Satellite images from 2012 and 2007 are shown on Figure C5. In the 1996 and 1997 aerial photographs (Figures C6 and C7) a moderately sized slump failure was visible on the west flank of the cone. At higher magnifications of both images, the start of the east-west tension crack along the north side of the ridge, which become very apparent in the 2017 images, was beginning to form. The 1997 image (Figure C6 - detail view) shows a slump and an erosion feature off the southeast edge of the mine, at the toe of the east flank of the ridge. This was the same location as an earlier failure and flow slide. A significant slump and slide is visible in 1990 (Figure C8 – detail view) that appears to initiate off the southeast corner of the mine, extending along the east toe of the ridge. The failure also appear to have caused a second failure that extends up the east flank of the ridge, with a large tension crack that exits off the southeast side of the ridge and joins with another tension crack lower on the slope. It is possible that there is a tension crack south of the ridge the descends to near the Old Fort Road. Few changes are seen after 1978 and before 1990. Aerial photographs for 1987 and 1982 are presented on Figure C9 and C10. Between 1970 and 1978 (Figures C11 and C12) a large flow slide is visible on the lower slopes east of the ridge. The slide initiated east of the mine in areas where overbanking of overburden had taken place in the 1960’s. In the 1970 image (Figure C12) significant disturbance of the slope east of the Ridge may be indicative of slope movement predating the large flow side. The 1962 aerial photograph (Figure C13) shows that mining activity was well underway at the Blair Pit. Of particular note is that there appears to be some mining activity below what became the Platform (also visible in 1950 – Figure C14), and there is evidence of overburden dumping and spreading on the north face of the cone. Natural topographic features on the east side of the gully running to the north along the west side of the mine were no longer visible after 1962 indicating that the areas were either mined out and then filled or were more likely re-contoured with overbanked fill. There is also evidence of extensive overburden disposal off the east side of the mine area.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 18 of 46

SITE SPECIFIC SOIL AND GROUNDWATER CONDITIONS

Between June 4 and 27, 2019, Arya completed a site drilling program that consisted of advancing three boreholes to depths ranging from 56 to 84 mbg. Boreholes were drilled to target depths using a mud rotary and diamond core drill rig. Samples were retrieved using a wireline triple tube PQ core barrel. A summary of the completed boreholes and instrumentation details are presented in Table 5.0. TABLE 5.0: BOREHOLE SUMMARY Borehole

Location

DH19-1 DH19-2 DH19-3

Platform Mine Floor Flow Slide

Depth (mbg) 84 75 56

Ground Elevation (m) 617.3 625.0 495.0

Instrumentation Two Standpipes One Standpipes; SI Casing One Standpipe; One VW Piezometer

The following sections provide a summary of the soil and groundwater conditions encountered during the Arya investigation in June 2019. Detailed soil descriptions, laboratory test results, borehole logs and groundwater measurements can be found in the Arya 2019 report in Appendix A. SOIL CONDITIONS Borehole DH19-1 was drilled on the platform and encountered approximately 36 m of overburden which consisted of cobbly, coarse grained, sub-rounded gravel with a sequence of gravelly clay, sand, debris, decomposed shale, wood pieces and metal waste. This material was inferred by Arya to be fill placed over-bank during early mining activities at the site. Evidence of this infilling is apparent in the 1950 air photo as described in Section 4.0. The bedrock consisted of very finegrained medium to dark grey clay shale. The shale was deposited horizontally in a marine environment resulting in horizontal bedding orientation and layers prone to shearing. Completely weathered, disjointed and decomposed shale was encountered interbedded between El. 571 and 558 m. Arya reported distinct slickensided zones at El. 561 and 539 m. Borehole DH19-2 was drilled on the mine floor, north of the platform and encountered approximately 2 m of unconsolidated soils consisting of sandy gravel. The bedrock was moderately to completely weathered from the surface of the bedrock down to a depth of about 22 mbg, (El. 603 m), then transitioning to slightly weathered. At 32 mbg, (El. 593 m) the shale bedrock became fresh and strong to the bottom of the borehole. Borehole DH19-3 was drilled downslope of the platform failure mass in the runout area of the previous north of Old Fort Road. Much of the landslide debris was removed at the time or drilling, however, approximately 7 m of landslide debris was encountered. Below the landslide debris, was a mix of weathered, crushed, weaker shale. A till layer was encountered at a depth of about 31.8 m (El. 463.2 m), which was inferred by Arya to indicate that previous landslide activity that may have resulted in bedrock deposits sliding over till deposits.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 19 of 46

GROUNDWATER CONDITIONS Groundwater measurements were recorded by Arya in the standpipes and vibrating wire piezometer on June 27, 2019 and again on June 21, 2020. A summary of the groundwater monitoring instruments and monitoring events are summarized in Table 5.2. TABLE 5.2: GROUNDWATER MEASUREMENTS Borehole

Type1

Instrument Depth (mbg)

Instrument Elevation (m)

June 27, 2019

DH19-1

78.0 – 83.8

533.5 – 539.3

GW Depth (mbg) 44.9

DH19-1 DH19-2 DH19-3 DH19-3

SP SP SP VW

32.3 – 37.3 64.0 – 69.0 26.0 – 32.0 54.0

585.0 – 590.0 561.0 – 556.0 469.0 – 463.0 441.0

27.2 0 38.0 11.7

GW El. (m)

590.1 625.0 457.0 483.3

572.4

June 21, 2020 GW GW El. Depth (m) (mbg) Sheared Sheared at 38 m at 579.3 31.38 547.9 0 625.0 Destroyed Destroyed

SP = Standpipe Piezometer; VW = Vibrating Wire Piezometer

The upper nested standpipe in Borehole DH19-1 indicated the groundwater level in the gravel overburden was at an elevation of 590.1 m, about 9 m above the bedrock. The lower nested standpipe in borehole DH19-1 indicated a groundwater level in the intact, fresh shale at El. 572.4 m. These groundwater conditions on the platform indicate a perched groundwater level in the gravel overburden and a reduced groundwater level in the shale bedrock when compared further north in the mine floor. The standpipe in Borehole DH19-2 indicated the groundwater level in the intact, fresh bedrock to be at the ground surface. This is an indication that deep bedrock layers at the site are experiencing significant porewater pressures. Due to the limited groundwater measuring instruments at the site, it is not apparent whether certain soil strata are under artesian or sub-artesian porewater pressures at the mine floor location. The standpipe in Borehole DH19-3 was installed in the upper strata of bedrock at about 30 mbg and recorded a groundwater level of 38 mbg. The vibrating wire piezometer was installed at a depth of 54 mbg and recorded a groundwater level of 11.7 mbg. This is an indication that the lower bedrock strata are under sub-artesian conditions with high porewater pressures. LABORATORY TESTING SUMMARY Rock core samples were retrieved by Arya and testing was completed by Golder Associates Ltd. (Golder). Specific tests on rock samples included: x x x x x

Laboratory Determination of Triaxial Compressive Strength of Undrained Rock Core Specimens (ASTM D7012 Method A); Uniaxial Compressive Strength (UCS) of Intact Rock Core Specimens (ASTM D7012 Method C); Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (ASTM D7012 Method D); Direct Shear Strength Testing Under Constant Normal Force (ASTM D5607); Bulk Density and Volume of Solid Refractories Tests by Wax Immersion (ASTM C914); and,

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Project No. ED2247 June 30, 2020 Page 20 of 46

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Slake Durability Testing and Similar Weak Rocks Tests (ASTM D4644).

The undrained shear strength testing indicated a wide range of rock strengths throughout the site. Completely weathered weak zones had undrained shear strengths ranging from 120 to 185 kPa, while intact, strong zones had strengths ranging from 1.65 to 10.1 MPa. The direct shear testing was performed on four samples to assess the residual strength of the shale. The testing method utilizes the same sample sheared over three confining pressures. Therefore, the reported peak values will be much less than the intact peak strength due to degeneration of the shear plane. A summary of the strength test results are presented in Tables 5.3-1 and 5.3-2. TABLE 5.3-1: UNDRAINED SHEAR STRENGTH AND ELASTIC MODULI TEST RESULTS Borehole

Sample Depth (mbg)

Sample Elevation (m)

Bulk Density (kg/m3)

Compressive Strength (kPa)

DH19-1 DH19-1 DH19-1 DH19-2 DH19-2 DH19-2 DH19-3

46.0 49.0 75.1 25.2 63.8 64.0 10.3

571.3 568.3 542.2 599.8 561.2 561.0 484.7

2,426 2,254 2,429 2,481 2,451 2,477 2,189

3,300 240 11,830 9,940 14,400 20,120 370

Undrained Shear Strength (kPa) 1,650 120 5,915 4,970 7,200 10,060 185

Chord Modulus (MPa)

Poisson’s Ratio, ν

Unsuitable for Testing 50 0.46 1,500 0.30 30 0.36

TABLE 5.3-2: DIRECT SHEAR TEST RESULTS Borehole

DH19-1 DH19-2 DH19-2 DH19-3

Sample Depth (mbg) 59.1 28.2 22.5 10.4

Sample Elevation (m) 558.2 596.8 602.5 484.6

Peak Friction Angle (degrees) 17.0 14.0 13.3 16.5

Peak Cohesion (kPa) 100 150 120 50

P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

Residual Friction Angle (degrees) 15.0 14.0 12.6 16.0

Residual Cohesion (kPa) 70 70 65 30

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 21 of 46

SLOPE STABILITY

Slope stability is described in terms of a factor of safety (FOS) against slope failure, which is the ratio of total forces resisting failure divided by the sum of forces promoting failure. In general, a FOS of less than 1.0 indicates that failure is expected and a FOS of more than 1.0 indicates the slope is stable. Given the possibility of variation, groundwater fluctuation, erosion and other factors, slopes with a FOS ranging between 1.0 and 1.3 are considered marginally stable and a “short term” stable slope is considered to have a FOS greater than 1.3. As per the Canadian Geotechnical Society publication “Canadian Foundation Engineering Manual 4th Edition”, a minimum FOS of 1.5 is considered a long-term stable slope. ParklandGEO used the MorgensternPrice Method for all analyses. A steepened slope will tend to fail or slump back over time to establish a stable profile for the existing soil and groundwater (piezometric) conditions – a process that can be very rapid or can take centuries. Changes to the slope, such as adding or removing soil, or changing the piezometric pressure can either increase or decrease the factor of safety, consequently either stopping or re-starting movement. The FOS of small slopes or slopes where shallow failures occur will increase slightly as vegetation is established on the face to protect the subgrade soil from weathering. Vegetation will also help slopes by minimizing erosion and by reducing precipitation infiltration. Typically, the factor of safety for a slope is considered given the existing (or assumed existing) conditions, and then re-evaluated based on assumptions of other potential worst-case scenarios or future developments to arrive at estimates of intermediate to long-term stability. The goal is typically to determine not only the current state of the slope but to assess the stability, and thereby safety, of the slope under expected long-term conditions. Stability analyses can also be used to help assess the cause of a slope failure by allowing various soil and groundwater conditions to be varied to ascertain which factor or combination of factors would result in the observed slope response. Both approaches were used by ParklandGEO and Arya when assessing this slope. The conventional method of modelling landslide behavior is to first calibrate the model to observed conditions at the time of the failure. This method is referred to as a back-analysis, where soil and groundwater conditions are modified to achieve a factor of safety close to 1.0 representing the point where the landslide triggers and movement occurs. Soil strength parameters and porewater pressures are chosen based on a combination of interpreted laboratory test results, experience with similar soils, field observations and instrumentation readings. Once the model is calibrated to the observed failure conditions, aspects of the model are then varied to calculate the factor of safety for existing and future conditions and scenarios. The following sections describe the slope stability analysis that was performed by ParklandGEO. The Arya slope stability model was referenced for starting geometry, material parameters and porewater conditions; however, the ParklandGEO analysis was completed as an independent assessment.

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Project No. ED2247 June 30, 2020 Page 22 of 46

SLOPE GEOMETRY LiDAR data from 2012, 2015 and 2018 post-slide, was provided as contour data in CAD format. The slope geometry was reviewed and compared to the provided Slope /W computer model files provided by Arya. Overall, the slope geometry used by Arya, and subsequently by ParklandGEO, was reasonable and representative of the site conditions. ParklandGEO focused on one main slope section for stability analyses, specifically off the west platform area leading down the flow slide zone. The representative section locations are shown Figure 4, while Figure 5 shows the ground profile, for all three LiDAR sections. A shaded relief LiDAR image gives an overview of the terrain (Figure 6). Two preliminary reports from BGC using LiDAR data from June 20, 21, 22 and 23, 2020 were also provided by the client and reviewed. Overall, the changes noted in the BGC report would reflect the result of predicted failures shown by the ParklandGEO analyses, so generating new slope models with the newest LiDAR data was not deemed critical for the purposes of this assessment. However, the new elevation of the platform was utilized to represent the current conditions at the site. GROUNDWATER (PIEZOEMETRIC) CONDITIONS The piezometric conditions used in the model were primarily based on the water levels found in the borehole logs and visual observations made during the site inspections. The groundwater levels encountered on June 27, 2019 are summarized in Table 5.2. In general, the water table was found to be near the surface of the mine floor in Borehole DH19-2, between El. 572 and 590 m in Borehole 19-1 and between El. 457 to 483 m in Borehole DH19-3. No piezometers were installed within the decomposed shale or within the inferred failure zones. Therefore, assumptions had to be made regarding the pore pressure conditions within these layers. The groundwater conditions were modelled in Slope/W using a piezometric line that was applied to all the soil layers. There was no data available for the groundwater conditions near the Cone prior to failure. The piezometric line was modelled at the surface near Borehole DH19-2 location, connected to the water level encountered in Borehole DH19-1 and generally followed the surface topography down slope. Once the back analysis was complete to identify the soil and groundwater conditions that were required to achieve a FS of 1.0 at the Cone location, the piezometric line was raised until the FS fell below 1.0, indicating failure. Post failure conditions were modelled with a high groundwater table (El. 605 m) and seepage from the face of the platform, which is representative of expected post failure conditions and visual observations. The back analysis that was conducted on the platform at post failure conditions also consisted of varying the groundwater level to achieve a FS of 1. Due to the lack of groundwater information available within the various soil layers, assumptions were made and the back analysis was relied on to provide an indication of likely piezometric conditions.

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240 ROAD 93 ST.

B 4

265 ROAD

DEASAN GRAVEL PIT

4 A

OVERBANK FILL PEACE LOOKOUT RIDGE

EAST SLIDE

FLOW SLIDE

WEST SLIDE

D T ROA

OLD F

B' 4

LEGEND R

Edge of Failure Zones Cross Section Locations

A 6

SCALE (metres)

-200

-100

100

200

400

Note: 2018 aerial photograph suppled by Deasan Holdings Ltd. CLIENT:

CROSS SECTION LOCATIONS OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT DRAWN:

CHK'D.:

JOB NO.

SCALE:

1:10,000

DATE:

REV #:

MMc

JUNE 2020 DRAWING NO.

ED2247

FIGURE

Elevation (m)

400

450

500

550

600

650

1+00

MINE FLOOR

400

450

500

550

Elevation (m)

DH19-2

SHEARED ZONE EL. ±558 TO 570 M

400

450

500

550

600

650

ARYA Borehole

2012 Profile Line

2015 Profile Line

2018 Profile Line

LEGEND

2+00

700

Elevation (m)

600

1+00

3+00

DH19-1

PLATFORM

DH19-1

PLATFORM

SHOULDER OF CONE

Note: Where the 2012 profile line is not visible, it is located behind the 2015 profile line

CONE

DRAWN:

REV #

WHITE BENTONITE CLAY MARKER UNIT (TEA CREEK SLIDE) EL. ±433 M

SLICKEN SIDES EL. 538.5 M

3+00

5+00 2+00

2+00

4+00 1+00

4+00

6+00 3+00

5+00

7+00 BK

CHK'D.:

MMc

REV #:

DH19-3

SOUTH FACE SLOPE FAILURE

RIDGE

PROFILE B - B'

Station (m)

DH19-3

PROFILE A - A'

RE-ALIGNED OLD FORT ROAD OLD FORT ROAD PRE-FAILURE

GRABEN

DATE

4+00

6+00

8+00 5+00

7+00 0

DATE:

DETAILS

Station (m)

14°

14.1m

9°

OLD FORT ROAD PRE-FAILURE

JUNE 2020

RE-ALIGNED OLD FORT ROAD

PROFILE C - C'

Station (m)

9+00 6+00

8+00

10+00 7+00

9+00

11+00 8+00

5°

10+00

12+00 9+00

16.8m

11+00

13+00 10+00

3°

CLIENT:

16.8m

12+00 5°

14+00 11+00

13+00

15+00 12+00

SCALE:

400

450

500

550

600

650

14+00

16+00

MINE FLOOR

12+48

400

450

500

550

600

650

18+00

14+59

400

450

500

550

600

650

700

1:5000

JOB NO.

ED2247

FIGURE

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL SITE ASSESSMENT

CROSS SECTIONS A, B & C

17+00

650

18+72

Elevation

408 m

450 m

500m

550 m

600 m

650 m

687 m

-80

-40

SCALE (metres)

160

Note: 1. Shaded relief map based on 2018 LiDAR data.

DRAWN:

REV #

CHK'D.:

DATE

MMc

REV #:

DATE:

DETAILS

JUNE 2020

CLIENT:

SCALE:

1:7000

JOB NO.

ED2247

FIGURE

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL SITE ASSESSMENT

SHADED RELIEF MAP

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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Project No. ED2247 June 30, 2020 Page 26 of 46

BACK ANALYSES A back analysis was performed to model the pre-failure slope geometry and determine the soil parameters required to mimic the landslide movement observed during site inspections and identified in the LiDAR data and aerial photographs. The slope geometry used in the back analysis was based off the Slope/W model used in the Arya report. The LiDAR data for 2018 and 2015, and aerial photographs were compared to the Arya model, which was found to be a reasonable representation of the slope configuration. The critical section that was used in this analysis was Section A-A’ that passes through the existing mine floor, Platform, Cone and extends down the Flow Slide zone. Based on visual observations, aerial photographs, and analysis of the pre and post failure LiDAR data, the upper slope (i.e. the Platform) appeared to have undergone a block failure along weak planes within the shale bedrock. Therefore, a block specified failure method was used in the Slope/W models. This method directs the slip surface along specified weak planes at different elevations, while calculating the most critical backscarp angle. The back calculation of soil parameters was completed by varying the soil strength parameters, porewater pressure conditions and soil stratigraphy until the FS approached 1.0. The pre failure slope geometry was used with an assumed water table at El. 568 m, to establish the upper and lower shale soil parameters required to achieve a FS of 1.0 at the Cone location. This groundwater level is similar to the level measured in DH19-1 on the Platform. The soil parameters within the failure zone (slickensided shale) were based off the laboratory test results from the Arya investigation, consideration of the Arya design parameters; as well as historical documents on the marine shales that are present in the Fort St. John area. Based on the Arya borehole logs, two zones were identified as containing weak, jointed and slickensided shale that are candidate locations for a failure plane. It should be noted that historical documents indicate the marine shale in the area is known to contain numerous bedding planes and joints. Therefore, assumptions had to be made on the location of the failure zones for this investigation. The principal failure planes were modelled at El. 541 m and 561 m. Once the soil strength parameters were calculated, the piezometric line was elevated to identify the conditions required to achieve failure. Raising the piezometric line by 1 m was found to decrease the FS by about 1 percent. The lower failure plane (El. 541 m) was found to be the critical layer in which the failure was most likely to occur due to the higher porewater pressure. The failure plane was specified through the lower slickensided shale zone (El. 541), which then allowed the software to identify the location and angle of the failure headscarp. The results mimicked the behavior that was observed in September 2018 when the original landslide at the Platform began and is shown on Figures D1 and D2. The failure was found to be regressive in nature, starting with the failure of the Cone structure and subsequently progressing upslope until the slope geometry at the cessation of movement in October 2018 was reached. This was evidenced by the factor of safety of 1.224 that was calculated for the Platform with the Cone intact as shown in Figure D5. Once the Cone was removed from the model, a block of soil approximately 40 m wide was found to approach a factor of safety of 1.0, which is consistent with the observations on site during the failure, as shown on Figure D3. P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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An analysis of the soil stratigraphy of the existing platform was conducted to achieve a block failure consistent with what was observed at the site. The back analysis consisted of varying the backscarp angle, the piezometric pressure and the orientation of bedrock depression. The model identified the location and angle of the failure block backscarp. The geometry of the valley that was previously infilled with various debris in the platform was not known and had to be inferred from the Arya boreholes and observations of the failure scarp. Therefore, a weak surface was modelled between the infill gravel and the intact bedrock to the north, which was considered representative of a buried debris and overbanked fill layer. Several model runs were completed to obtain the most critical backscarp angle, which was found to be about 45 degrees from the horizontal. This is shallower than the Arya geometry, which contained a backscarp angle of about 60 degrees. The analysis considered the failure conditions that included gravel stockpiles that were present at the time of the 2018 failure. Results of the Platform back analysis are shown on Figure D4. The results of the critical back analyses are presented in Table 6.3 and in Appendix D (Figures D1 to D5). TABLE 6.3: BACK ANALYSIS RESULTS Profile A-A’ A-A’ A-A’ A-A’ A-A’

Analysis Description Back Analysis Back Analysis Back Analysis Back Analysis Back Analysis

Conditions Groundwater at EL. 568 m, Cone, Pre-failure Groundwater at EL. 569 m, Cone, Failure Slope Regression from Cone towards the Platform Stability of the Platform with no Cone Stability of the Platform with Cone Intact

Factor of Safety 1.008 0.999 0.993 1.044 1.224

Figure Number D1 D2 D3 D4 D5

SOIL STRENGTH PARAMETERS The soil strength parameters used in the analyses were established by performing back analyses on the pre-failure Cone and post failure Platform areas and were confirmed by comparing to the laboratory test results. The back analyses were conducted as described in Section 6.3. Based on the borehole logs, two weak failure zones were identified within the subsurface stratigraphy. The upper failure zone was located at El. 563 m and extended to El. 561 m within a layer of decomposed shale. The lower failure zone was located at El. 542 m and extended to El. 541 m, which was composed of highly fractured/slickensided shale. It was assumed that these failure zones had undergone movement prior to the slope failure and, therefore, were at residual strength. Four direct shear tests were conducted on the intact shale, which measured both the peak and residual strength parameters. As per Table 5.4, the residual internal friction angle of the shale varied from 12.6 to 16.0 degrees and the residual cohesion varied from 30 to 70 kPa. It should be noted that the direct shear tests were not conducted on soils from the two identified failure zones, therefore, slightly more conservative parameters were chosen for the slickensided shale. The strength parameters used for the upper and lower intact shale strata were established by performing back analyses and direct shear test results. The peak internal friction angle varied P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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from 13.3 to 17.0 degrees and the peak cohesion varied from 50 to 150 kPa. Due to the methodology of performing direct shear tests on rock samples, the peak values obtained from the direct shear tests are expected to be lower than true peak strength parameters. Therefore, the back analysis was used as it provided more representative soil parameters. A decomposed layer of shale was encountered in Borehole DH19-1 from El. 574 to 563 m. The residual shear parameters obtained from the direct shear tests were expected to be representative of the decomposed shale layer and were used for this layer. The back analysis was also used to refine the decomposed shale parameters. The soil conditions outside of the borehole locations were not known and were extrapolated from the borehole data. Soil parameters used in the slope stability analyses are provided in Table 6.4. TABLE 6.4: SOIL STRNEGTH PARAMETERS Soil Type

Model

High Plastic Clay Decomposed Shale Gravel Overbank Material Upper Shale Lower Shale Weak Shale Weathered Shale

Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb

Unit Weight Ɣ (kN/m3) 16 22 19 18 23 24 22 22

Cohesion (kPa) 0 55 0 0 165 320 0 0

Internal Friction Angle φ’ (°) 20 15 35 35 20 21 11.5 15

An analysis was conducted to assess the sensitivity of the model to changing soil parameters. The weak shale layer (failure zone) was found to be the most sensitive to changes and had the greatest impact of the FS. Decreasing the friction angle of the weak shale by 2.5 degrees resulted in an 18 percent decrease in the FS. The effect of a 10 m high embankment placed 10 m from the backscarp was analyzed to obtain the effect on the stability of the mine. The presence of the stockpile was found to decrease the FS by about 5 percent. The pore water pressure was increased by 2 m across the entire site, which resulted in a 2 percent decrease in the FS. Overall, the model was most sensitive to a decrease in the internal friction angle of the soils within the failure plane. The lower shear zone (El. 541 m) was also more sensitive to changes than the upper shear zone primarily due to the higher porewater pressures. SLOPE STABILITY SCENARIOS Four general scenarios were modeled: the current slope stability, the expected long-term stability if no mining took place, stability if mining activity continues in accordance with the current mine plan and long-term stability after closure of the mine. These scenarios are described in the following sections.

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Current Stability During preparation of this report, the slope underwent additional movement. This new movement was summarized by BGC in project memoranda dated June 23, 2020 and again on June 25, 2020. The model was used to analyze the current conditions using a platform at El. 606 m (approximately 20 m below the mine floor). The water table was assumed to be near the surface within the mine and decreased across the Platform. Based on discussions with the client, there has been no mining activity since 2018, therefore, no surcharge loads were considered. The soil conditions throughout the mine were assumed to be consistent with those that were back calculated for the Platform and Cone. Two scenarios were considered: soils were at peak strength below the mine floor and the other where the weak planes extend back below mine floor. This assumes that the weak failure zones extend back throughout the mine. Based on these assumptions, the mine area is expected to be stable under the current conditions, however the factor of safety is 1.175 a distance of 120 m from the Platform which is considered to be very conservative. The critical failure block was identified within the lower slickensided shale at El. 540 m. The analysis of the mine site under current conditions is presented in Table 6.5.1. TABLE 6.5.1: CURRENT MINE STABILITY Profile A-A’

Analysis Description Current Conditions

Conditions Platform at El. 606 m, No Surcharge

Factor of Safety 1.175

Figure Number D6

Long-Term Stability For the long-term stability of the mine, various scenarios were considered. Based on the results of the analysis, it is expected that the Platform will continue to fail and eventually no longer provide support at the toe of the mine. The current factor of safety of the Platform sitting at El. 606 m is below 1.0, so the Platform is expected to continue to move. Therefore, the stability of the mine was analyzed with varying Platform elevations since the platform adds toe support to the mine, increasing the factor of safety compared to no support at all. The critical platform elevation was found to be 589 m, where the FS for a block slide extending north of the existing backscarp was found to be close to 1.0. The models indicate that if the platform drops below this elevation, a failure of the mine floor may occur a distance of about 85 m further back than the current backscarp. Table 6.5.2 presents the results of the stability analysis of the mine as the platform continues to fail. TABLE 6.5.2: MINE STABILITY DURING PLATFORM REGRESSION Profile A-A’ A-A’ A-A’ A-A’

Analysis Description

Platform Elevation

Platform Regression Platform Regression Platform Regression Expected Worst Case

606 m 597 m 589 m 9 Degree Slope

Factor of Safety 1.175 1.101 1.005 0.830

Backscarp Location* 87 m 87 m 85 m 85 m

Figure Number D6 D7 D8 D9

*Measured back from existing backscarp location

Based on the stability analysis, the Platform is expected to fail along the upper shear plane at El. 561 m, once the platform fails below El. 589 m. Due to recent field observations and slope movement, complete failure of the Platform will likely occur within the lifespan of the mine. As a worst-case scenario, the soil at the Platform location was modelled at a 9 degree slope, similar to P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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the slope angles found down slope in the debris flow area. As shown on Figure D9, a failure zone extends some 90 m north of the Platform. This is due to the large loss of mass at the toe of the slope which is currently providing a buttress effect. It is important to note that the Ridge was providing a buttress against failure, but was not considered in this analysis, which is also prudent considering the June 2020 movement of the Ridge some 10+ metres. Stability With Mining Activity It is understood that mining activities are proposed to continue at a specified distance back from the existing backscarp. The current mining plan is to excavate the mine floor to El. 627 m. It is also understood that the maximum elevation of the proposed overburden stockpile is to be 648 m. For the long-term effects of mining on the stability of the slope, the expected worst-case scenario was used. The worst-case scenario consisted of a water table near surface and the platform failing to a 9 degree slope, which was the recorded angle that the flow slide failed to in 2018. The failure surface was forced back into the slope to find where the failure block achieved a FS of 1.2, which was the allowable limit for the location of gravel stockpiles. Mining activities are transient in nature, which allows for rapid adaptation to changing conditions. The potential for loss of life or machinery due to a slope failure was considered low for the mine site. Therefore, a FS of 1.2 for short-term conditions was considered acceptable under worst-case conditions. A FS of 1.2 was achieved at about 160 m back from the existing backscarp location (Figure D10) using conservative soil and piezometric conditions. An analysis was also conducted to investigate the effect a stockpile would have on the FS of the slope. The extent of the stockpile was limited to 160 m north of the existing head scarp. A 20 m tall stockpile was found to have a marginal impact on the FS of the slope, with a reduction of less than 1 percent. The results of the analysis are presented in Table 6.5.3-1. If the platform were to remain at an elevation of 589 m (where FS = 1.0), the required setback for a stockpile would be 130 m, as shown in Figure D12. TABLE 6.5.3-1: LONG TERM MINING ANALYSIS Profile A-A’ A-A’ A-A’

Analysis Description Long Term Mining Long Term Mining Long Term Mining

Conditions Allowable Stockpile Setback Effects of Stockpile Allowable Stockpile Setback – Platform at 589 m

Factor of Safety 1.200 1.197 1.202

Figure Number D10 D11 D12

The stability of the mine was also considered with soil parameters representative of intact shale strengths and high piezometric pressures. This analysis replaced the weak failure zones with intact soil parameters consistent with those encountered within DH19-2, which is considered more reasonable and likely. The south face of the mine was found to be marginally stable under these conditions, with a FS slightly above 1.0, which increased to about 1.2 about 90 m to the north. A setback distance of 95 m was required for stockpiling under high strength parameters. The results of the analyses performed for the mine stability under intact strength parameters are provided in Table 6.5.3-2.

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TABLE 6.5.3-2: MINE ANALYSIS UNDER INTACT SOIL STRENGTHS Profile A-A’ A-A’

Analysis Description Long Term Mining Long Term Mining

Conditions Intact Soil Strength Required Setback Distance

Factor of Safety 1.059 1.203

Figure Number D13 D14

The soil conditions outside of the borehole locations are known, however, it is likely that the actual conditions are a combination of the worst-case scenario and the intact soil case. The behavior of the failure does not indicate evidence of existing weak failure planes extending throughout the entirety of the mine. This is evidenced by the fact that the failure stopped at the Platform and there has not been any evidence of movement of the remaining mine site. Additionally, with the movement that has occurred in June 2020 preceding issuance of this report, there have been no reports of movement or backscarps developing within the mine site. Stability After Mine Closure It is understood that once all mining operations have been completed, the mine is to be backfilled with overburden stockpiles to an approximate El. 655 m. The placement of large stockpiles outside the setback was analyzed as a long-term stability scenario and was not found to have a significant impact on the stability of the slope. It is not expected that the placement of stockpiles or embankments outside of the proposed setback distance will have a detrimental effect on the slope stability. Seismic Conditions The Arya investigation assessed the FS under potential earthquake loads and found a relatively minimal decrease in the FS. ParklandGEO concurred that this was reasonable and expected, and as such we did not conduct further modelling of this scenario.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

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CONCLUSIONS AND REVIEW SUMMARY OVERALL COMMENTS

The Old Fort landslide is an enormous and complex slide consisting of three distinct slide masses. An investigation was completed for the benefit of the mine operator by Arya Engineering, and ParklandGEO considers the amount of information gathered to be sufficient to assess the risks of continued mining operations. However, there is a paucity of data to be able to properly characterize such a large landslide mass. This is not a fault or failing of the Arya report, but a reality of the limitations of time and budget. There remains no certainty as to the elevation of the main failure plane(s), and the groundwater conditions could only be characterized at select locations. ParklandGEO was only able to speculate on the locations of failure planes, although with the benefit of the Arya borehole data, a higher degree of estimate was possible. We have further identified that a weak slip plane likely exists near the river elevation, which was the probable cause of long-term creep movements of the lower portions of the slope noted in the aerial photograph review. ParklandGEO did not find that this lower slide zone caused the main slide, but it may have contributed to the scale and severity of the Flow Slide. Further study by the Peace River Regional District or Ministry of Transportation and Infrastructure will be needed and should focus on characterizing the piezometric conditions at various elevations in the bedrock, as well as attempting to determine where slip planes exist. In general, ParklandGEO is of the opinion that the very limited activities carried out by Deasan Holdings during their short time operating the mine did not directly cause the landslide. Rather, ample evidence confirms that landslides were taking place on the east side of the Ridge for many years prior to the failure; and that other contributing trigger events occurred within 18 months or so of the failure, well before Deasan began mining activities. The overbank placement of overburden fill by the previous mine operators was a significant contributing cause of the East Slide, and likely the Flow Slide. The Flow Slide subsequently re-activated the West Slide. The previous overbank soil placement also likely created a weak plane between the gravel and the bedrock surface, resulting in the backscarp that is visible behind the Platform. Following review of the Arya work and conducting an exhaustive study of the site, ParklandGEO feels that there is no technical reason why mining activities cannot continue at the Deasan Holdings property, provided that the geotechnical recommendations are followed. As the mining activities will progress northwards and no work or placement of material near or below the failure scarp is planned, the assessment did not identify any elevated risk or potential landslide trigger that would be initiated by mining activity. Although the operations at the Deasan mine can continue, there are other risks to the areas downslope of the mine where active and marginally stable landslides continue to pose a risk to the public. The re-activation of the Flow Slide on June 18, 2020 highlights the risk. Specifically, ParklandGEO feels that there is a risk from the following:

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The Ridge flanks are both unstable and actively failing. The shale that comprises the Ridge is weathering rapidly, and there is no data to suggest that the Ridge will not fail in a similar manner to the Cone. If the west flank were to fail this would contribute a large volume of material and weight to the Flow Slide, likely triggering another slide event. A failure of the east flank would likely destabilize portions of the East Slide. It is highly unlikely that the Ridge will remain intact over the long-term.

The June 2020 failure has caused further movement of the Platform, with a graben feature forming downslope of the headscarp. Further movement will likely cause the Platform to break up which will also contribute material to the top of the flow slide that could trigger additional movements. Movement of the ridge in the order of 10-15 m has been recorded as of June 2020. The Ridge is generally considered to be acting as a buttress to the Platform. Continuing movement of the Ridge may cause the Platform to further destabilize and contribute large quantities of slide debris to the Flow Slide area.

Although the East Slide never caused damage to Old Fort Road or the residence to the south, the 1990 slide did cause tension cracking that was likely closer to the road than previously thought. The breaking up of the Platform and/or failure of the Ridge could result in a large slide mass that could drive the East Slide down to Old Fort Road.

Ponding of water and poor drainage across the East Slide area was observed. Ponding water on landslide debris is a concern, as this will cause further saturation of the debris, increases in piezometric pressure and overall weakening of this marginally stable zone. The ponding water could cause re-activation of the flow slide observed in the 1970’s, or creation of a new and larger flow slide.

We note that one residence down-slope of the East Slide mass would be at risk in the event of a flow slide. Further study, including a detailed intrusive investigation, is recommend to be conducted by the PRRD to assess this potential risk. General Comments on Arya 2020 Report

The slope geometry and subsurface conditions used for the stability analysis conducted in the Arya report were used as the starting point for the analysis conducted by ParklandGEO. The location of the lower failure zone was maintained at the same elevation. We considered a second failure plane with residual strength parameters within the decomposed shale layer. Arya modelled the entire decomposed shale zone with residual parameters. The residual internal friction angle used by both firms only differed by 1.5 degrees. ParklandGEO used a more conservative friction angle, which resulted in a higher cohesion for the lower shale calculated in the back analysis. The soil strength parameters we used in the Slope /W analysis were based more heavily on the laboratory test results, which resulted in using a lower friction angle and higher cohesion than that used in the Arya model. Piezometric conditions modelled by both firms were similar, however, ParklandGEO considered the pore water pressure to be applied to all the soil layers, as opposed to only the failure zones. We assumed that due to the highly fractured state of the shale, it was likely that all soils below the water table were in a saturated state. P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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Arya assumed that a past slide event had caused the slope to develop failures planes containing soils at residual strength extending up at an angle of 60 degrees from the failure zones. This past failure plane was used as the location of the present failure block. ParklandGEO defined the failure plane through the weak residual slip planes and allowed the model to select the critical failure block location and backscarp angle, which failed through the intact and weathered shale layers. The failure block angle was found to be 45 degrees. The geometry of the valley that was previously infilled with gravel in the Platform was not known and was not fully captured by the Arya boreholes. Arya modelled the valley as extending at a shallow angle out to the edge of the platform. ParklandGEO considered a much steeper valley slope along the south end of the platform, which resulted in a larger area at the south end of the platform with peak strength shale parameters. This was done during the back-analysis stage and the result was a more representative critical slip surface when compared to actual site observations. Both firms analyzed possible future failure scenarios with different mine conditions, including stockpiling outside of the exclusion zone and backfilling with overburden after mine closure. For these long-term scenarios, Arya modelled the upper clay shale as completely weathered and having soil strength parameters similar to gravel, with a high internal friction angle and no cohesion. ParklandGEO considered soil conditions with lower friction angles and higher cohesion, similar to what was encountered within Borehole DH19-1, which we believed to be more indicative of the actual soil conditions and representative of the conditions required to achieve a block failure similar to what has been observed on site. Overall, ParklandGEO found some minor points where our opinions were different that Arya, but none of these concerns called into questions the overall findings, conclusions or recommendations presented by Arya. FAILURE MECHANISMS AND TRIGGERS As per the EMPR requirements, discussions on two key aspects of the failure were to be provided, specifically: x x

the landslide failure mechanism, including at the area of the Platform; and probable triggering factors of the September 29, 2018 landslide.

The landslide failure mechanisms, platform failure and triggering factors are describe in the following sections. Landslide Failure Mechanisms Through first-hand accounts, photographic evidence, numerical modelling by both Arya and ParklandGEO, and a detailed aerial photograph review, ParklandGEO is of the opinion that the failure likely occurred as a rapid sequence of interrelated events. This differs from previous reports as outlined below. The previous report by Westrek concluded that the soils of the Platform area failed, which caused a rockslide that destabilized the Cone, and that the slide debris became an earthflow slide. This P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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further caused destabilization of the soils on the east side of the Ridge and that the earthflow further resulted in reactivation of the West Slide area. Arya contends that the high precipitation in 2018 caused increased piezometric pressures along weathered and slickensided zones, which initiated deep-seated sliding at El. 540 that ultimately undermined the Cone. ParklandGEO’s analyses has determined a more complex behaviour. The area east of the Ridge has experienced several large slope failures in the past 50 years, all of which appear to have been caused by overbanked overburden being dumped off of the southeast face of the mine by the previous operators. This is evident by the relatively large flow slide in 1970 followed by a substantial slide in 1990 that also undercut the east flank of the ridge. These historic slides demonstrate that the materials east of the ridge were unstable and prone to failure. Previous opinions that the Ridge may have shifted to the south about 1 to 1.5 years prior to the failure were not supported by our analyses. The LiDAR data from before and post-failure indicate that the ridge had not moved, but rather a slide mass broke off the top of the ridge and deposited on the lower portions of the ridge (see note on Figure 5, Profile B). This could appear during data analyses that the ridge moved southwards. We note that the east-west running tension crack would also tend to suggest a southward movement of the Ridge, but satellite imagery indicates that failures occurred to both the east and west sides of the Ridge at the contact zone nearest the Platform resulting in a loss of material and support. The exposed flank of the slide would appear as a scarp (i.e. the sides of the slide mass would appear as the top headscarp in the aerial view). The end result is that there was a loss of support to the Platform area due to this failure. Finally, further modeling has shown that the west side of the Platform was effectively buttressed by the Cone, such that the platform would have been highly unlikely to fail with the Cone in-place. As such, the Cone likely failed and shifted south as a first step in this failure process on or slightly before September 29, 2018. Significant movement would not have been needed to result in the areas upslope becoming unstable, such that minor movements of the Cone over a period of several hours or days could easily have gone unnoticed. In the years prior to 2018, failures on the west flank of the Cone were observed in aerial photographs. Some flooding and erosion of the drainage channel running west of the mine and Cone were also noted. These factors indicate that some weakening of the Cone was occurring well prior to the night of failure. With the Cone having shifted, the loss of support on the west side, plus the previously described loss of downslope stabilizing forces from the Ridge and areas along the east slide, allowed the Platform to fail as a block slide. A graben was observed to be forming on the north side of the Platform in June 2020, which is typical behavior of a block slide failure type, further supporting this conclusion. The overburden that was deposited in the zone downslope of the edge of the mine, between the Cone and the Ridge, may have been the first zone to fail (after the Cone) or may have failed simultaneously with the overall Platform area. We are of the opinion that the resulting landslide debris flowed down the central portion of the ravine, undercutting the east flank of the Cone, resulting in a further catastrophic loss of support for the vertical mass of shale that formed the Cone, ending with the collapse of the structure. The landslide debris, likely already near or at saturation, then clearly became inundated with water, resulting in a fluidized mass that migrated quickly down-slope forming the Flow Slide. This slide mass caused the re-activation of the relic West Slide.

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Platform Failure The Arya report had stated that their analyses found that the Platform area underwent a rotational failure rather than a block-slide type slide. The basis of their conclusion was that the LiDAR data (pre and post failure comparison) appeared to show that a portion of the platform face did not translate or shift. This mode of failure was not shown or supported by the Arya stability analyses. ParklandGEO reviewed the same LiDAR data and performed extensive modelling of this portion of the slide. Based on our analyses, we have concluded that the Platform failed as a block-slide failure along a horizontal shear plane at approximately El. 540 m. The slide mass comprising the Platform slumped downwards about 15 m and travelled horizontally a distance proportional to the angle of the failure scarp, which from LiDAR data and observations is about 45 degrees from the horizontal. There appeared to be a slight rotation of the platform, however, drone images provided by Deasan show that the area of the platform was stripped when they began mining operations earlier in 2018 (Photograph 16) such that this change in ground surface elevation would not have been measured in the pre-failure LiDAR survey. We note that LiDAR data does not track individual points. Rather laser light reflects off of surfaces that is tracked as a point in 3-D space. During a landslide if the original ground surface shifts and soil from upslope moves into the same location as the original point, the LiDAR survey would simply detect that an object is occupying the same physical space, but this does not mean it is the same soil mass or object. The more recent movements detected on June 18, 2020 indicate that the Platform has dropped an additional 4 m, and that a distinct graben feature is forming between the headscarp on the Platform – again a clear signature of a block slide mechanism. Rotational slides are not common in shale rock masses (as per numerous studies and as summarized by Van Esch), as the horizontal bedding (assuming that the shale has not been shifted and folded by tectonic action, as would be the case at the subject site) would result in relatively horizontal planes of weakness. Van Esch presents an excellent summary of the various types of landslide movements and may be accessed at https://open.library.ubc.ca/cIRcle/collections/ubctheses/24/items/1.0072987. Unloading Induced Shearing Further assessment by ParklandGEO looked at the strains (shearing movement) that could be induced by the historical mining operations, specifically during the early years of the mine operations when the overburden and gravel would have been stripped off of the south portions of the mine, including the Platform. The purpose of this was to ascertain how the upper part of the slide, including the Platform, became sheared when there was no obvious cause down-slope of the failure. Large landslides on clay shale slopes have been documented across western Canada, where unloading of the soil above a weak or pre-sheared zone resulted in progressive weakening of the this zone followed by slide movements. A well studied example is the Edmonton Convention Centre from the mid-1980’s. It is likely that some induced shearing may have resulted from the stripping of the southern portions of the mine. However, the borehole evidence indicated that this was not widespread, or at least did not appear to extend as far north as Borehole DH19-2. This shearing mechanism may have contributed more to the failure in the Platform area, but was unlikely to have caused shearing P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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further back in the slope given the significant depth of the suspected shear zone, compared with the relatively thin overburden and gravel layer. LANDSLIDE TRIGGERS The initiation and progression of the landslide as described above is complicated and would be unlikely to have occurred without one or more trigger conditions or mechanisms. As previously pointed out by both Westrek and Arya, groundwater and excessive pore water pressure are very commonly the cause of large landslides. ParklandGEO agrees with this conclusion. As the level of support along the south face of the Platform varied from relatively minimal where relatively recent landslides had occurred at the east and central areas, we conclude that the trigger mechanism must have been relatively uniform and present over a wide area such that the Platform was able to fail as a single unified mass. If the trigger mechanism only was present over a small area along the Platform, the area likely would not have failed as a single block. Based on the observed conditions, elevated piezometric (groundwater) pressures at or below the failure plane is the most likely trigger. This also likely triggered the movement of the Cone that immediately preceded the failure at the Platform, further exacerbated by failures on the west flank likely caused by the creek. Combining high piezometric pressures with weak planes that develop naturally as a result of weathering and historical shearing are often the primary factors that contribute to large block failures such as the one found on this site. To mobilize the slide debris into a flow slide, which was able to travel a considerable distance down a relatively shallow slope would require that the debris be fluidized. This would have occurred through either or a combination of excess groundwater pressure and the inclusion of surface water from rainfall. We consider the excess groundwater pressure to be the primary source of water in the flow mass but saturation of the mass by infiltration of surface precipitation was very likely. The more recent mobilization of the Flow Slide in June 2020 has not been studied with the exception of LiDAR survey interpretations. It can be postulated that the slide was reactivated by (likely) a combination of a spike in pore water pressure and/or re-saturation of the slide mass. If the gully west of the mine experienced a small slope failure, this could have blocked drainage and allowed rapid saturation of the 2018 earth flow slide mass. ParklandGEO reviewed the precipitation records presented by Arya (re-printed below; Table 7.3), and further note the speculation by both Arya and Westrek as to why the slope failed in 2018 and not in years with higher precipitation, specifically 1997 or 2011, or 2017 with only marginally less precipitation. Attempting to associate a major slope failure trigged by a sudden increase in deep piezometric pressures by a relatively short-term precipitation event, inherently fails to recognize the complex nature of groundwater recharge; the long-time lag between a rainfall event and an observed change in deeper groundwater systems; and how slope failures of large complexity are not typically associated with a single precipitation event or season.

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TABLE 7.3: ANNUAL PRECIPITATION (FORT ST. JOHN STATION “A”) Reprinted from Arya (2020) Rank 1 2 3 4 5 6 7 8 9 10

Year 1957 1997 2011 2018 1996 1972 1954 1994 2017 1971

Total Precipitation (mm) 744.4 667.1 638.8 638.5 631.3 620.7 601.0 590.1 589.0 581.9

Although 2018 was not a record year for precipitation, the rainfall amounts show that the 1957 precipitation total (the largest recorded in Fort St. John) was about 28 percent greater than the 10th largest precipitation year, but that record years 2 to 10 were within 15 percent of each other, demonstrating very little practical differences in precipitation amounts over these years. We note that 2018 was the fourth wettest on record, but that 1997 and 2001 were both slightly wetter, and 1994, 1996 and 2017 were only marginally less wet. The data also indicates that three of the top ten precipitation years on record occurred in the decade preceding the failure. ParklandGEO is of the opinion that it is the long-term cumulative impact of higher than normal precipitation events that would have a greater impact on deep groundwater systems, and thereby piezometric changes. The potential role of more recent high precipitation seasons (2017 and 2018 in particular) cannot be completely discounted as a potential trigger mechanism, or at the least a contributing factor. The other factor to consider is the continued weathering process affecting primarily the exposed bedrock surfaces downslope of the Platform, at the Cone and at the Ridge locations. Erosion of the drainage channel west of the mine and seepage into near surface soils, particularly on the east slide mass and highly weathered shale exposed on the Cone and Ridge, could have acted as a contributing factor to the initiation of the slide. Slumping of the west face of the Cone was likely caused by erosion of the drainage channel. Other failures noted along the drainage channel over the years, would have been caused by erosion. Erosion destabilizing the Cone coupled with saturation of the already landslide prone East Slide zone, would both be expected to have contributed to the severity of the failure but would not have been the ultimate trigger. MINE SITE STABILITY The stability of the mine site under various current, interim and long-term conditions was examined. The mine site has been divided into two main areas, (1) the unfailed areas consisting of the mine floor and unmined areas generally extending north of the Platform and (2) the areas that have experienced slope failures, including the Platform, Ridge, East failure zones and upper reaches of the Flow Slide zone. We considered that no future mining activity was planned or would ever take place in the failed areas, which includes any disposal of overburden or other activities associated with operation of P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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the gravel mine, other than potentially drainage improvements. We did consider the final drainage plan prepared by Arya, as it relates to drainage over these areas south of the Platform. We also considered scenarios where modifications to the slope below the failure scarp occurred either by natural means (i.e. on-going slope failure) or by actions of others (i.e. stabilization or grading conducted by other parties). ParklandGEO did not focus on the stability of the in-place overburden clays at the north end of the mine, as any instability would be localized to the working mine face. Overburden was however considered when examining the potential loading and stability of the underlying bedrock. We did consider overburden stability when reviewing the final north and east slopes as the mine terminates along 240 Road and the adjacent properties to the east. In general, the native soils overlying the bedrock have not been a significant source of slope instability (with the exception of a few small localized slope failures in the area); but the overburden soils disposed over the south mine face have been a significant issue that was examined. ParklandGEO also did not consider the stability of slopes directly to the west of the mine site on the opposite side of the ravine valley. Current Conditions From the end of 2018 until June 18, 2020, the three slide areas were in a quasi-stable state, with no movements detected by either surveys conducted by Deasan or by Ministry monitoring stations. On June 18, 2020, there was a re-activation of the flow slide area with a reported drop of the main headscarp of about 4 m (or more) and downslope movements of the Flow Slide mass. ParklandGEO modelling showed that re-activation of the upper slide mass was possible with a relatively modest increase in piezometric pressures (assuming that the piezometric pressures were already elevated after the 2018 slide). This was, in our opinion, the likely cause of the slide reactivation in June 2020. The re-activation of the Flow Slide was an unforeseen development but we consider this to be also caused by a large build-up of pore pressures and re-saturation of the slide mass. This generally corresponds with Westrek’s opinion that it was a reduction in pore water pressure that allowed the flow side to stabilize between 2018 and 2020. As the lower portions of the flow side were, by late 2018, at a very flat angle, it does not appear that the slide debris itself is capable of arresting further movement. As no mining activity has taken place since the September 2018 failure, and only removal of gravel from the Platform and mine floor took place by 2019, there is no evidence to indicate that the mine operations caused or contributed to the June 2020 movement. During the site visit in May 2020, ParklandGEO observed significant erosion of the water course through the graded slide debris. If a small slope failure blocked this channel, significant volumes of storm water would potentially be able to saturate the slide debris, contributing to or causing failure. The current stability of the mine site north of the Platform was reviewed. Overall, the mine is considered marginally stable with a FS between 1.0 and 1.2. A large contributing factor to the current stability of the mine site is likely the buttressing effect the Platform is having on the mine. It is expected that the Platform will fail within the lifetime of the mine. This is evidenced by the continued movement of the Platform in June 2020. P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

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The soil conditions below the mine site are expected to be a combination of the two scenarios that were analyzed. It is likely that a portion of the shale near the south face of the platform is near residual strength, however, most of the soil extending northwards is likely at peak strength, as found within DH19-2. While the Platform remains above the critical elevation of 589 m, the mine site is expected to be stable. Interim Stability During Future Mining ParklandGEO modelled two scenarios for the future mining processes. As previously mentioned, it is expected that the actual site conditions are a combination of the two cases. Even at peak strength, it is likely that a portion of the mine will become unstable if the Platform fails. Therefore, in order to safely maintain mining activities, it is recommended to implement a daily monitoring routine. Survey monitoring points should be established on the Platform and monitored daily. If the Platform remains above the critical elevation of 589 m and no movement is noted within the slope inclinometer, static mining activities may continue outside of the 120 m buffer zone without additional analysis. If the Platform recedes to near El. 589 m, it is recommended to install additional monitoring equipment. The recommended equipment includes additional slope inclinometers and piezometers along the south side of the mine. The installation of the equipment should be conducted by an experienced geotechnical engineer. Non-permanent activities, such as gravel hauling may continue within the 120 m buffer zone. However, hauling inside of the buffer zone should stop if the Platform drops below El. 589 m, until additional monitoring instruments are installed. LONG-TERM STABILITY The Platform is currently failing and receding down the slope. The long-term stability of the mine is affected by the presence of the Platform. As a worst-case scenario, it has been assumed that the Platform will fail in a manner similar to that of the Cone and result in a flow slide to a stabilized slope of 9 degrees. Under this worst-case scenario, the southern portion of the mine is expected to be marginally stable with peak strength parameters and unstable under residual strength parameters. If the Platform fails below El. 589 m, it is recommended to extend the exclusion zone of the mine to 160 m and maintain a daily monitoring program. If no movement or increase in pore water pressure is observed by the daily monitoring, then mining activities may continue outside of the new exclusion zone, and non-permanent activities continue within the exclusion zone. Factors Affecting Stability and Sensitivity A sensitivity analysis was conducted on the slope models to assess the effect of varying subsurface conditions on the FS. The analysis found that the internal friction angle of the residual shale had the greatest impact on the FS of the model. A reduction in the friction angle of 2.5 degrees resulted in an 18% reduction in the FS. Varying the parameters of the intact shale had a minor impact (<1%) on the slope stability. The placement of stockpiles along the mine surface also had a minor impact on the FS. Varying the piezometric line by 2 m resulted in a reduction of the FS by 2%. Therefore, we concluded that the factors with the greatest affect on the stability of the slope are the strength parameters of the weak shale zone and the pore water pressure.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page 41 of 46

Potential Off-Property Impacts Due to Mining The impacts of recent and future mining are not expected to be the direct cause of the slope failure on the south side of the existing mine. The progression of mining to the north is not expected to impact the stability of the south slope. The placement of stockpiles at least 120 m north of the platform backscarp will have a negligible effect on the stability of the south slope. Continued mining is expected to alter the drainage path through the mine site. Therefore, careful consideration must be made as to the direction of surface water flow through the mine and down the slope. The progression of the mine north also has the potential to remove material from the toe of the existing northeast slope above the mine. The soil at the toe of a slope contributes to the resisting factor against slope instability, therefore, by removing the soil the FS of the slope will be reduced. Visual observation of historical aerial photographs provide evidence that failures along the northeast slope have been shallow in nature. MINE PLAN REVIEW ParklandGEO undertook a review of the mine plan, as prepared by Arya (2020). Beyond the technical aspects of the mine plan, we also reviewed the plan with respect to the Health, Safety and Reclamation Code for Mines in British Columbia (2017). Our discussion with respect to the Mine Code is limited to relevant sections where there are geotechnical requirements. Specific review of the Act and Regulations was not conducted, as the Code contains the functional requirements that would govern mining. Section 3.7.1

Title Mine Emergency Response Plan

Requirements (2) The Mine Emergency Response Plan must (a) outline the response procedures that are essential for effective and timely management of an emergency situation,

4.17.1

Excavations

All excavation work shall be carried out in accordance with the written instructions of a professional engineer where (1) the excavation is more than 6 m deep, (2) timber shoring is used in excavations exceeding 3.7 m in width, or (3) improvements or structures adjacent to the excavation could endanger persons, or (4) the excavation is subjected to vibration or hydrostatic pressure. 6.9.1 The manager shall prepare a plan pursuant to section 10 (1) of the Mines Act which

6.9.1

Mine Haul Road Design

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Comments This is a general comment that the mine ERP needs to address the potential of a slope failure; how it can be recognized and what steps should be implemented by the operator if a suspected failure is detected. This is outside of the Arya mandate but should be included by Deasan in their submission. The work plan and excavations prepared by Arya meet this requirement. The excavation would not be anticipated to be subject to vibrations or hydrostatic pressure, as the gravel is generally not saturated and is free draining.

Mine haul roads were not shown on the Mine Design Plans, as prepared by Arya, but

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

Section

Title

6.10.1

Dumps

6.10.1

Dumps (Run out Zone)

6.23.1

Removal of Unconsolidated Material

CONFIDENTIAL

Requirements (1) Shows the type and method of construction for haulage roads that are to be constructed at the mine site. (2) Except for roads constructed prior to 1990, the manager shall ensure that haulage roads are designed, constructed and maintained to provide (a) a travel width where dual lane traffic exists, of not less than 3 times, or where single lane traffic exists, of not less than 2 times the width of the widest haulage vehicle used on the road,

The manager shall require a qualified person to (1) prepare and maintain a plan pursuant to section 10 (1) of the Mines Act, consistent with good engineering practice for dumps, stockpiles, minor impoundments, roads, or ramps that are to be constructed as part of a dumping operation, the plan shall include monitoring for safety, (7) prepare a procedure for controlling access to areas within the potential run-out zone of all dumps; this procedure will prohibit extended activities below active dumps and provide for a program of monitoring to allow work below inactive and dormant dumps, the procedure will include provisions for signage, work under adverse conditions and shall be reviewed annually.

All trees and other vegetation, clay, earth, sand, gravel, loose rock, or other unconsolidated material lying within 2 m of the rim of a working face or wall in a surface mine shall be removed, and beyond this

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Project No. ED2247 June 30, 2020 Page 42 of 46

Comments recommendations were provided in Section 12.3 of their report. It needs to consider that the haul route(s) are also emergency evacuation routes for workers, and therefore should be located back from the west edges of the mine to ensure they are not compromised in the event of a slope failure. On a preliminary basis, a setback of 45 m from any slope failure is recommended. Arya recommends a 15 m setback from the headscarp. ParklandGEO recommends that a secondary route be provided if a haul road is planned this close to the failure zone. The location of the proposed overburden stockpile appears to meet the geotechnical setback requirements.

Arya has shown that no work is proposed for areas below (south) of the existing overburden dump areas, specifically below the Platform, on or below the East Slide area. The Mine Plan should reflect that these zones are offlimits to workers and equipment unless work is conducted under the direct supervision of a qualified geotechnical engineer. At the proposed slope of 2:1 (H:V) of overburden storage pile, runout is not anticipated to be an issue. The mine plan as presented does show removal of overburden along a portion of the mine face. The overburden stockpile would be located on a mined out area, such that there would be a transition

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Section

Title

Requirements distance all unconsolidated material shall be sloped to an angle less than the natural angle of repose.

6.23.2

Bench and Berm Widths

9.4.1

Community Watersheds

Where a surface mine is worked in benches (1) each catchment berm shall be designed so that its final width will not be less than 8 m (1) Exploration activities shall (a) maintain surface and subsurface drainage patterns within the range of natural variability, (b) protect stream channel stability, and (c) not degrade water quality at a potable water supply intake so that it fails to meet the potable water requirements of the Drinking Water Protection Act and regulations as amended from time to time.

9.6.1

Soil Conservation

Exploration activities shall be carried out in a manner that minimizes soil loss so that the site can be reasonably reclaimed to support appropriate self- sustaining vegetation

9.7.1

Terrain

(1) Exploration activities shall be designed and implemented by a qualified person to minimize the risk of those activities causing any of the following events (a) landslide, (b) channelized debris or mud flow, (c) gully bank destabilization (d) debris fan, (e) snow avalanche, or (f) destabilization of an alluvial fan.

9.8.1

Water Management

(1) Where exploration activities or exploration access may impact the natural surface and subsurface

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Project No. ED2247 June 30, 2020 Page 43 of 46

Comments from the overburden to native soil along the northeast side of the mine. The proposed slopes in the Arya report meet the requirements of the Code. Benches are not proposed in the currently reviewed mining plan.

The proposed drainage and grading plan prepared by Arya would appear sufficient to avoid heavily concentrated flows across the mined area. We note that the drainage pattern shown may not directly connect to the natural draw located east and south of the Ridge – as such some grading may be required to achieve this. As the drainage will flow through naturally vegetated terrain, erosion that would generate excessive sediment loads that would degrade water quality is not anticipated. Although not a specific geotechnical concern, the mine owner is reminded to stockpile organic soils in an area away from the slope, similar to the overburden pile, and ensure that this can be used for reclamation purposes. The Arya plans and analyses were found to meet the intent of the Code. We note that as this is existing landslide terrain, with a channelized earth flow failure, with a gully on the west side of the mine showing evidence of destabilization, and that there is a alluvial deposit showing evidence of pre-existing destabilization at the toe of the flow slide area. The Arya design appears to meet the requirement to minimize the potential of re-activation or worsening of these failures. The proposed grading plan generally meets the intent of

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

Section

10.5.8

Title

Excavations Near Property Boundaries

CONFIDENTIAL

Requirements drainage of an area, structurally sound, functional and stable drainage systems shall be constructed that minimize (a) water flowing uncontrolled onto the exploration site, (b) erosion or destabilization of the exploration site, (c) water being directed onto, or creating, potentially unstable slopes or soil materials, and (d) water flowing onto reclaimed areas unless the reclaimed areas are protected with the use of riprap or other effective means or the water flow is an integral part of the reclamation scheme

The excavation of soil material such as clay, silt, earth, sand or gravel, in a surface mine shall not be carried on within a setback distance of at least 5 metres horizontal from the vertical plane of the property boundary, and (a) there shall be no excavation of soil material below a surface sloping downwards into the property from the inside edge of the setback no steeper than 1.5 horizontal to 1 vertical, and (b) material that sloughs from within this distance shall not be removed without the written approval of the inspector.

Project No. ED2247 June 30, 2020 Page 44 of 46

Comments ensuring water flow across the mine site, including active and inactive areas is controlled. Erosion was not evident on the existing mine floor. The drainage plan shows water flowing onto the east slide area which is considered marginally stable. However, the alternative would be to direct drainage into or through the flow slide area, which would involve a significant potential risk of reactivating the Flow Slide. Therefore, given that the area must be allowed to drain, with or without future mining activity, drainage to the east of the Ridge is preferred. The current mine plan prepared by Arya meets the requirements of this section of the Code.

RECOMMENDATIONS FOR HEALTH, SAFETY AND ENVIRONMENTAL PROTECTION Geotechnical recommendations relating to the Health, Safety and Environmental Protection of the mine, under the proposed mine plan, were prepared based on the ParklandGEO analyses plus review of the Arya report. Our recommendations include: x

Adherence to short-term setbacks from all landslide areas is key to ensuring the safety of workers. The potential of a rapid failure impacting any area decreases with distance from the active failure zones and becomes a manageable risk if the geotechnical recommendations are followed. Although failure of the southern portions of the mine floor is possible, history shows that ample warning signs of impending failure would be present to allow the safe removal of men and equipment from any new slide area. Visual monitoring coupled with periodic surveys would be reasonable risk control measures.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page 45 of 46

The mine operator is reminded that stability of the areas immediately north of the Platform are partly dependent on the stabilizing load provided by the Platform. As such, periodic surveys of the Platform elevation should be taken to compare to the critical elevations noted in this report.

Workers must be trained as to what areas of the mine floor may be used for on-going operations, with any off-limit areas clearly defined. Barricades or warning signage should be used, as appropriate.

Public access to areas on the failed zones will be difficult to control. Warning signage can be used. Physical barriers such as fencing would be impractical across such a large area where slide activity is on-going or will periodically re-occur.

Discharging mine drainage over the southeast side of the mine floor, both over the short and long-term, should be reviewed on an on-going basis. Channelization of the drainage to direct it towards established creeks or drainage paths on the lower portions of the slope may be necessary to reduce saturation of the East Slide zone.

Runoff should be monitored for sediment loading and erosion. If significant sediment is being transported off the mine floor, erosion protection features, including silt fencing, grass vegetation or similar control methods may be needed. These should be designed on a case-specific basis. Erosion of any areas due to concentrated mine run-off should be remediated and mitigation measures installed. Typically, vegetation and turfreinforcement mats are good solutions that will stop erosion and have environmental benefits.

Ponds or pits for washing gravel, were not currently part of the mine plan. If these are required in the future, engineering design of liners and containment should be performed to ensure that these features do not contribute to water infiltration and a rising of the piezometric head. Any wash water must not be discharged overbank or onto any landslide area.

Periodic inspections of the mine site, training and review of the mining operations will all lead to a safer work environment. These measures will also allow the Mine Plan to be updated as new or changing conditions are found, such that changes to operations can be made on a proactive basis.

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

8.0

CONFIDENTIAL

Project No. ED2247 June 30, 2020 Page 46 of 46

LIMITATIONS

This report has been prepared for the exclusive use of DEASAN HOLDINGS LTD. And the BC Ministry of .Energy, Mines and Petroleum Resources, for the purposes of assessing the application to re-open mining on the property described in this report. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. PARKLAND GEO-ENVIRONMENTAL LTD., and The ParklandGEO Consulting Group accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. No other warranty, expressed or implied, is made. The General Terms and Conditions of this report are attached and should be considered part of this report. This report was prepared using field and laboratory data collected by other parties, including published information from nearby sites. Other than a field visit, the data was reviewed and where found to be reasonable taken as accurate. No additional intrusive investigation was conducted by ParklandGEO. Our assessment and conclusions is based on this third-party data and our experience with similar soils and subsurface conditions. We trust that this report meets with your current requirements. If there are any questions, please contact the undersigned at 780 / 416 - 1755. Respectfully submitted, PARKLAND GEO-ENVIRONMENTAL LTD.

Michael McCormick, M.Eng., P.Eng. Principal Geo-Environmental Engineer

Gavin Mayer, E.I.T. (Alberta) Geotechnical Engineer

Reviewed by:

Brad Gavronsky, P.Eng. (Alberta) Senior Geotechnical Engineer

Ramon Facundo, P.Eng. (Alberta) Manager, Geotechnical Engineering

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Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

APPENDIX A

ARYA ENGINEERING 2020 GEOTECHNICAL INVESTIGATION REPORT

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ED2247 June 30, 2020

ARYA

Lower Mainland Office

Sunshine Coast Office

212Ͳ980 West 1st Street North Vancouver, BC V7P 3N4 t 604.842.3734

203Ͳ1001 Gibsons Way Gibsons, BC V0N 1V8 t 604.886.1515

e info@aryaeng.ca w aryaeng.ca

Engineering Inc. THIS DOCUMENT IS CONFIDENTIAL AND IS EXEMPT FROM DISCLOSURE UNDER FIPPA SECTION 21 (1) CONTAINS CONFIDENTIAL COMMERCIAL, SCIENTIFIC AND TECHNICAL INFORMATION February 21, 2020 VIA EMAIL

Deasan Holdings Ltd.

PO Box 6958 Fort St. John, British Columbia V1J 4J3 Attn: Sandy Beech Dear Sandy, Re: Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, British Columbia Arya Engineering Inc. presents the following report providing the results of a geotechnical engineering study recently conducted to assess slope stability conditions at the Deasan Gravel Pit impacted by the Old Fort Landslide discovered on September 29, 2018. This report has been prepared to assist Deasan Holdings Ltd. with permit application to resume mining operations at the mine site. This report includes a summary of our field investigation program, laboratory tests results, numerical modelling of the subject slope and our comments and conclusions along with a proposed workplan for future mining operations. We trust this report contains the relevant information to meet your current requirements. Should additional information be required, please do not hesitate to contact our office. Sincerely, Arya Engineering Inc. Masoud Mohajeri, Ph.D., P.Eng., PMP Principal | Specialist Geotechnical Engineer

2020 Arya Engineering Inc

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

EXECUTIVE SUMMARY

February 21, 2020 File No.: 19Ͳ103ͲLM

At 5:30pm on September 29, 2018, initiation of tension cracks was noticed by Deasan Holdings Ltd. personnel on the south side of their gravel pit along a platform where sand and gravel materials were temporarily stockpiled. The subject area is located to the south of Fort St. John, to the north of the Old Fort Road, to the west of the Old Fort community and to the east of BC Hydro’s Site C Dam site. The following morning on September 30, 2018, a 10 m high escarpment was formed along the north side of the stockpiled platform. A deepͲseated rockslide about 50 m to the south side of the stockpiled platform was also discovered in the form of a 40 m high headscarp. The rockslide undermined a 60 m prominent coneͲshaped shale hill (located further south) which triggered a massive landslide that slowly travelled downslope impacting a corridor as wide as 300 m, passing the Old Fort Road and reaching the Peace River about 600 m southward from the 40 m high headscarp by October 8. Deasan was permitted by the Ministry of Energy, Mines and Petroleum Resources to build an access ramp to the subsided platform. Stockpiled material was removed in October 2018 for a few days, and again in March 2019. Aside from removal of stockpiled material during those months, Deasan has not been permitted to resume any new mining activities since September 30, 2018. Arya Engineering Inc. was retained on April 13, 2019 to assess slope stability conditions at the Deasan Gravel Pit area. This report has been prepared to assist Deasan with permit application to the Ministry to resume mining operations at the mine site. A desktop study of available geotechnical and geological information, topography, aerial photographs, previous study reports, and climate data was carried out. A site reconnaissance was conducted in April 2019. As part of site reconnaissance activities, the watershed was mapped by traversing the study area. The existing conditions were evaluated to identify past and potential slope failure indicators. Slope profile, surface water, drainage and vegetation conditions were evaluated during the site reconnaissance. A geotechnical drilling investigation was performed in June 2019 by advancing 84 m, 75 m and 56 m deep drillholes to assess subsurface ground and groundwater conditions. Laboratory testing was conducted on select samples to evaluate bedrock characteristics and strength parameters. Screening slope stability analyses were carried out to simulate preͲfailure and postͲfailure slope conditions. Evaluation of available precipitation records for the past 77 years suggests that 2018 can be considered a wet year. Seepage and wetness were also observed at several locations around the landslide area during field mapping in April 2019. Review of the photographs taken immediately after the landslide on September 30, 2019 reveals evidence of saturation and near surface groundwater levels along the outcrops comprising the 10 m high escarpment on the north side of the platform, and along the 40 m high headscarp located about 50 m to the south side of the platform, behind (north of) the shale hill. The above evidence supports existence of a high groundwater head at the time of the landslide. Comparison of preͲ and postͲ landslide LiDAR data indicates that an approximately 50 m wide strip between the south side of the platform and the 40 m deep headscarp has not exhibited a meaningful displacement or settlement. The existing line of straight trees along the crest of the 40 m high headscarp is additional evidence which supports the above observation. Ground conditions encountered at the stockpiled platform consist of granular fill, debris and deleterious material which was originally extended from approximate 622 m elevation (preͲfailure ground surface elevation) to 581.5 m elevation. In other words, the preͲlandslide depth of the fill material above bedrock was about 40.5 m, which was reduced to about 36 m after the landslide. The fill, debris and deleterious material was likely endͲdumped over the years, forming a loose deposit with possible voids formed during the dumping process. Based on this evidence, the current shale outcrop along the 10 m high escarpment along the north 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

side of the platform, has been the interface between the natural ground/bedrock and the fill to a depth of about 40.5 m. A shale outcrop can be observed along the crest of the 40 m high headscarp at about 50 m to the south edge of the platform which is only overlain by a thin layer of granular material and topsoil. This indicates that the bedrock under the platform likely has a concave shape which is filled with granular deposits, fill and debris. Slickensided shale was encountered at about 539 m elevation at the drillhole location on the platform. Slope stability analyses utilizing limit equilibrium methods were used for screening slope stability analysis. A representative 2Ͳdimensional slope section was prepared based on 2015 LiDAR data to model the preͲ landslide slope geometry. Two potential failure planes were defined to simulate failure at the 10 m high escarpment along the exposed bedrock/fill interface at the platform, and to simulate failure at the 40 m headscarp along a deep slip surface just behind (north of) the coneͲshaped shale hill. Both failure scenarios were extended as deep as 540 m elevation, where slickensided shale was observed during subsurface exploration. Subsurface stratigraphy and groundwater level were based on the conditions encountered during the geotechnical drilling investigation, observations taken during field mapping and site photographs taken immediately after the landslide. Strength parameters consisting of material unit weight, internal friction angle, and cohesion were selected based on laboratory test results, in conjunction with the available literature and reports for local material. Sensitivity analyses were performed to review slope stability conditions incorporating various rock strength parameters and groundwater levels. Results of slope stability modelling suggest that the preͲlandslide slope behind the 60 m high coneͲshaped shale hill had a marginal factor of safety against sliding along potential deepͲseated failure surfaces under static loading conditions. High precipitation records in 2018 suggest that infiltration of surface water had increased water head along the bedding planes and slinkensided zones, reducing the factor of safety below unity. Based on the analysis results, this mechanism could trigger deepͲseated sliding along a failure plane which is currently outcropped as a 40 m high headscarp, extending to a bedding plane/slikensided zone at an elevation of about 540 m, which undermined the coneͲshaped shale hill leading to progressive slope movement further downhill and to the south. It is expected that the fill material and the platform may have experienced a combination of lateral movement in the west and east directions, subsidence and possibly a rotational slide under the eccentric stockpiled loads just after the rockslide at the 40 m high headscarp location. Based on the analysis results, placement of the stockpiles could not have a meaningful contribution in triggering the landslide. Based on the available evidence, the slope failure along the 40 m high headsacrp to the north of the shale hill is expected to have first been triggered due to high waterhead. Based on the slope stability analysis results, a minimum setback of 120 m is required to provide a sufficient factor of safety against sliding to promote safe working conditions at the mine (i.e., minimum factors of safety of 1.5 and 1.1 under static and seismic loading conditions, respectively). Accordingly, a 10Ͳyear mining plan is proposed which includes considerations for this minimum setback, as well as surface water management and regular surveillance of the slopes and monitoring instruments. The current study has been conducted based on applicable national and provincial design codes and guidelines, and professional practice standards. Based on the findings of this assessment and provided that all the recommendations presented in this report are implemented, there are no reasonably conceivable geotechnical issues that would preclude resuming mining activities at the Deasan Gravel Pit. A 120 m setback from the existing slope crest is required for safe mining operations. It is important to note that the term “safe” as presented in the above statement should be understood in terms of tolerable geotechnical risk and does not constitute a guarantee.

2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

TABLE OF CONTENTS 1.0

INTRODUCTION ....................................................................................................................... 1

2.0

SCOPE OF WORK ...................................................................................................................... 1

3.0

PROJECT DESCRIPTION ............................................................................................................. 2

4.0

METHODOLOGY ....................................................................................................................... 3

5.0

DESKTOP STUDY ...................................................................................................................... 3

5.1

Background ............................................................................................................................... .. 3

5.2

Topography and Slope Geometry ............................................................................................... 3

5.3

Geology ............................................................................................................................... ........ 4

5.4

Previous Landslides ..................................................................................................................... 4

5.5

Aerial Photographs ...................................................................................................................... 5

5.6

Antecedent Precipitation ............................................................................................................ 5

6.0

FIELD MAPPING AND GEOMORPHOLOGY ................................................................................ 6

6.1

Watershed Area and Surface Runoff Patterns ............................................................................ 6

6.2

Subsurface Water ........................................................................................................................ 7

6.3

Changed Watershed Conditions ................................................................................................. 8

6.4

Surface Instabilities ..................................................................................................................... 8

6.5

Discussion on Field Mapping Results .......................................................................................... 8

7.0

FIELD INVESTIGATION .............................................................................................................. 9

7.1

Soil Logging ............................................................................................................................... 10

7.2

Rock Core Logging ..................................................................................................................... 10

8.0

LABORATORY TESTING........................................................................................................... 11

9.0

SUBSURFACE CONDITIONS ..................................................................................................... 12

9.1

DH19Ͳ1 ............................................................................................................................... ....... 12

9.2

DH19Ͳ2 ............................................................................................................................... ....... 12

9.3

DH19Ͳ3 ............................................................................................................................... ....... 13

10.0 SLOPE STABILITY ASSESSMENT – SCREENING LEVEL ANALYSIS ............................................... 13 10.1

General ............................................................................................................................... ....... 13

10.2

Slope Stability Back Analysis ..................................................................................................... 14

11.0 DISCUSSION AND CONCLUSIONS ........................................................................................... 16 12.0 PROPOSED FUTURE MINING PLAN ......................................................................................... 17 12.1

General ............................................................................................................................... ....... 17

12.2

2D Limit Equilibrium Slope Stability Analysis ............................................................................ 17

12.3

Proposed Plan and Recommendations ..................................................................................... 19

13.0 CLOSURE ................................................................................................................................ 20 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

LIST OF APPENDICES: APPENDIX A – Figures APPENDIX B – Photographs APPENDIX C – Drillhole and Instrumentation Location Plan and Logs APPENDIX D – Laboratory Tests Results APPENDIX E – Slope Sections APPENDIX F – Slope Stability Analysis Results APPENDIX G – Proposed Future Mining Plan APPENDIX H – Geomorphic Map APPENDIX I – Landslide Monitoring Workplan for Geotechncial Field Investigaiton Program APPENDIX J – Survery Results APPENDIX K – Interpretation and Use of Study and Report and Limitations of Liability

LIST OF TABLES: Table 1 – Fort St. John Annual Precipitation Table 2 – Material Strength Parameters (BackͲAnalysis Cases) Table 3 – Slope Stability BackͲAnalysis Cases and Results Table 4 – Material Strength Parameters (Future Mining Plan Cases) Table 5 – Slope Stability Analysis Results for Future Mining Plan Setback Determination

2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

1.0

INTRODUCTION

Arya Engineering Inc. (Arya) is pleased to present our geotechnical engineering assessment report for evaluating a landslide (the Landslide) discovered on September 29, 2018, located to the north of the Old Fort Road, on the south side of Fort St. John in British Columbia. The slide area is located on the north side of the Peace River valley and to the west of the community of Old Fort. Figure 1 in Appendix A shows the general location of the Landslide area. This report includes the results of a desktop study and field mapping carried out in April 2019, a subsurface field investigation program conducted in June 2019, and laboratory tests results. Commentary and conclusions are also provided, based on numerical analyses carried out on a simplified, representative model of the subject slope simulating possible landslide failure mechanisms. A proposed workplan for the future mining operations is also included in the report. The intent of this report is to provide recommendations to support continued mining operations. Attachments to this report include Figures in Appendix A, Photographs in Appendix B, a Drillhole and Instrumentation Location Plan and Logs in Appendix C, Laboratory Tests Results in Appendix D, Slope Sections in Appendix E, Slope Stability Analysis Results in Appendix F, a Proposed Future Mining Plan in Appendix G, a Geomorphic Map in Appendix H, a Landslide Monitoring Workplan for a Geotechncial Field Investigaiton Program in Appendix I and Survey Results in Appendix J.

2.0

SCOPE OF WORK

The scope of work for this assessment included the following: x x x x x x x x x

A desktop study of available geotechnical and geological information, topography based on available LiDAR data, aerial photographs, previous study reports, and climate data; A site reconnaissance to observe existing conditions to identify past and potential slope failure indicators with reference to slope profile, surface water and drainage, vegetation (trees), etc.; Preparation of a workplan including a proposed geotechnical field investigation and laboratory testing program and geotechnical field work; Preparation of a landslide monitoring workplan for the proposed field program; Geotechnical drilling investigation supervision to log and sample subsurface soils, bedrock and groundwater and to install instrumentation; Laboratory testing to evaluate bedrock characteristics and strength parameters; Conducting screening level slope stability analyses to simulate the preͲfailure slope conditions, and conducting sensitivity analysis for factors such as rock strength parameters and groundwater level; Preparation of a mining plan to address the effects of future mining activities on slope stability, and to provide required safe working setbacks considering slope conditions; and, Preparation of a geotechnical assessment report summarizing the findings of the geotechnical field investigation, laboratory test results, and engineering analysis along with our comments and recommendations and the proposed future mining plan.

Written authorization to proceed for this assignment was received from the Deasan Holdings Ltd. on April 13, 2019. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

3.0

PROJECT DESCRIPTION

At 5:30pm on September 29, 2018, Mr. Sandy Beech, president of Deasan Holdings Ltd. (Deasan), noticed the formation of tension cracks on the south side of the Deasan Gravel Pit (the Mine) along a platform (the Platform) at about 620 m elevation, where sand and gravel materials were temporarily stockpiled. All Mine personnel and equipment were immediately evacuated from the Platform. At 10:30pm, a relatively large ground settlement was observed in this area, and the Platform had subsided about 5.0 m by 1:00am on September 30. Mr. Beech and another worker from the Mine reported hearing trees breaking and rocks and debris falling on the south side of the Platform while it was dark. By 9:00am on September 30, the Platform surface had dropped about 10 m along a westͲeast subsidence interface as shown on Photograph 1 and Photograph 2 in Appendix B. On September 30, a 40 m high headscarp was also discovered (Photograph 7 in Appendix B). The slope downhill of the headscarp continued to move for several days following the initiation of the landslide, in the form of a massive landslide that slowly travelled downslope impacting a corridor as wide as 300 m, reaching the Peace River about 600 m southward from the headscarp as shown on Figure 1 in Appendix A, and Photograph 3 in Appendix B. As the initial earthflow movement extended downslope, the Old Fort Road pavement structure began to heave on September 30. The road was completely blocked by debris on October 1 (Photograph 4 in Appendix B). Cracks appeared in the pavement along Old Fort Road to the west side of the initial landslide corridor on October 2, and the road in this area was displaced about 2 m by October 6 (Photograph 5 in Appendix B). By October 8, the earthflow reached Peace River elevation and Old Fort Road moved approximately 15 m towards the south and southeast, as shown in Photograph 6 in Appendix B. The Old Fort Road, lifeline utilities, and one residential dwelling sustained severe damage and Old Fort residents were evacuated from the community on October 7, 2018. Deasan was permitted to build an access ramp to the subsided platform (the Lower Bench) as shown on Photograph 2 in Appendix B. Stockpiled material was removed in October 2018 for a few days, and later in March 2019. Aside from removal of stockpiled material during those months, Deasan has not been permitted to resume any new mining activities since September 30, 2018. Following the Landslide, Deasan retained the services of Tryon Land Surveying Ltd. to survey additional displacements at the Platform area on October 4, 5, 6, 7 and 8, 2018. The survey did not detect any meaningful displacement between October 4 and 8. Reference points and the survey results are included in Appendix J. The Platform displacement has been closely monitored since October 30, 2018 using the Ministry of Transportation and Infrastructure (MOTI) slope movement dashboard (https://geomosnow.leicaͲgeosystems.com). Ground displacements at Pit_REF_PP monitoring point are included in Appendix J. Pit_REF_PP location is shown on Figure 1 in Appendix I. The figures were downloaded from the MOTI dashboard on February 7, 2020 and present displacement distribution between October 31, 2018 until October 30, 2019 and October 30, 2019 until the date the graphs were downloaded as shown in Appendix J. No further ground movements have been recorded since the stations were installed. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

4.0

METHODOLOGY

A desktop study was carried out to review project background information, aerial photographs and antecedent precipitation records. Following the desktop study, field mapping, field investigations and a laboratory testing program were performed. The collected information was used to simulate preͲ landslide slope conditions and to carry out screening analyses to model several possible landslide failure scenarios. PostͲfailure landslide scenarios were also conducted to evaluate existing stability conditions at the Mine. The following includes a summary of the works completed.

5.0

DESKTOP STUDY

5.1 Background Arya has reviewed the following background information relevant to the Landslide: x x x

Emergency Landslide Assessment, Old Fort, BC, prepared by Westrek in November 2018 for Peace River Regional District (Westrek 2018); Peer review of Westrek Geotechnical Services’ Emergency Assessment of Old Fort Landslide, prepared by BGC in November 2018 for Peace River Regional District (BGC 2018); and, 2D resistivity survey for gravel and placer prospecting, Fort St. John, BC, prepared by Boreal Geosciences in June 2018 for Deasan Holdings Ltd (Boreal 2018).

Arya has also reviewed publicly available information from the Site C project near the landslide area. 5.2 Topography and Slope Geometry LiDAR data collected in 2015 and on October 25, 2018 was used to review preͲlandslide and postͲ landslide topography, respectively. The 2015 LiDAR data was purchased by Deasan from Clean Harbors Exploration Services’ office in Calgary. The October 25, 2018 LiDAR data was provided by the Peace River Regional District. Several cross sections were developed to compare preͲ and postͲ landslide geometries which are discussed further in this report. The preͲ and postͲ landslide topography and relevant sections evaluated are presented in Appendix E. The topography of the site consists of an undulating plateau surface occupied by the City of Fort St. John. The general slope crest is at about 640 m elevation, with slopes descending to a footslope colluvial apron positioned between 420 m to 500 m elevations. The valley bottom is occupied by the Peace River floodplain between 400 m to 420 m elevations. A creek flowing through the landslide area begins northwest of the Mine as shown on Figure 2 in Appendix A. Based on historical aerial photographs, the creek channel adjacent to the Mine has been backfilled with fill, spoil and debris for several years. Subsequently, the creek eroded a gully through the loose fill materials and formed marginally stable banks which have experienced several small and local failures over the years. Prior to the Landslide, a coneͲshaped shale hill (the Cone) with an approximate crest elevation of 600 m was located adjacent to the east bank of the creek, to the south of the Platform. The Cone almost completely collapsed during the Landslide event and the postͲlandslide ground elevation at the original Cone location is currently about 560 m elevation (refer to Section 1A and Section 4A in Figure 4 and 5 in Appendix E). 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Another prominent feature in this area is a shale ridge (the Ridge), located immediately east of the Cone. As shown on Section 8A in Figure 6 in Appendix E, the crest elevation of the Ridge was about 630 m prior to the Landslide. The Cone and the Ridge were separated by a small channel prior to the Landslide. Subsequent to the Cone failure, a relatively large failure shifted the Ridge crest about 30 m to the west to an approximate elevation of 615 m. The postͲfailure Cone and Ridge are shown in Photograph 7 in Appendix B (prior to complete failure of the Cone). Buffioux Creek is located to the east of the Landslide. This feature is deeply incised immediately south of Highway 97 and extends southward across a large alluvial fan located to the north of the Old Fort community, as shown in Figure 1 in Appendix A. 5.3 Geology The geology of the Peace River area has been studied near the Site C Dam project which is located about 4.0 km upstream of the Landslide location. Van Esch 2012 has presented the general bedrock and overburden geology of the Peace River valley near Fort St. John. However, site specific geology of the landslide area was not available at the time of preparation of this report. The general site geology is expected to consist of clayey glaciolacustrine materials overlaying gravel deposits which in turn overlay bedrock. Bedrock at the general landslide area is comprised of shale belonging to the Shaftesbury Formation. Shale of the Shaftesbury Formation is generally very to extremely closely fractured and moderately strong to extremely weak. Shale is exposed along the Buffioux Creek valley slopes, along the Lower Bench (of the subsided Platform), and across the slopes on the Cone and Ridge as shown in Figure 2 in Appendix A, and in Photograph 7 in Appendix B. In general, landslides in the Peace River Valley most commonly occur within the Shaftesbury Formation, a horizontally bedded marine shale, and within glaciolacustrine deposits of laminated silt and clay. Discontinuity shear strength of the bedrock is heavily influenced by valley rebound processes which form bedding planes, shear zones and relaxation joints. The project site is located in a region of relatively low seismic activity. Most of the seismic activity in the area is due to natural seismicity; however, seismic activity has also been attributed to high pressure water injection and hydraulic fracturing. The most recent large natural seismic event had a Magnitude of 5.7 on April 14, 2001 near Dawson Creek about 70 km from Fort St. John (Van Esch 2012). The horizontal peak ground acceleration at the project site for a seismic event with 1 in 2,475 year return period is 0.063g (NBCC 2015). Based on the available information, there was no recorded seismic activity immediately prior to the Landslide. 5.4 Previous Landslides The September 2018 Old Fort landslide is part of a larger preͲexisting landslide complex. While not well studied, it is easily identified and viewed on LiDAR imagery shown on Figure 3 in Appendix A (extracted from Westrek 2018). The preͲexisting landslide area can be divided into three main components: the west landslide, the earthflow, and the east landslide complex as shown on the map in Appendix H. It is our understanding that there has been no geochronology assessment of the existing landslide complex, and therefore the ages of the preͲexisting landslides have not been determined.

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

The Landslide is a deepͲseated bedrock slide, with translational movement in subͲhorizontal shales at about 540 m elevation. Figure 4A in Appendix C shows the inferred rockslide plane. Downslope of the initiation zone, the collapsed material evolved into an earthflow, first noted on September 30 on Old Fort Road and reaching the Peace River by October 8. LiDAR data revealed that between September 30 and October 8 the landslide velocity was about 60 m/day, abruptly slowing after October 8. The landslide ceased movement after October 16. The combined volume of the rockslide/earthflow is on the order of 5 M m3 (Westrek 2018 & BGC 2018). Cessation of movement was attributed by Westrek 2018 to reduction of pore water pressures in the mass; and, alternatively by BGC 2018, to volume transfer from top to toe, and gradual selfͲbuttressing. On October 2, the west landslide was reactivated with translational movement of 10 m to 15 m. 5.5 Aerial Photographs Available historical aerial photographs of the Old Fort landslide area taken between 1945 and 1990, and aerial photographs provided by Google Earth between 2007 and 2018, were reviewed. Westrek 2018 reported a detailed aerial photograph review which was also used as reference. The following is a chronological summary of relevant observations. Based on the aerial photograph review, the history of the gravel pit operations near the existing Mine dates at least back to 1945. The initial operations included mining beyond the north side of the Ridge. In the early 1960s, some gravel was excavated from a slope located east of the Mine below existing sewage lagoons. Mining operations continued towards the north in the late 1960s and early 1970s, and significant fill was placed along the channel where the existing creek flows through the landslide area on the northwest side of the Mine (discussed earlier in Section 5.2). In the late 1970s and early 1980s, fill placement expanded to an area between the Mine and the Ridge where the Platform was formed. Based on the available information, the Cone was comprised of shale with horizontal bedding planes and experienced small failures over the past decades. The Ridge is also comprised of shale with horizontal beddings as shown on Photograph 8 in Appendix B. The west side of the Ridge experienced several local and retrogressive failures for several decades. Westrek 2018 compared Google Earth images from April 2016 and May 2018 and showed that the extent of the local failures reached the Ridge crest in 2016 and a large tension crack was formed on the east side of the Ridge followed by a 70 m wide landslide in 2017, with the headscarp formation at the tension crack location. The landslide deposited at the toe of the ridge with little runout. The 2017 and 2018 Google Images also indicate southward movement on the Ridge. The south end of the Ridge has a long history of seepage causing erosion and small failures (Westrek 2018). 5.6 Antecedent Precipitation Daily precipitation likely had little influence on the Landslide activity, but longͲterm trends (i.e., 1Ͳyear or longer) are expected to have been influential. Climate data exists (Environment Canada) for the period 1942Ͳ2018. For the entire period of record (77 years), the top 10 rankings reflecting highest cumulative annual precipitation are shown in Table 1. The annual precipitation was calculated as the “year preceding September 30, 2018”. The annual data ranking identified 1957 (744.4 mm), 1997 (667.1 mm), 2011

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

(638.8 mm) and 2018 (638.5 mm), for the years previous to the September 29 event, as the wettest years, ranked 1, 2, 3 and 4, respectively. Considering the annual data, the 2nd Ͳ 6th ranked years have similar values. The annual precipitation prior to September 30, 2018 was in the upper 5 percentile of the historical record and, thus 2018 can be considered as a significantly wet year with reference to the historical record. Table 1 – Fort St. John Annual Precipitation (data from Fort St. John A Station) Precipitation Based on “Year Preceding September 30, 2018”

6.0

Rank

Year

Precipitation (mm)

1 2 3 4 5 6 7 8 9 10

1957 1997 2011 2018 1996 1972 1954 1994 2017 1971

744.4 667.1 638.8 638.5 631.3 620.7 601 590.1 589 581.9

FIELD MAPPING AND GEOMORPHOLOGY

A field visit was conducted on April 15 and 16, 2019. Cordilleran Geoscience was retained to field map the watershed area by traversing the road network and by identifying relevant topographic features across the study area in the north/south and east/west directions. The southwest watershed boundary could not be accurately mapped during site traversal due to private property access limitations and because the land is very flat. Within the Mine and Landslide areas, foot traverses were exploratory, following features like toe and crest of slope of the Platform escarpment and rockslide headscarp features and drainage paths. Surface instabilities outside the limits of the Landslide area were also followed and mapped. Observation waypoints were recorded on an iPad mini using Avenza PDF maps software and a georeferenced basemap downloaded from iMapBC. Observation sites were plotted at 1:5000 scale on a TRIM basemap from iMapBC. Raw waypoint observations and a largeͲscale geomorphic map showing field observations are included in Appendix H. 6.1 Watershed Area and Surface Runoff Patterns The Old Fort rockslide/earthflow initiation is attributed to high waterhead conditions driven by high antecedent precipitation in the year preceding the date of landslide initiation (September 29, 2018), as discussed in earlier sections. Abundant seepage was noted issuing from the east side of the escarpment along the Platform, as shown in Photograph 9 in Appendix B. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

The watershed area draining the plateau out to the escarpment crest on either side of the landslide complex is approximately 1.5 km2 (see appended map in Appendix H). North of the 240 Road the watershed divides are reasonably well defined by topographic crests of slope, while the southwest is poorly defined as the ground is very flat and access was not feasible due to private land restrictions. The southeast side of the watershed is also very flat but roads and manͲmade berms define the divide reasonably well. The 265 Road bisects the watershed and appears to have artificially increased the northern part of the watershed area by about 12 hectares, capturing west draining runoff in the east ditch of the road which supports no east/west draining culverts. Shallow groundwater seepage and springs are common within the watershed east of the 265 Road, likely due to the impermeable clayͲrich surficial glaciolacustrine parent material. These surface waters are collected by the local road system, and the east ditch flow is drained south to a pond at the head of a gully, located about 220 m south of 240 Road. The pond located at the head of the gully borders the west side of the Mine. Within the gully, small seeps were noted at the toe of the slope at several locations, but larger springs were not identified. North of 73rd Avenue, water on the west side of the 265 Road drains west away from the watershed. South of 73rd Avenue, water on the west side of the 265 Road drains south and/or southwest into a wetland complex formed on flat lying terrain at 640 m elevation. This wetland drains east into the west ditch on 265 Road, and the ditch then directs this water due south over the bank at the Peace River lookout. The east side of the watershed is 40 m higher than the west, standing at 680 m elevation. It is bordered by the City of Fort St. John sewerage lagoon complex also standing at about 680 m elevation and covering an area of about 46 hectares. Also, on the north side of 77th Avenue is the city’s snow storage lot, covering an area of 4 hectares. In the southeast part of the watershed there is a cluster of small ponds. These ponds drain west into the pit floor of the Mine, then south toward the slope on the east side of the Ridge and continue to the west side of the east landslide complex, which is very wet. In this area, abundant seepage was noted by Westrek 2018. Abundant seepage was noted in this same area during April 2019 field mapping activities, and a persistent water table was indicated by soil gley (grey colour from chemical reduction), and an oxidation profile located above this condition, resulting from a fluctuating water table (Photograph 9 in Appendix B). 6.2 Subsurface Water Boreal 2018 provided a 2D resistivity survey of the Mine with five lines, four arranged on the main level at the pit floor and a fifth on the level of the sewerage lagoons (Figure 4 and Figure 5 in Appendix A). They describe three main units: mudstone, overlain by sand and gravel, and capped by clayͲrich materials. In the west part of the Mine the gravels form a subsurface “paleochannel” but the gravels are inferred to be dry. The gravel shown on “Line 2” and “Line 3” is extended to as deep as about 560 m elevation. While on the southeast watershed divide, between the cluster of ponds and the City sewerage lagoons, the gravels are described as saturated. Given this elevated portion of the watershed area, this deeply saturated area must be recharged by surface waters originating from the pond cluster, and 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

possibly from sewerage lagoon leakage and/or unmapped paleochannels at depth. This deep saturation zone likely drains southwest toward the pit and feeds the abundant seepage area at the east side of the Platform escarpment (Figure 4 and Figure 5 in Appendix A). 6.3 Changed Watershed Conditions Based on a review of Google Earth imagery extending back to July 30, 2007, there appears to have been one significant change in the watershed initiated sometime between July 11, 2012 and May 18, 2015 (Figure 6 in Appendix A). A block of land bordering the west side of the 265 Road between 73rd Avenue and 77th Avenue has been converted from farmland to building lots. This development is on a slight slope and required cut and fill construction, capping with gravels, and extensive perimeter ditching. Anecdotal information relayed by Deasan indicates that subsequent to the development there were some flooding and erosion concerns located on lots downslope of the prepared building lots, and that some remedial measures were required. Details regarding flooding and erosion were not available to us during preparation of this assessment, but this information would be valuable in assessing factors contributing to the Landslide. 6.4 Surface Instabilities Shallow surface instabilities, or slumps, were noted in several areas during field mapping in April 2019. These features are attributed to clayͲrich overburden soil affected by seepage. On 77th Avenue, just west of the 265 Road, there is a 150 m wide slump on the north side of a newly developed piece of land. Just north of 73rd Avenue, there is a 150 m wide slump bordering the 265 Road, also in newly developed land. Within the storm sewer gully on the west sidewall there are two 40 m to 75 m wide, relatively recent slumps approximately 10 to 20 years old, based on the approximate age of forest regeneration (refer to Geomorphic Map in Appendix H). There are also several spoonͲshaped features indicating older slump activity, such as the bowl off the southeast side of the Peace Lookout mentioned by Westrek 2018. The most extensive surface instability extends along a 425 m distance north/northwest on the east side of the Mine. In this area there are a series of arcuate scarps and active tension cracking involving both settlement and lateral shear (refer to Geomorphic Map in Appendix H). At the north side of the most prominent slump, a north/south oriented linear rottedͲwood slash pile has been displaced a 10 m distance in a westerly direction (waypoint observations item number 100 in Appendix H). This unstable area is directly connected to the cluster of surface ponds on the southeast side of the watershed. 6.5 Discussion on Field Mapping Results The Old Fort Landslide complex is fed by a surface catchment of approximately 1.5 km2. However, given the Quaternary geology of the study area, including the potential for buried gravel paleochannels, the subsurface catchment is likely very different from the surface catchment. Without a detailed groundwater flow model covering a much wider area than the 1.5 km2 surface catchment, it would be very difficult to be confident about groundwater sources affecting the Old Fort Landslide complex. As shown on the geomorphic map appended in Appendix H, and based on the available information reviewed as part of this assessment, the following is evident: that surface water from the west side of 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

the 265 Road is directed south off the slope at the Peace Lookout, that fresh surface erosion gullies feed directly into the top of the west landslide, and that these sources of surface water contributed in triggering the recent Landslide occurrence. What is less clear, but possible, is that land development west of the 265 Road and between 73rd Avenue and 77th Avenue may have altered/accelerated surface drainage and contributed to this instability. The gully feature west of the Mine and fed by the 265 Road east ditch did not show any anomalous erosion or surface instability in areas upslope of the Platform escarpment or on the west sidewall bordering the landslide. The wettest part of the catchment area, both at the surface and subsurface, is toward the southeast. At the watershed divide in this area, there is a cluster of ponds that drain directly into an active slump area, and then into the pit floor. The surface water then drains south through the pit to discharge to the east side of the Ridge. Westrek 2018 reported extensive seepage from the 10 m high escarpment on the Platform in this area, and this same area was wet during field mapping in April 2019. Deasan notes that this area is persistently wet. The presence of subsurface soil redox alteration (gley/oxidation) supports these observations. Resistivity mapping infers that beneath the west side of the pit area, gravels at depth appear dry, while at 30 m to 80 m depth below the southeast watershed divide, gravels are saturated. Thus, these observations suggest that the source of water contributing to the 2018 Old Fort rockslide/earthflow is derived from this source, likely flowing southwesterly into the escarpment on the Platform. Due to the possible presence of paleochannels throughout the subsurface, the subsurface catchment area might be larger than evident at surface. It is possible that recharge sources beyond the surface watershed originate from sewerage lagoon leakage and/or from the city snow storage lot. 2018 was a wet year, ranking 4th of the 77Ͳyear record, where the 2nd Ͳ 4th ranked years have similar values. In that time period, the topography of the plateau surface underlying the Old Fort landslide watershed has been progressively modified by urbanization and industrialization. Removal of forest to create farmland, and gradual conversion of farmland to urban/industrial landscape results in changes in snow interception, snowmelt, evapotranspiration, and an increased rate of runoff. Thus, precipitation amount, used as a correlate for groundwater recharge, cannot reliably be directly compared from one decade to another. With this fact in mind, 2018 was a very wet year; that previous years (1957, 1997, 2011) were somewhat wetter does not alone support the idea that if precipitation amount were the only triggering factor, then the landslide should have happened in 1957, 1997 or 2011, and not in 2018.

7.0 FIELD INVESTIGATION A geotechnical drilling investigation was conducted from June 4 until June 27, 2019. The field investigation included drilling about 84 m, 75 m and 56 m deep drillholes at DH19Ͳ1, DH19Ͳ2 and DH19Ͳ 3 locations, respectively. Two nested standpipe piezometers, a vibrating wire piezometer and an inclinometer were installed. Drillhole and instrumentation locations, drillhole logs and core photographs are included in Appendix C.

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

The drillholes were advanced using a trackͲmounted drillrig owned and operated by Geotech Drilling. The drillholes extended to target depths using mudrotary and diamond core drilling methods. Sampling was completed by using a wireline triple tube PQ core barrel. Drilling was completed using water and polymer drilling fluids as required based on the ground conditions. Arya provided continuous supervision of drilling. Geotechnical logging of soil, rock and groundwater conditions, sample collection, and core photography were conducted immediately after the cores were retrieved. Recovered soil and rock core were placed in core boxes and select samples were submitted for laboratory testing. Underground utility locates were provided through a BC One Call submission. Sampling and logging procedures for the investigation were as follows: x x x x

7.1

Soil and bedrock stratigraphy and groundwater depths were logged for each of the drillholes; Continuous soil and rock coring and core photography were conducted and recovered samples were placed in core boxes; A total of 10 core samples were obtained for laboratory testing; and, Drillholes DH19Ͳ1 and DH19Ͳ2 were completed as nested standpipe piezometers and DH19Ͳ3 was completed as a single standpipe piezometer for water level monitoring. A vibrating wire piezometer was installed at DH19Ͳ3 location. An inclinometer casing was installed in DH19Ͳ2. Soil Logging

Visual classification of soil units was completed by an Arya field engineer according to the Unified Soil Classification System (UCSC), based on examination of material retrieved during soil coring. Soil descriptions and classifications are included in the drillhole logs in Appendix C. 7.2

Rock Core Logging

As a part of the subsurface exploration, the following data was collected or calculated during drilling for the assessment of rock mass properties (ISRM 1978): x x x x x x

Core recovery length (m); Rock quality designation (RQD) length (m); Number of discontinuities; Average joint condition; Strength grade (R); and, Weathering grade.

The following data was collected when logging individual discontinuities within the rock core runs: x x x x x x x

Depth to discontinuity, along core axis (m); Discontinuity type; Angle to core axis (o); Number of discontinuity sets; Discontinuity aperture; Infilling type and strength (R); and, Joint roughness coͲefficient (JRC).

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Geologic drillhole logs describing the lithologies, features of geological and geotechnical note, and conditions encountered during drilling were prepared by an Arya field engineer (refer to Appendix C). The main lithology type intercepted by the drillholes was shale, which is consistent with the bedrock geology discussed previously in Section 5.3. The rock core retrieved during the drilling investigations were boxed and are currently stored by Deasan in secure, dry storage for future access and review by Arya. Rock cores will be stored for a duration as agreed upon by Deasan. Rock samples were disposed after testing.

8.0

LABORATORY TESTING

Representative rock samples were selected by an Arya field engineer and sent for laboratory testing to Golder Associates Ltd. (Golder) laboratory in Burnaby specializing in the requisite testing. Laboratory testing reports are provided in Appendix D. Specific tests on rock samples from each hole comprised the following: x x x x x x

Based on the UCS test results, unconfined compressive strength of fresh shale on sample collected at depth of about 50 m retrieved from DH19Ͳ1 was reported to be 240 kPa. Elastic modulus and Poisson’s ratio of the material were reported to be 50 MPa and 0.46, respectively. UCS test results on intact shale retrieved from a depth of about 75 m at DH19Ͳ1 was reported to be as high as about 12 MPa. UCS test results on a shale sample collected at a depth of about 11 m at DH19Ͳ3 location was reported to be 380 kPa with an elastic modulus of 30 MPa and Poisson’s ration of 0.36. Based on the triaxial test results performed on a shale samples collected at depth of about 25 m and 64 m, the lowest cohesion and internal friction angle of intact rock evaluated from HoekͲBrown and equivalent Mohr Coulomb criteria was about 2.1 MPa and 35 degrees, respectively. Based on the UCS and Triaxial test results, it was concluded to use conservative values of 250 kPa and 35 degrees for cohesion and internal friction angle of fresh shale, respectively. For weathered shale, only internal friction angle of material is considered in the analysis. Direct shear test results were performed to evaluated residual shear strength of the bedrock material along slickensided zones. Based on the test results, the internal friction angle of about 16.5 degrees was evaluated for confining stress level corresponding to the slickensided zone encountered at 540 elevation (the highest normal stress tested). 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

9.0

SUBSURFACE CONDITIONS

The following is a summary of the subsurface conditions encountered at the drillhole locations. Detailed drillhole logs and core photographs are presented in Appendix C. 9.1

DH19Ͳ1

DH19Ͳ1 was advanced at the Lower Bench at about 617.3 m elevation about 60 m to the south of the 10 m high, Platform escarpment. Grey, cobbly, coarse grained, subͲrounded gravel with occasional sequence of gravelly clay, gravelly sand, conglomerated pieces, debris and decomposed shale, wood pieces and plastic and metal waste were encountered at the drillhole location. The material was inferred to be fill and extended to a depth of about 35.8 m (approximate 581.5 m elevation) below the postͲ landslide Platform elevation. Advancing conventional soil consistency soundings, such as Standard Penetration Testing (SPT), was not considered practical due to the existence of coarse gravel and large debris; however, the material was inferred to be dense to very dense based on drilling and coring advancement. The granular fill was underlain by bedrock at about 581.5 m elevation. The bedrock generally consisted of very fineͲgrained medium to dark grey shale. The grain size was difficult to discern optically; therefore, appeared to be in the subͲ75 Pm range and was generally, fairly uniform. The shale was deposited horizontally in a marine environment and was fissile and cleave along a generally horizontal bedding orientation and particularly prone to shearing. The rock was nonͲcalcareous and disaggregated upon exposure to water. Bedrock consisted of quartz, possible feldspar, various clay mineral species and mica, based on a preliminary optical examination. Decomposed and jointed shale was observed between 571 m and 558.7 m elevations. Thin Interbeds of sandstone and siltstone were encountered between 545 m and 542 m elevations. Distinct slickensided shale was encountered between 539.2 m and 538.7 m elevations. The drillhole was terminated at a depth of about 83.9 m at 533.4 m elevation, after several fresh, strong shale runs were encountered. Two nested standpipe piezometers were installed for groundwater monitoring. The first standpipe piezometer screen was placed at the bottom of the drillhole between 533.5 m and 539.3 m elevations (depth of about 78 m to 83.8 m). Groundwater level was measured in this piezometer to be about 44.9 m below the ground surface (572.4 m elevation) on June 27, 2019. The second standpipe piezometer screen was installed between 585 m and 590 m elevations. Groundwater level was measured in this piezometer to be about 27.2 m below the ground surface (about 590.1 m elevation) on June 27, 2019. 9.2

DH19Ͳ2

DH19Ͳ2 was advanced at the Upper Bench (Photograph 1 in Appendix B) at about 625 m elevation about 100 m to the north of the 10 m high, Platform escarpment adjacent to an existing scale. This area was not impacted during the Landslide. Brown, sandy gravel was encountered at the drillhole location. The material was about 2.0 m thick and was inferred to be fill. The fill material was underlain by shale bedrock at about 623 m elevation. The shale was generally horizontally bedded, fresh and strong. The drillhole was terminated at a depth of about 74.4 m at 550.6 m elevation after several fresh, strong shale runs were encountered. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

An inclinometer casing was installed to the bottom of the drillhole. Reference readings were measured on July 4, 2019. The readings are included in Appendix C for future reference. A standpipe piezometer was installed at 556 m elevation for groundwater monitoring. Groundwater level was measured to be at the ground surface at about 625 m elevation on June 27, 2019 and July 4, 2019. 9.3

DH19Ͳ3

DH19Ͳ3 was advanced on the north side of Old Fort Road at about 495 m elevation. Most of the Landslide debris had been removed from the area at the time of the drilling program but the 6.75 m thick, dark brown clay mixed with cobbleͲsized shale particles encountered at the drillhole location was inferred to be the remaining extent of the Landslide debris. This material was underlain by a mix of weathered, crushed, brecciated shale with 1.5 m thick clayey sand and 1 m thick tillͲlike material with rounded gravel to a depth of about 31.8 m. It is envisioned that the material has been displaced during a landslide; although Arya did not attempt to determine the date of the associated slide. A vibrating wire piezometer was installed at 441 m elevation for groundwater monitoring. Groundwater level was measured to be about 11.7 m below the ground surface (about 483.3 m elevation) on June 27, 2019. A standpipe piezometer also installed at about 463 m elevation at the interface of the crushed shale and fresh, strong shale. Groundwater level was measured to be about 20.3 m below the ground surface (about 475 m elevation) on June 27, 2019.

10.0 SLOPE STABILITY ASSESSMENT – SCREENING LEVEL ANALYSIS 10.1

General

Determining the nature of the 2018 landslide is very complex, as determining subsurface ground and groundwater conditions and materials strength parameters require an extensive field and laboratory investigation program and a comprehensive hydrogeology study. Arya has conducted a 2Ͳdimensional, screening slope stability analysis to study sensitivity of a representative slope section to different parameters such as materials strength parameters, groundwater level and surcharge loads. As shown in Appendix E, several sections were plotted to compare preͲlandslide and postͲlandslide ground surface profiles based on 2015 and October 25, 2018 LiDAR data, respectively. Sections 1A and 4A indicate that the ground subsidence at the Platform occurred within an approximately 120 m wide strip, as taken from the 10 m escarpment on the Platform to the south (Figure 4 and Figure 5 in Appendix E). The preͲlandslide and postͲlandslide ground surface profiles prepared from 2015 and 2018 LiDAR data, respectively almost match perfectly for a distance of about 40 m to 50 m to the north of the 40 m high headscarp. As shown in Photograph 10 in Appendix B, the remaining trees along the 40 m high headscarp slope crest are straight and didn’t exhibit any sign of tilting during the Landslide event, while a large stockpile of trees located along the 40 m headscarp slope toe, followed the rockslide failure downhill. The Platform has been monitored since September 30, 2018 and no further ground movements have been recorded or observed; however, the slope downhill of the Platform continued to move until October 8, 2018 at an approximate rate of 60 m/day.

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

The above observations suggest that the Platform has not moved southwards and that the Landslide was initiated along the 40 m headscarp immediately behind the Cone. Ground conditions encountered at the Platform consist of granular fill, debris and deleterious material which was originally extended from approximate 622 m elevation (the Platform ground surface elevation) to 581.5 m elevation. In other words, the preͲlandslide depth of the fill material above bedrock was about 40.5 m, which was reduced to about 36 m after the landslide. The fill, debris and deleterious material was likely endͲdumped over the years, forming a loose deposit with possible voids formed during the dumping process. Based on this evidence, the current shale outcrop along the 10 m high escarpment along the north side of the platform, has been the interface between the natural ground/bedrock and the fill to a depth of about 40.5 m. Shale outcropping can be observed along the crest of the 40 m high headscarp about 50 m to the south edge of the platform which is only overlain by a thin layer of granular material and topsoil (Photograph 8C in Appendix B). This indicates that the bedrock under the Platform likely has a concave shape which is filled with granular deposits, fill and debris. Slickensided shale was encountered at about 540 m elevation at the drillhole location on the Platform. Figure 4A in Appendix C portrays the general preͲ and postͲ Landslide subsurface profile and the inferred rockslide plane discussed above. The postͲlandslide ground surface profile as illustrated in Sections 1C, 2C and 3C in Appendix E seem to have subsided about 5 m relatively uniformly following a similar postͲfailure ground surface geometry. Sections 8A, 9A and 9B in Appendix E indicate that the crest of the Ridge has shifted about 20 m towards the west. Section 11A suggests slope failure along the east side of the Ridge (Photograph 11 in Appendix B). None of the slope profiles to the east of the Platform (Sections 6C to 13C) show any evidence of a major slide or ground deformation between 2015 and October 25, 2018. 10.2

Slope Stability Back Analysis

A commercially available limit equilibrium slope stability analysis software (Slope/W 2018 developed by GeoStudio) was used for screening slope stability analysis. A representative 2Ͳdimensional slope section was prepared based on the 2015 LiDAR data to model the preͲlandslide slope geometry as shown in Appendix F. Two potential failure planes were defined to simulate a failure surface along the 10 m high escarpment at the Platform and a 40 m high headscarp just behind the Cone, both extending as deep as 540 m elevation. The location of the representative section is shown in Figure A4 in Appendix C. Subsurface stratigraphy and groundwater level was based on the conditions encountered during the geotechnical drilling investigation, observations taken during field mapping and review of site photographs. Strength parameters consisting of material unit weight, internal friction angle, and cohesion were selected based on laboratory test results as discussed earlier, in conjunction with the available literature and reports for local material. A sensitivity analysis was carried out for a range of material parameters along the slip planes and for different groundwater levels. Residual strength parameters were considered for the slickensided zones.

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

The MorgensternͲPrice method was selected for this analysis. This method divides a potential slope failure mass into a series of small vertical slices and then calculates the driving and resisting forces within each slice. The total driving and resisting forces for the slope are determined by integrating the respective forces. A Factor of Safety for a potential failure mass is then calculated using the ratio of total driving and total resisting forces. The computer program can allow for a search of critical failure surfaces by calculating the Factors of Safety of potential failure surfaces through the specified boundaries. Table 2 shows a summary of the modelled subsurface stratigraphy and the strength parameters. Sensitivity analysis was conducted using a range of soil parameters for the slickensided zone (i.e., internal friction angle range of 9o to 16.5o) and it was noticed that an internal friction angle of 13o would designate a potential failure plane along the 40 m headscarp undermining the Cone at 540 m elevation, as marginally stable. This parameter is reasonably consistent with the test results from direct shear test results presented in Appendix D. A reference groundwater level was established using the groundwater level measurements at DH19Ͳ1 and DH19Ͳ2 and the information available from the site photographs taken just after the Landslide (Photographs 12 and 13 in Appendix B). Then a sensitivity analysis was carried out with different groundwater levels relative to the established reference line. Table 3 presents the summary of the screening back analysis including cases, assumptions and results. Analysis results are included in Appendix F. Table 2 – Material Strength Parameters (BackͲAnalysis Cases) Subsurface Layer Description

Unit Weight (kN/m3)

Cohesion (kN/m2 )

Internal Friction Angle (o)

Gravel (Fill)

Gravel

Weathered Shale

Decomposed/Jointed Shale, Sheared Zone

Shale, Fresh, Medium to Strong

24.5

250

Shale with Sandstone & Siltstone Interbeds

24.5

250

Slickensided Shale

Analysis results indicate that a potential failure plane along the 40 m headscarp undermining the Cone at 540 m elevation is marginally stable and the factor of safety against sliding will become unity if the waterhead reaches 573 m elevation. This potential failure mode is independent from stockpile loads on the Platform. The analysis results show that, under similar conditions, and even with higher waterhead conditions and stockpile surcharge loads, the Platform will maintain a factor of safety greater than 1.1. Comparison of the factor of safety of the Platform with and without surcharge loads also indicates that the addition of the stockpile surcharge load only slightly reduces the factor of safety of the Platform, and the factor of safety against sliding for the Platform does not drop below 1.1. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Following the Cone failure, the slope geometry changed. A new geometry was modelled to assess postͲ failure slope stability conditions. Based on the analysis results, the factor of safety of the Platform with surcharge loads reduced below 1.1, immediately after the Cone failure. Removal of the stockpiles increased the factor of safety of the Platform to about 1.15 even under a high waterhead. The above sensitivity analysis results explain that the rockslide at the 40 m high headscarp was triggered while the Platform with the stockpile surcharge load maintained its stability. The results also explain that the Cone failure was triggered regardless of the mining activities on the Platform. Table 3 – Slope Stability BackͲAnalysis Cases and Results Analysis Case No.

Slope Condition

Geometry

Failure Mode

GWL behind the Cone (m)

Factor of Safety

PreͲLandslide

Slope with the Cone

Cone

573

1.03

PreͲLandslide

Slope with the Cone

Cone

580

0.98

PreͲLandslide

Slope with the Cone

Cone

583

0.95

PreͲLandslide

Slope with the Cone

Platform Ͳ With Surcharge

573

1.13

PreͲLandslide

Slope with the Cone

Platform Ͳ With Surcharge

580

1.12

PreͲLandslide

Slope with the Cone

Platform Ͳ With Surcharge

583

1.12

PreͲLandslide

Slope with the Cone

Platform Ͳ Without Surcharge

573

1.21

PreͲLandslide

Slope with the Cone

Platform Ͳ Without Surcharge

580

1.20

PreͲLandslide

Slope with the Cone

Platform Ͳ Without Surcharge

583

1.19

PostͲLandslide

Slope without the Cone

Platform Ͳ With Surcharge

573

1.10

PostͲLandslide

Slope without the Cone

Platform Ͳ With Surcharge

580

1.08

PostͲLandslide

Slope without the Cone

Platform Ͳ With Surcharge

583

1.07

PostͲLandslide

Slope without the Cone

Platform Ͳ Without Surcharge

573

1.18

PostͲLandslide

Slope without the Cone

Platform Ͳ Without Surcharge

580

1.16

PostͲLandslide

Slope without the Cone

Platform Ͳ Without Surcharge

583

1.15

11.0 DISCUSSION AND CONCLUSIONS Results of slope stability modelling suggest that the preͲlandslide slope behind the 60 m high shale Cone had a marginal factor of safety against sliding along potential deepͲseated failure surfaces under static loading conditions. High precipitation records in 2018 suggest that infiltration of surface water had increased waterhead along the bedding planes and slinkensided zones, reducing the factor of safety below unity. Based on the analysis results, this mechanism could trigger deepͲseated sliding along a failure plane which is currently outcropped as a 40 m high headscarp slope, extending to a slikensided zone at an elevation of about 540 m, which undermined the Cone.

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Comparison of the preͲ and postͲ landslide LiDAR data indicates that a 50 m strip to the south of the Platform behind the 40 m high headscarp didn’t exhibit a meaningful displacement or settlement. The existing line of straight trees along the crest of the 40 m high headscarp further supports the above observation. The fill material and the platform may have experienced a combination of lateral movement in the west and east directions, subsidence and rotational slide under the eccentric stockpiled loads just after the slope failure along the 40 m high headscarp behind the Cone was triggered. Based on the analysis results, placement of the stockpiles could not have a meaningful contribution in triggering the Landslide. Based on the available evidence, the slope failure along the 40 m high headsacrp to the north of the Cone is expected to have first been triggered due to a high waterhead.

12.0 PROPOSED FUTURE MINING PLAN 12.1

General

Based on the resistivity survey results reported in Boreal 2018 (Figure 4 and Figure 5 in Appendix A), Deasan intends to resume and continue mining activities for another 10 years. The general geomorphology and the previous landslide history at the project site indicate that a comparable phenomenon could potentially occur in the future if similar or other triggering mechanisms are developed. Considering the size of the landslide area, and the deepͲseated nature of an expected future landslide, conventional engineering solutions for slope stabilization may not be practical to control the triggering mechanisms in consideration of natural sources such as precipitation or earthquake. It should be noted that the potential future failure may be triggered regardless of the mining activities if conditions change. Hence, the following sections describe slope stability analysis conducted of the current slope conditions, and recommendations necessary to avoid generating adverse impact on the stability of the existing geometry of the landslide complex. Recommendations include sufficient working setbacks from potentially unstable terrain, and a 10Ͳyear surface water management and mining plan. 12.2

2D Limit Equilibrium Slope Stability Analysis

TwoͲdimensional, limit equilibrium slope stability analysis was carried out following similar procedures as discussed in Section 10.2. The existing slope geometry (postͲlandslide geometry) along the referenced cross section was used to assess factor of safety against sliding for the Mine to establish a sufficient setback for the proposed mining activities. A factor of safety of 1.5 was considered as reference to determine a minimum required setback. Groundwater level was modelled based on observations shown in Photograph 12 and Photograph 13 in Appendix B and groundwater levels encountered at DH19Ͳ1 and DH19Ͳ2 as shown in drillhole logs in Appendix C. The horizontal seismic acceleration coefficient for a seismic event with 1 in 2,475 year return period is 0.063g at the project site (NBCC 2015). For simplicity, the vertical seismic acceleration coefficient was considered to be zero. A pseudoͲstatic analysis approach was used to introduce seismic loading in the slope stability analysis. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Shale was encountered at DH19Ͳ2 location about 2 m below the existing ground surface. As discussed in Section 8, weathered shale parameters were used for the analysis to evaluate a conservative setback for the proposed mining activities. The material strength parameters used in the analysis are shown in Table 4. Table 4 – Material Strength Parameters (Future Mining Plan Cases) Subsurface Layer Description

Unit Weight (kN/m3 )

Cohesion (kN/m2 )

Internal Friction Angle (o)

Gravel

Weathered Shale

Shale, Fresh, Medium to Strong

24.5

250

Shale

Based on the analysis results, factor of safety against sliding for a potential failure plane passing the DH19Ͳ2 location where an inclinometer and a piezometer are installed was 1.84 and 1.32 under static and seismic loading conditions, respectively. The existing Platform has a factor of safety of 1.15 to 1.18 depending on the groundwater level. A potential failure at the Platform may be triggered as a result of the Ridge failure, a design seismic event or a much higher groundwater level. Hence, a worstͲcase scenario was considered to evaluate a safe setback for mining activities; and, postͲfailure condition of the Platform was modelled. Factor of safety for a potential failure plane with a 120 m setback from the 10 m escarpment was 1.6 and 1.36 under static and seismic loading conditions. Therefore, even failure of the Platform may not necessarily trigger a massive landslide at the Mine site beyond the 120 m setback. The analysis results are shown in Appendix F and summarize in Table 5 below. Table 5 – Slope Stability Analysis Results for Future Mining Plan Setback Determination Analysis Case No. Loading Condition

Geometry

Failure Mode

GWL (m)

Factor of Safety

Static

Slope with Platfom

Mine with Surchage at 120 m Setback

583

1.84

Seismic

Slope with Platfom

Mine with Surchage at 120 m Setback

583

1.32

Static

Slope without Platfom

Mine with Surchage at 120 m Setback

583

1.60

Seismic

Slope without Platfom

Mine with Surchage at 120 m Setback

583

1.36

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

12.3

February 21, 2019 File No.: 19Ͳ103ͲLM

Proposed Plan and Recommendations

Figures 1 to 6 in Appendix G present a proposed 10Ͳyear mining plan. The plan includes expected progress in cut and fill and the required surface water management considerations for years 0Ͳ2, end of year 3, end of year 7 and a final plan. A 120 m setback was considered for placing overburden material and is shown on the plans. No permanent or temporary stockpile of material should be placed within a 120 m radius from the edge of the Platform. All excavation and fill slopes should be as flat as 2H:1V (about 26.5 degrees). The ground surface should be graded a minimum of 1% towards preͲdetermined discharge channels to promote positive drainage as shown on the plans. It is recommended that the MOTI slope movement dashboard be monitored regularly to review any meaningful slope movements. It is also recommended that a quarterly surveying plan be set up to monitor the slopes and the inclinometer installed at DH19Ͳ2 location. A semiͲannual condition assessment is required to monitor the east side slope, the Ridge and the Lower Bench conditions in March and October. Haul roads can be extended beyond the 120 m setback as the transportation traffic is considered transient loading and after stabilizing the 10 m escarpment slope as recommended in the proposed mining plan, a minimum setback of 15 m from the existing escarpment crest should be delineated and all the traffic be kept beyond the 15 m setback. The mining plan should remain as a live document and should be adjusted depending on variable conditions that develop as mining activities progress. The current study has been conducted based on applicable national and provincial design codes and guidelines, and professional practice standards. Based on the findings of this assessment and provided that all the recommendations presented in this report are implemented, there are no reasonably conceivable geotechnical issues that would preclude resuming the mining activities at the Deasan Gravel Pit. A 120 m setback from the existing slope crest is required for safe mining operations. It is important to note that the term “safe” as presented in the above statement should be understood in terms of tolerable geotechnical risk and does not constitute a guarantee. 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

13.0 CLOSURE The services provided by Arya Engineering Inc. are subject to the terms and conditions set out in the “Interpretation and Use of Study and Report and Limitations of Liability”, which is attached in Appendix K and incorporated herein for reference. Recommendations presented herein are based on the geotechnical evaluation and findings of the geotechnical investigation completed between May and September 2019. The material presented in this report reflects Arya’s best judgement based on the information that was available to Arya at the time of preparation of this report. This report has been prepared for the exclusive use of Deasan Holdings Ltd. for mining permit application described within this report. This report remains the property of Arya Engineering Inc. Any use of this report by third parties, or any reliance on or decisions made based on it are the responsibility of such third parties. Arya accepts no responsibility, if any, suffered by any third party as a result of decisions made or actions taken based on this report. All the recommendations provided in this report are intended to mitigate the future landslide risks and not to eliminate or completely avoid them. Potential landslide risks have been discussed with Deasan Holdings Ltd. Arya has been instructed that Deasan is prepared to accept the residual risk after implementing all the engineering recommendations presented in this report and is prepared to waive any liability or claim against Arya. We trust this report provides you with the information required at this time, and we appreciate the opportunity to be of service on this project. If you have any questions regarding the report, please do not hesitate to contact our office.

Yours Sincerely, Arya Engineering Inc.

&ĞďƌƵĂƌǇ Ϯϭ͕ ϮϬϮϬ Masoud Mohajeri, Ph.D. P.Eng., Principal |Specialist Geotechnical Engineer

Reviewed by Farid Emadi, P.Eng. and Benjamin Tomasz, P.Eng. for Quality Assurance

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

REFERENCES APEGBC. (2010). Guidelines for Legislated Landslide Assessments for Propsed Residential Developments in BC. Association of Professional Engineers and Geoscientists of British Columbia. BC Ministry of Energy and Mines. 2011. Compilation of Geological Survey of Canada: Surficial Geology Maps for NTS 94A and 93P. Geoscience BC Map 2011Ͳ08Ͳ1. http://www.geosciencebc.com/s/Report2011Ͳ08.asp (accessed August 18, 2019). Canadian Geotechnical Society, 2006. Canadian Foundation Engineering Manual, 4th Edition. S.L. Barbour et al. BiTech Publishers Ltd: Richmond. Government of Canada, Agriculture and AgriͲFood Canada. 1986. Soils of Fort St. JohnͲDawson Creek Area, Soil Survey Report No 42. http://sis.agr.gc.ca/cansis/publications/surveys/bc/bc42/index.html (accessed August 18, 2018). Government of Canada, Environment Canada. 1942Ͳ2018 Historical Data Ͳ Climate. https://climate.weather.gc.ca/historical_data/search_historic_data_e.html (accessed August 24, 2018). Government of Canada, Natural Resources Canada. Determine 2015 National Building Code of Canada seismic hazard values. http://www.earthquakescanada.nrcan.gc.ca//hazardͲ alea/interpolat/index_2015Ͳen.php (accessed August 24, 2018). GEOͲSLOPE International Ltd. Stability Modeling with SLOPE/W. 2018 Mathews, W.H., 1963. Quaternary Stratigraphy and Geomorphology of the Fort St. John Area, Northeastern British Columbia. Department of Mines and Petroleum resources, Victoria BC. Stott, D.F., 1982. Lower Cretaceous Fort St. John Group and Upper Cretaceous Dunvegan Formation of the foothills and plains of Alberta, British Columbia, District of Mackenzie and Yukon Territory, GSC Bulletin 328. Van Esch KJB, 2012. Failure Behaviour of Bedrock and Overburden Landslides of the Peace River Valley near Fort St. John, British Columbia, Master of Applied Thesis, Queens's University. International Society for Rock Mechanics Commission on Standardization of Laboratory and Field Tests, 1978. Suggested Methods for the Quantitative Description of Discontinuities in Rock Masses.

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KE&/ Ed/ >

ƉƉĞŶĚŝǆ &ŝŐƵƌĞƐ

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Deasan Mine

Lagoons Buffioux Creek

Lookout

2018 Landslide Old Fort Community Old Fort Road

Site C Figure 1 – General location of the September 29, 2018 Old Fort Landslide (Image from Google Earth)

The Platform

The Cone

The Ridge

Creek

Figure 2 – PreͲLandslide Site Conditions (Image from Google Earth Ͳ 2007) 2020 Arya Engineering Inc 1 | A p p e n d i x A

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Figure 3 – PreͲexisting Landforms, Old Fort Landslide Area (Source: Westrek 2018)

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

Figure 4 Ͳ Resistivity Survey and Lines (Boreal 2018)

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

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Line 1

Line 2

Line 3

Line 4

Line 5

Figure 5 Ͳ Resistivity Survey Results (Boreal 2018)

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2019 File No.: 19Ͳ103ͲLM

77 Ave. 73 Ave.

265 Rd.

240 Rd.

Figure 6 – Changed Conditions in the Watershed Draining to the West Landslide

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KE&/ Ed/ >

ƉƉĞŶĚŝǆ WŚŽƚŽŐƌĂƉŚƐ

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

Stockpiles

Photograph 1 – Ground Subsidence at the Mine Ͳ Looking West (Photo by Deasan on October 5, 2018) Access Ramps

Photograph 2 – Removing Stockpile Material from the WůĂƚĨŽƌŵ Ͳ Looking East (Photo by Deasan on October 9, 2018)

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

Deasan Mine Site

Old Fort Road

Photograph 3 – Overview North of the 2018 Old Fort Landslide (Photo by Darcy Shawchek on October 9, 2018)

Old Fort Road

Photograph 4 – Old Fort Road Blocked by the Landslide Debris – October 1, 2019 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

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Photograph 5 – Old Fort Road – October 6, 2019

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

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Peace River

Photograph 6 – Landslide Extension to Peace River Elevation (Photo by Deasan on October 9, 2018)

The Ridge 40 m Headscarp

The Cone

Photograph 7 – The Cone and Ridge Position Prior to Complete Failure of the Cone (Photo by Deasan on September 30, 2018) 2020 Arya Engineering Inc

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CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

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5 | A p p e n d i x B

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

October 2018 (Photo by Deasan)

April 2019

July 2019

Photograph 9 – Abundant Seepage from the Escarpment Slope East of the Ridge

2020 Arya Engineering Inc

6 | A p p e n d i x B

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

No displacements occurred based on comparison between 2015 and October 25, 2018 LiDAR

October 2018 (Photo by Deasan)

A ͲJuly 2019

A Ͳ July 2019

Photograph 10 – Standing trees along the Failed Slope Crest & Stockpile of Trees in the Failed Area

2020 Arya Engineering Inc

7 | A p p e n d i x B

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

Photograph 11 – Slope Failure at the East Side of the Ridge (Photo by Deasan on September 30, 2018)

Photograph 12 – Evidence of Seepage and Groundwater along the Platform (Photo by Deasan in October 2018)

2020 Arya Engineering Inc

8 | A p p e n d i x B

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

~ 3 to 5 m

Photograph 13 – Evidence of Seepage behind the Cone, at the Cone Prior to Failure and the Ridge (October 29, 2018) 2020 Arya Engineering Inc 9 | A p p e n d i x B

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

February 21, 2020 File No.: 19Ͳ103ͲLM

Photograph 14 – Debris and Deleterious Material (i.e., Concrete Block, Rebars, Organics, etc.) (West Side of the Lower Bench Ͳ October 2, 2018)

2020 Arya Engineering Inc 10 | A p p e n d i x B

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ƉƉĞŶĚŝǆ ƌŝůůŚŽůĞ ĂŶĚ /ŶƐƚƌƵŵĞŶƚĂƚŝŽŶ >ŽĐĂƚŝŽŶ WůĂŶ ĂŶĚ >ŽŐƐ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

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Lo 1 PGP46594 024-970-221

Lo 2 PGP35306 017-292-697

Lo 1 PGP23762 008-464-243 P

EPP70943 NW4 19 83 18 NO PLAN 010-308-521 90033744

Lo 2 PGP46594 024-970-239

NW4 19 83 18 NO PLAN 014-675-986 Lo 1 PGP35306 017-292-611

EPP70943

1 : 5000

00 0 1

Lo 1 PGP26844 006-773-401

0 100

10 0

150

20 0

Lo 1 PGP20464 009-937-072

UPPER BENCH

0 P

200

Lo 2 PGP26844 006-773-397

CLIENT:

30 0

LOWER BENCH

40 0

EPP70943

CONE

RIDGE

0 500

0 600

0 700

0 800

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

0 900

AS SHOWN

1 000

TITLE

PROJECT

1 100

PLAN 2015 TOPOGRAPHY OVERLAIN ONTO 2018 AERIAL PHOTOGRAPH

OLD FORT LANDSLIDE

1 200

1 300

1 400

1 459

FIGURE A1

FIGURE No.

REV. NO.:

SEPT. 2019

PROJECT NO:

DATE:

&21),'(17,$/

DRILL HOLE LOCATION

LEGEND P

Lo 1 PGP46594 024-970-221

Lo 2 PGP35306 017-292-697

Lo 1 PGP23762 008-464-243 P

EPP70943 NW4 19 83 18 NO PLAN 010-308-521 90033744

Lo 2 PGP46594 024-970-239

NW4 19 83 18 NO PLAN 014-675-986 P

Lo 1 PGP35306 017-292-611

EPP70943

1 : 5000

00 0 1

50 P

Lo 1 PGP26844 006-773-401

100

10 0

150 P

200

20 0

Lo 1 PGP20464 009-937-072

UPPER BENCH

0 P

Lo 2 PGP26844 006-773-397

CLIENT:

30 0

LOWER BENCH

40 0

EPP70943

RIDGE

0 500

0 600

0 700

0 800

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

0 900

AS SHOWN

1 000

TITLE

PROJECT

1 100

PLAN 2018 TOPOGRAPHY OVERLAIN ONTO 2018 AERIAL PHOTOGRAPH

OLD FORT LANDSLIDE

1 200

1 300

1 400

1 459

FIGURE A2

FIGURE No.

REV. NO.:

SEPT. 2019

PROJECT NO:

DATE:

120

160

CLIENT:

500

600

700 DISTANCE (m)

&21),'(17,$/

POST-LANDSLIDE EXISTING GROUND SURFACE 2018 LIDAR TOPOGRAPHY

PRE-LANDSLIDE GROUND SURFACE 2015 LIDAR TOPOGRAPHY

1 : 4000

CROSS-SECTION '1'

800

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

900

1000

1100

1200

1300

1400

AS SHOWN

TITLE

PROJECT

CROSS-SECTION '1'

OLD FORT LANDSLIDE

FIGURE A3

FIGURE No.

REV. NO.:

FEB. 2020 PROJECT NO:

DATE:

320 1459

400

320 300

360

520

560

600

640

680

720

760

360

SOUTH

400

DH19-2 (O/S 33m E)

400

200

DH19-1 (O/S 35m E)

440

100

DH19-3 (O/S 48m E)

440

SEE FIGURE A4 FOR SECTION '1' BLOWUP

CURRENT ROAD

480

NORTH

APPROX. PRE SLIDE ROAD

480

520

560

600

640

680

720

LEGEND

ELEVATION (m)

760

ELEVATION (m)

10 20

PRE-LANDSLIDE APPROXIMATE GROUND WATER LEVEL

POST-LANDSLIDE EXISTING GROUND SURFACE 2018 LIDAR TOPOGRAPHY

PRE-LANDSLIDE GROUND SURFACE 2015 LIDAR TOPOGRAPHY

1 : 1500

CLIENT:

300 DISTANCE (m)

400

500

Pile of Slide Debris

The Cone (Pre-Landslide)

900 600

540

560

580

600

CROSS-SECTION '1' (Blowup)

SCALE:

APPR. BY:

CHK'D BY:

AS SHOWN

TITLE

PROJECT

CROSS-SECTION '1' (BLOW-UP)

FIGURE A4

FIGURE No.

REV. NO.:

FEB. 2020 PROJECT NO:

DATE:

GWL FROM PHOTOGRAPH 13 IN APPENDIX B

OLD FORT LANDSLIDE

GWL FROM DH19-1 LOG IN APPENDIX C

GWL FROM PHOTOGRAPH 12 IN APPENDIX B

DWN BY:

GWL FROM DH19-2 LOG IN APPENDIX C

460

Shale (Fresh)

P +LJK +HDGVFDUS 5RFNVOLGH 2XWFURS

,QIHUUHG )DLOXUH 3ODQH ZKLFK 8QGHUPLQHG WKH &RQH

Interbeds of Sandstone and Silt Stone

Shale (Fresh)

460 200

Decomposed/Jointed Shale (Sheared Zone)

Weathered Shale

Gravel

620

480

Slicken Sides (EL. ~540m)

Shale Outcrop

640

480

Fill/Debris

No Displacement

500

Shale (Fresh)

*URXQG 6XEVLGHQFH

P +LJK (VFDUSPHQW

Shale Outcrop

660

500

100

Gravel (Fill)

SOUTH

520

NORTH DH19-1 (O/S 35m E)

520

540

560

580

600

620

640

660

DH19-2 (O/S 33m E)

&21),'(17,$/

LEGEND

ELEVATION (m)

The Plaform

ELEVATION (m)

ROCK DESCRIPTION AND CLASSIFICATION The terminology and the descriptive criteria that used in the following logs have been established mainly through the efforts of the International Society of Rock Mechanics (ISRM), American Society for Testing Materials (ASTM), and the International Association of Engineering Geologists (IAEG). Descriptive Terminology for Weathering/Alteration Term Description

Grade

Fresh

No visible signs of rock material weathering: perhaps slight discoloration on major discontinuity surfaces.

Slightly weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be II somewhat weaker externally than in its fresh condition. (Joints stained and may show clay filling if open; staining may extend into rock fabric adjacent to weathered planes).

Moderately weathered

Less than half of the rock material is decomposed or disintegrated to a soil. Fresh of discolored rock is present either as a continuous framework of as III corestones. (Most of the rock mass shows discoloration and kaolinitization (alteration to clay minerals) is common).

Highly weathered

More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh and discolored rock is present either as a discontinuous framework or as corestones. (All minerals, except quartz, discolored or stained).

Completely weathered

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. (May be called a saprolite).

Decomposed

All rock material is converted to a soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. (Quartz may remain as dikes or stringers).

Classification of Discontinuity Wall Strength (ISRM,1975; AEG, 1978) Description

Field Identification

Strength (MPa)

Very weak rock Weak rock Medium strong Strong rock Very strong

Crumbles under firm blows with point of geologic hammer; can be peeled by a pocket knife

1.0-5.0

Shallow indentations made by firm blow with geologic hammer; can be peeled or scraped by a pocket knife with difficulty Specimen can be fractured with single firm blow of geologic hammer; cannot be scraped or peeled with a pocket knife Specimen requires more than one blow of geologic hammer to fracture it Specimen requires several blows of geologic hammer to fracture it

5.0-25 25-50 50-100 100-250

rock

Descriptive Terms for Persistence/Continuity (ISRM, 1978) Persistence

Trace Length

Very low persistence Low persistence Medium persistence High persistence Very high persistence

<1 m 1-3 m 3-10 m 10-20 m >20 m

Table 2.6 Discontinuity Spacing Classification (ISRM, 1983) Descriptive Term

Spacing

Extremely close spacing Very close spacing Close Spacing Moderate spacing Wide spacing Very wide spacing Extremely wide spacing

<20 mm 20-60 mm 60-200 mm 200-600 mm 600-2000 mm 2000-6000 mm >6000 mm

Bedding Sizes (GSA, McKee & Weir, 1952) Bedding Very thick bedded (massive) Thick bedded (blocky) Thin bedded (slabby) Very thin bedded (flaggy) Thickly laminated Laminated (shaley) Thinly laminated (fissile) Description Very tight Tight Partly open

Separation of walls (in mm) ( from ISRM, 1983) <0.1 mm 0.1-0.25 mm 0.25-0.5 mm

Open Moderately wide Wide

0.5-2.5 mm 2.5-10 mm >10 mm

Very wide Extremely wide Cavernous

1-10 cm 10-100 cm >1 m

> 120 cm 60 –120 cm 5 – 60 cm 1 – 5 cm 0.5 – 2 cm 2 mm – 1 cm < 2 mm

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DEPTH (M)

ELEVATION (M)

571

572

573

574

575

576

577

578

579

580

581

582

583

584

585

586

46.3m to 58.9m Alternation of brecciated / highly jointed and decomposed shale (Clay). A mixture of angular gravel size pieces of slightly weathered shale and clay

46m S1# ROCK SAMPLE FOR LAB TEST

36.2m to 36.5m 0.3 m core loss because of rock bit issue.

34.3m to 35.8m None coring, Auger drilling

PARTICULAR

GENERAL

35.8'

46.3'

DRILL HOLE LOG

SHALE. Alternation of brecciated / highly jointed and decomposed shale (Clay).

SHALE. Moist, dark gray fissile SHALE, slightly weathered, strong.

37.1' CLAY. CH. Light Brown CLAY, moist, high Plastic, 37. 3' very stiff to hard. SHALE. Moist, gray fissile SHALE, highly weathered to weathered, very weak. SHALE. Moist, dark gray fissile SHALE, moderately weathered, weak.

36.9'

SHALE. Moist, dark gray fissile Shale, highly weathered to moderately weathered, 36.5' very weak to weak.

GRAVEL. GP. Light gray Sandy GRAVEL, coarse, moist, very dense.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

CORE DATA

DATE CREATED:

10 December 2019

Old Fort Road Landslide

46.37m Joint 20°, undulated, smooth, tight, clean, fresh, JRC=11 46.5m Joint 20°, undulated, smooth, tight, clean, fresh, JRC=11

44m Joint 60°, undulated, smooth, tight, clean, fresh, JRC=14

43.55m Joint 60°, undulated, rough, tight, clean, fresh, JRC=1.5

37.5m Bedding 80°, undulated, smooth, tight, clean, fresh, JRC=0.5 37.57m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=11 37.61m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=0.5 37.68m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=0.5 37.71m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=0.5 37.76m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=0.5 37.83m Bedding 70°, undulated, smooth, open, clean, fresh, JRC=0.5 37.9m Joint 70°, undulated, smooth, open, clean, fresh, JRC=0.5 38.2m Bedding 80°, undulated, smooth, open, clean, fresh, JRC=0.5 39.5m Joint 40°, undulated, smooth, open, clean, fresh, JRC=0.5 40.05m Joint 30°, undulated, smooth, open, clean, fresh, JRC=0.5 40.65m Joint 40°, undulated, rough, open, clean, fresh, JRC=0.5 41.3m Joint 90°, planar, smooth, tight, clean, fresh, JRC=14 41.6m Joint 20°, undulated, rough, tight, clean, fresh, JRC=1.5 42.5m Joint 10°, tight, clean, fresh, JRC=14 42.55m Joint 20°, planar, smooth, tight, clean, fresh, JRC=14

36.5m Bedding 80°, undulated, smooth, tight, clean, fresh, JRC=0.5

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

INSTRUMENTATION DETAILS

PG 3 OF 6

44.89 m recorded on 2019-06-27

DH19-1

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

LITHOLOGY

Bentonite Seal Piezometer 1 Top Grout

DEPTH (M)

ELEVATION (M)

555

556

557

558

559

560

561

562

563

564

565

566

567

568

569

570

59.25m to 60.6m Plenty of Pyrite inclusions. 59.25m BEDDING, 0.1 m interbed of brown fine grained sandstone.

59m S4# ROCK SAMPLE FOR LAB TEST

58.65'

57.35m BEDDING

54m to 54.55m BRECCIATED

53.08m to 54m DECOMPOSED

51.5m to 51.65m DECOMPOSED 51.7m to 53.05m BRECCIATED

51.08m to 51.2m DECOMPOSED

48.85m to 48.93m DECOMPOSED 48.93m to 49.1m BRECCIATED 49m S3# ROCK SAMPLE FOR LAB TEST 49m to 49.3m BRECCIATED 49.3m to 49.39m DECOMPOSED & BRECCIATED

48.6m to 48.65m DECOMPOSED

47.08m to 47.15m DECOMPOSED 47.4m to 47.43m DECOMPOSED 47.47m to 47.5m BRECCIATED 47.58m to 47.67m DECOMPOSED & BRECCIATED 47.8m to 48.3m BRECCIATED

PARTICULAR

GENERAL

DRILL HOLE LOG

SHALE. Moist, dark gray fissile SHALE, fresh, medium strong.

58.65'

SHALE. Moist, black HEALED breccia, sound rock slightly weathered, strong, inferred to be sheared zone.

57.35'

SHALE. Moist, alternation of slightly weathered brecciated to highly jointed black fissile SHALE and decomposed shale (clay). Inferred to be sheared zone.

49.3'

SHALE. Alternation of brecciated / highly jointed and decomposed shale (Clay).

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

DATE CREATED:

10 December 2019

Old Fort Road Landslide

62.1m Joint 30°, stepped, smooth, tight, clean, fresh, JRC=11

61.6m Joint 30°, steeped, smooth, tight, clean, fresh, JRC=11

46.7m Joint 20°, undulated, smooth, tight, clean, fresh, JRC=11

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

DH19-1

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL

PG 4 OF 6

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

CORE DATA

Piezometer 1 Top Grout

LITHOLOGY

DEPTH (M)

ELEVATION (M)

539

540

541

542

543

544

545

546

547

548

549

550

551

552

553

554

78.62'

78.15m BEDDING, Heald crushed zone.

72.29m to 72.33m BEDDING, Cream, slightly weathered, weak. 72.46m to 72.49m Black clay 72.54m to 72.6m A mixture of angular pieces of slightly weathered and decomposed shale. (altered to Clay) 72.62m to 72.66m Black silty SHALE. 72.68m BEDDING, Interbed of 5 mm cream siltstone. 72.75m to 72.76m BEDDING, Interbed of sandy shale. 72.91m to 72.92m BEDDING, Light grey to cream fine sandstone, slightly weathered medium strong. 73m to 73.26m Black clay; decomposed shale. 73.17m to 73.32m BEDDING, Micro-bedding of sandstone/siltstone. 73.38m to 73.4m Black silty shale. 75.8m S5 # ROCK SAMPLE FOR LAB TEST

PARTICULAR

GENERAL

79.3'

78.62'

78.15'

75.2'

DRILL HOLE LOG

SHALE. Moist, black fissile SHALE, fresh, medium strong.

SHALE. Moist, black fissile SHALE with interbeds of cream SANDSTONE and SILTSTONE, fresh, medium strong. At 72.46, 30 mm of black clay.

72.29'

SHALE. Moist, dark gray fissile SHALE, fresh, medium strong.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

CORE DATA

DATE CREATED:

10 December 2019

Old Fort Road Landslide

78.62m Joint 10°, stepped, slicken sided, open, Clay fill, fresh, JRC=2.5

77.7m Joint 10°, planar, rough, tight, Clay fill, fresh, JRC=1.5

75.3m Joint 10°, planar, smooth, tight, clean, fresh, JRC=14

74.7m Joint 10°, stepped, smooth, tight, clean, fresh, JRC=14

71.9m Joint 20°, stepped, smooth, tight, clean, fresh, JRC=20

71.5m Joint 10°, stepped, rough, tight, clean, fresh, JRC=14

67.1m Joint 20°, stepped, smooth, tight, clean, fresh, JRC=14

66.4m to 66.7m Joint 90°, stepped, smooth, tight, clean, fresh, JRC=1.5

66.1m Joint 10°, planar, smooth, tight, clean, fresh, JRC=11

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

DH19-1

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL

PG 5 OF 6

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

LITHOLOGY

Piezometer 1 Top Grout Piezometer 1 Bentonite Seal Piezometer 1 Backfill

DEPTH (M)

+)0

+)+

+)3

+)*

*'#0 *'#0) , - . / 0 1 2 / #+ 1 2# *'#&) *'#&& , + # *'#&& *'#' , # *'#'& *'#'' , # & # & # ) , # & # & # 0 , # & #'3 & # 4 , # & # * & #4 , # & #0' & #+& , #

*'#)+ *'#)* , - . / 0 1 2 / #+ 1 2#

&)#'(

& #'(

! " #

! !" #! $""

!"!#$!%

)* +,- +. * . /*0)1*2

' $" $

$ % $

( $" (" $"" (""

CONFIDENTIAL

623

622

621

620

619

618

617

616

615

614

613

612

611

610

11.15m BEDDING, Moist, black BRECCIA. Inferred to be sheared zone 11.35'

1.9m to 2.4m Brown sandy GRAVEL , moist, coarse, subrounded, dense, with some clay & exotic pieces of shale 2.4m 2.4 to 2.8 m to 74.36 Light gray silty SHALE

PARTICULAR

GENERAL

11.15' 11.35'

2.8'

2.4'

1.9'

DRILL HOLE LOG

Moist, black fissile SHALE, fresh, strong.

GRAVEL. GP. Brown sandy GRAVEL with some clay, moist, coarse, subrounded, Loose. (Fill).

LITHOLOGICAL DESCRIPTION

LITHOLOGY WEATHERING FR FS SW MW HW CW

DEPTH (M)

624

ELEVATION (M)

ROCK UNIT

TOTAL LENGTH: 74.36 M

PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

CORE DATA CORE RECOVERY (%)

COORDINATES:

CORE LOSS

BEDDING/ FOLIATION

DATE CREATED:

10 December 2019

Old Fort Road Landslide

14.8m JOINT 20 °,planar, smooth, tight, fresh, JRC= 0.5

14.28m JOINT 5 °,planar, smooth, tight, fresh, JRC= 0.5 14.37m JOINT 5 °,planar, smooth, tight, fresh, JRC= 0.5

11.32m JOINT 90 °,undulated, smooth, 2cm, Clay, JRC= 11 11.45m JOINT 85 °,undulated, smooth, tight, fresh, JRC= 11

8.88m JOINT 85 °,undulated, smooth, tight, fresh, JRC= 11 8.94m JOINT 85 °,undulated, smooth, tight, fresh, JRC= 11 9m JOINT 85 °,undulated, smooth, tight, fresh, JRC= 11 9.25m JOINT 25 °,undulated, smooth, tight, fresh, JRC= 11 9.4m JOINT 60 °,undulated, smooth, tight, fresh, JRC= 11 9.49m JOINT 85 °,undulated, smooth, tight, fresh, JRC= 11

7m JOINT 45 °,planar, smooth, tight, fresh, JRC= 0.5 7.18m JOINT 5 °,undulated, smooth, tight, fresh, JRC= 11 7.4m JOINT 45 °,undulated, smooth, tight, fresh, JRC= 11

6.4m JOINT 0 °,planar, rough, tight, fresh, JRC= 2.5

3.84m JOINT 90 °,planar, smooth, tight, fresh, JRC= 0.5

3.26m JOINT 65 °,planar, smooth, tight, fresh, JRC= 0.5

PARTICULAR

DEFECT DESCRIPTION

GENERAL

CHECKED BY: MM

LOGGED BY: RN ROCK MASS DEFECTS

DEPTH OF CASING: 3 M

AZIMUTH:

DEPTH TO BEDROCK: 2.4 M

INCLINATION: -90

DEFECT SPACING (CM) 3 10 30 100 300

REFERENCE ELEVATION: 625 0

DATE COMPLETED:2019-06-17

DH19-2

DIAMETRAL AXIAL 2 4 6 8 10 12 14

POINT LOAD STRENGTH (MPA)

PG 1 OF 5

0.0 m recorded on 2019-06-27

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION

DATE STARTED:2019-06-14

DRILLING METHOD: Rotary Rig (Wire Line)/ PQ Tube size

CONTRACTOR: GEOTECH DRILLING

HYDRAULIC CONDUCTIVITY (CM/S)

LOCATION: Upper Bench

DEFECT GRAPHIC LOG

CONFIDENTIAL

Inclinometer Casing + Vibrating Wire Piezometer+ Grout

DEPTH (M)

608

607

606

605

604

603

602

601

600

599

598

597

596

595

594

DEPTH (M)

609

ELEVATION (M)

28.75m to 28.95m Dark gray SILTSTONE,moist, slightly weathered, strong 28.95m to 42 m Alternation of black healed BRECCIA and black SHALE, moist, slightly weathered, strong.

28.15m S7 # ROCK SAMPLE FOR LAB TEST

25m to 26.5m Black Silty SHALE with interbeds of black SHALE, moist, slightly weathered, strong

22.5m BEDDING, 22.5 m to 41.9 m Alternation of black healed BRECCIA and black SHALE, moist, slightly weathered, strong. 22.7m S6 # ROCK SAMPLE FOR LAB TEST

16.82m to 17m Light gray shaly SANDSTONE,moist, slightly weathered, strong

16m to 16.3m Plenty of Pyrite inclusions

PARTICULAR

GENERAL

28.75' 28.95'

26.5'

25'

22.5'

16.82'

16'

DRILL HOLE LOG

Moist, black fissile SHALE, fresh, strong.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

DATE CREATED:

10 December 2019

Old Fort Road Landslide

30.35m JOINT 70 °,undulated, rough, tight, fresh, JRC= 14 30.35m JOINT 0 °,stepped, rough, tight, fresh, JRC= 20 30.7m to 30.95m JOINT0°,, fresh, JRC=

30.09m JOINT 90 °,undulated, rough, tight, fresh, JRC= 14

29.45m to 29.55m Beddib JOINT0°,, fresh, JRC=

28.97m BEDDING 90 °,planar, smooth, tight, fresh, JRC= 14

28.6m JOINT 0 °,undulated, rough, tight, fresh, JRC= 1.5

26.45m JOINT 85 °,planar, smooth, tight, fresh, JRC= 1.5 26.65m to 26.9m JOINT 0°,stepped, slicken sided, tight, fresh, JRC= 11

25.6m to 25.9m Bedding JOINT0°,stepped, slicken sided, tight, fresh, JRC= 11 25.97m JOINT 50 °,undulated, rough, tight, fresh, JRC= 14 26.2m JOINT 30 °,planar, smooth, tight, fresh, JRC= 1.5

23.15m JOINT 70 °,planar, slicken sided, tight, fresh, JRC= 0.5 23.4m JOINT 30 °,undulated, slicken sided, tight, fresh, JRC= 7 23.7m JOINT 35 °,undulated, slicken sided, tight, fresh, JRC= 7 23.75m JOINT 85 °,planar, smooth, tight, fresh, JRC= 1.5

22.8m JOINT 40 °,undulated, slicken sided, tight, JRC= 7

21.16m JOINT 70 °,planar, smooth, tight, fresh, JRC= 0.5 21.3m JOINT 45 °,stepped, smooth, tight, fresh, JRC= 11 21.5m JOINT 90 °,stepped, rough, clay, JRC= 20 21.67m JOINT 90 °,stepped, rough, clay, JRC= 20

19.1m JOINT 5 °,undulated, smooth, tight, fresh, JRC= 11

17.3m JOINT 10 °,undulated, smooth, tight, fresh, JRC= 14 17.5m JOINT 80 °,stepped, smooth, 1mm, clay, JRC= 11 17.7m JOINT 70 °,stepped, smooth, 1mm, clay, JRC= 11 17.73m JOINT 75 °,stepped, smooth, 1mm, clay, JRC= 11 18m JOINT 0 °,planar, smooth, tight, fresh, JRC= 1.5

16.35m JOINT 45 °,stepped, smooth, tight, fresh, JRC= 11

14.85m JOINT 5 °,stepped, smooth, tight, fresh, JRC= 11

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS

GENERAL 0

2 4

DH19-2

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

PG 2 OF 5

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

CORE DATA

Inclinometer Casing + Vibrating Wire Piezometer+ Grout

LITHOLOGY

DEPTH (M)

DEFECT GRAPHIC LOG

592

591

590

589

588

587

586

585

584

583

582

581

580

579

578

DEPTH (0)

593

ELEVATION (0)

45.85m to 46.1m BEDDING, Admixture of black CLAY and fine gravel size angular fragments of SHALE

45.6'

44.41m to 44.5m Light gray fine SANDSTONE , fresh, very strong 44.5m BEDDING, Moist, black BRECCIA, inferred to be sheared zone

42.66m to 42.75m BEDDING, Because of drilling machine issue

41.9'

39.23m to 39.73m Full of Pyrite inclusion and nodules

PARTICULAR

GENERAL

47'

46.1'

45.85'

45.6'

44.41' 44.5'

42.66'

41.9'

39.73'

39.23'

DRILL HOLE LOG

Moist, black fissile SHALE, fresh, strong.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

DATE CREATED:

10 December 2019

Old Fort Road Landslide

45.9m JOINT 10 °,planar, smooth, tight, fresh, JRC= 0.5

44.93m JOINT 70 °,planar, slicken sided, tight, fresh, JRC= 0.5

43.8m to 44.87m JOINT 5 °,undulated, rough, tight, fresh,

43.34m JOINT 85 °,planar, smooth, tight, fresh, JRC= 15

41.39m JOINT 70 °,planar, smooth, tight, fresh, JRC= 1.5 41.6m JOINT 70 °,planar, smooth, tight, fresh, JRC= 1.5 41.65m JOINT 5 °,undulated, rough, tight, fresh, JRC= 14

40.07m JOINT 70 °,planar, rough, tight, fresh, JRC= 2.5

39.46m JOINT 0 °,undulated, rough, tight, fresh, JRC= 14

37.8m JOINT 0 °,planar, rough, tight, fresh, JRC= 2.5

37.34m to 37.44m Bedding JOINT 0 °,undulated, rough, 10 mm, Clay, JRC= 14

36.07m JOINT 85 °,undulated, rough, tight, fresh, JRC= 14

35.4m JOINT 5 °,undulated, rough, tight, fresh, JRC= 14 35.45m JOINT 25 °,undulated, slicken sided, tight, fresh, JRC= 7

34.94m JOINT 80 °,planar, smooth, tight, JRC= 2.5

34.66m JOINT 40 °,undulated, slicken sided, tight, JRC= 7

34.1m JOINT 90 °,planar, rough, 10 mm, Clay, JRC= 2.5

32.6m JOINT 5 °,stepped, rough, tight, fresh, JRC= 20 32.75m JOINT 70 °,undulated, smooth, tight, fresh, JRC= 11 33m JOINT 85 °,planar, smooth, tight, fresh, JRC= 1.5 33.1m JOINT 0 °,undulated, rough, tight, fresh, JRC= 14 33.15m JOINT 85 °,planar, smooth, tight, fresh, JRC= 1.5 33.4m JOINT 30 °,undulated, slicken sided, tight, fresh, JRC= 7

32m JOINT 85 °,planar, smooth, tight, fresh, JRC= 1.5 32.15m JOINT 5 °,undulated, rough, tight, fresh, JRC= 11

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

DH19-2

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL

PG 3 OF 5

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

CORE DATA

Inclinometer Casing + Vibrating Wire Piezometer+ Grout

LITHOLOGY

DEPTH (0)

576

575

574

573

572

571

570

569

568

567

566

565

564

563

562

DEPTH (0)

577

ELEVATION (0)

47.74m to 47.83m BEDDING, Dark gray SILTSTONE,moist, slightly weathered, strong

PARTICULAR

GENERAL

47.74'

DRILL HOLE LOG

Moist, black fissile SHALE, fresh, strong.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

CORE DATA

DATE CREATED:

10 December 2019

Old Fort Road Landslide

60.1m JOINT 0 °,planar, rough, tight, fresh, JRC= 2.5

55.9m BEDDING 90 °,planar, smooth, tight, fresh, JRC= 0.5

55.5m to 56.53m JOINT 0 °,planar, smooth, tight, fresh, JRC= 0.5

54.7m BEDDING 90 °,planar, smooth, tight, fresh, JRC= 0.5

52.35m to 53.5m JOINT 0 °,planar, smooth, tight, fresh, JRC= 0.5

50.1m JOINT 70 °,planar, smooth, tight, fresh, JRC= 0.5 50.2m JOINT 70 °,planar, smooth, tight, fresh, JRC= 0.5

48.7m BEDDING 90 °,planar, rough, 3 mm, Clay, JRC= 14

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

DH19-2

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL

PG 4 OF 5

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

LITHOLOGY

Inclinometer Casing + Vibrating Wire Piezometer+ Grout Bentinite Seal

DEPTH (0)

..7

..8

..(

..,

...

..)

..+

..*

(

()

,+ (8" 8 9 40%: ;04

() +,-

#!!

! "

((

()

#!!

' #! '! #!! '!!

!"!#$!%

() *+, *-) -.)/(0)1

(* *" /0$1 2 ' /4%5 * . (* *." /0$1 2 ' 3' 3 ' /4%5 )

( " 66$1& 7 2 " /4%5 .

,." /0$1 2 ' 3' 3 ' /4%5 )

& #! # #$

CONFIDENTIAL

! " # $ " % # & '

()

(

( "0&

. 3

"0&

4 =3>>' 8

4 4 = / 12 3 . " / & : " ( , - 4 * + , - 4 * +

94 4 . & / & " % " 12 3 ! ; / " <

4 ' ' ' ' ' ' ' ' 5 " ' ' ' ' ' '

( 3

5 " 6

. & " " % / % " 0 $ % 12 3 / / & % " 0 12 3 ' & " ( ) - 4 * + , - 4 * +

' &

! " # " $ % &&( ) * + , - * +

! " # " $ % && ' &

(

6 0

6 86

5 ":&

6 86

)

6 0

' 1

( 3

!"!#$!%

(

( 1 4 0 .

. 7 6 0

2 3

/0 1 0 %0,/ 0$

(

1 (

CONFIDENTIAL

; 7

( " ( &

9 3

(

9- -

! "# $ %$&' () *+$ , -$

3 3 5 " ' &

1 ( " & 4 4 4

# 1 1 # # # #

/0 1 0

7 / 8

( "0&

)

(

((

(

()

(

3 -0/

+ ) -0/

( ()%

( ! %

!" # $ ! %&& )% ' %

) :;

( ;

/ 1

( ();

( );

* " + ,- # 2 2 "

* " 56,, #

(: ;

4 " + ,- # 2 2 " " 5 # ** 3 %. / " #

* * " + , / # . * " 2 0 % 3 2 2 "

* * " + ,- # . / * " 0 %% ) %%1 % / %. 2 "

; ! "#$ %& ' !( ) "#$ %&

) )0 3 )

) )+ , -./

' ''

) )

01 2) )

) 4

' ''

)

=>?'

3 )

!"!#$!%

)&# 2 ! # :# &%#

% ()< .. % 8- / =>?' % < . % %% . # / * # # 2 =>?' )

(9 % 5 . @ 2 % ()< # 8- / =>?' (9 :% 5 . @ 2 % < . % 8- / =>?' )

(9 % < # 8- /

) 4 * 2

0 '

( 9! !(:

* )

( %

9 '

* 6

3) ) 0 -*3 /

0 7 * ) , ) + , - *1 /

) )0,

0 3 )0 2

0 ( 2 2 ( *( ( (

2 3 0 - */ ' ' '' ''

CONFIDENTIAL

5 . 7 8 3 % ( 4 8 8 3 % (

(

()

(

((

(

3 -0/

462

461

460

459

458

457

456

455

454

453

452

451

450

449

448

DEPTH (M)

463

ELEVATION (M)

PARTICULAR

GENERAL

33.5'

31.8'

DRILL HOLE LOG

SHALE. Moist, black shale, fresh, strong.

SHALE. Moist, black shale, slightly weathered strong.

CRUSHED SHALE. Moist, black SHALE, slightly weathered, very weak.

LITHOLOGICAL DESCRIPTION

WEATHERING FR FS SW MW HW CW 25

CORE RECOVERY (%) PROJECT No:

100

50 75 100

100

50 75 100

RQD

19-103-LM

DEFECT SPACING (CM) 3 10 30 100 300

CORE LOSS

BEDDING/ FOLIATION

ROCK UNIT

CORE DATA

DATE CREATED:

10 December 2019

Old Fort Road Landslide

47.05m 20°, planar, smooth, filled by a film of calcite, fresh,

46.47m 85°, planar, smooth, OPEN, fresh, JRC= 0.5

37.83m 85°, stepped, smooth, TIGHT, fresh, JRC= 14 37.9m 40°, planar, smooth, opening covered by a film of calcite, fresh, JRC= 0.5 38.1m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 38.2m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 38.5m 85°, stepped, smooth, TIGHT, fresh, JRC= 14 38.55m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 38.6m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 38.9m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 39.4m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 39.5m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 39.72m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 39.94m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5 39.98m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 40m 0°, stepped, smooth, TIGHT, fresh, JRC= 11 40.03m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 40.18m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 40.27m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 40.34m 90°, planar, smooth, TIGHT, fresh, JRC= 0.5 40.7m 0°, stepped, smooth, TIGHT, fresh, JRC= 11

31.8m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 31.9m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 32m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 32.12m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 32.5m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 32.7m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 33m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 33.2m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 33.5m 0°, planar, smooth, OPEN, fresh, JRC= 0.5 33.55m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 33.65m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 33.77m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 34.12m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 34.32m 45°, planar, smooth, OPEN, fresh, JRC= 0.5 34.36m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 34.55m 45°, planar, smooth, OPEN, fresh, JRC= 0.5 34.6m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 34.85m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 34.9m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 35.3m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 35.64m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 35.65m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 35.7m 5°, planar, smooth, OPEN, fresh, JRC= 0.5 35.92m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 36.35m 30°, planar, smooth, OPEN, fresh, JRC= 0.5 36.48m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 36.55m to 36.72m Six parallel joints, 20°, planar, smooth, TIGHT, fresh, JRC= 0.5 37.1m 85°, planar, smooth, TIGHT, fresh, JRC= 0.5 37.5m 40°, planar, smooth, TIGHT, fresh, JRC= 0.5

31.8m to 33.5m 0°, undulated, smooth, OPEN, fresh, JRC= 7

31m 90°, planar, smooth, OPEN, fresh, JRC= 0.5 31.3m 0°, planar, smooth, OPEN, fresh, JRC= 0.5 31.45m 90°, planar, smooth, OPEN, fresh, JRC= 0.5

PARTICULAR

DEFECT DESCRIPTION

ROCK MASS DEFECTS DEFECT GRAPHIC LOG

GENERAL 0

DH19-3

8 10 12 14

DIAMETRAL AXIAL

POINT LOAD STRENGTH (MPA)

2 4

CONFIDENTIAL

PG 3 OF 4

INSTRUMENTATION DETAILS

TESTING & INSTRUMENTATION HYDRAULIC CONDUCTIVITY (CM/S)

LITHOLOGY

Bentonite Seal Top Grout

DEPTH (M)

"0&

( "0&

( 3

9 :

4 :

3 " & "

% %* % " & "

" & "

(

6 86

5 ":&

6 86

)

1 ( " & 4 4 4

# 1 1 # # # #

" 7'827 & " BC , 4

" & % & & & "

A /

" 7'827 & " BC , 4

!"!#$!%

/0 1 0 %0,/ 0$

4 A /

4 7 / D 4A // " 7'827 & " BC , 4 ? A // " 7'827 & " BC , 4 9 9 A / " 7'827 & " BC , 4 4 ? 9 A / " 7'827 & " BC , 4 4 4 4 A // " 6@3 & " BC , 4 9 A / " 7'827 & " BC , 4 4 4 7 / D A // " 7'827 & " BC , 4 9 4 = D $ % - 9 A / " 7'827 & " BC , 4 4 9 A / " 7'827 & " BC , 4 4 A / " 7'827 & " BC , 4 4 A / " 7'827 & " BC , 4 4 A / " 7'827 & " BC , 4 4 A / " 7'827 & " BC , 4 4 A / " 7'827 & " BC , 4 4 9 A / " 7'827 & " BC , 4

9 ? 9 A " 7'827 & " BC , 9 9 9 A " 7'827 & " BC , 4 A // " 6@3 & " BC ,

? 9 A / " 7'827 & " BC , 4 ? 9 A // " 7'827 & " BC ,

? 4 9 A /

? A // BC ,

BC , 4

( 3

(

;

( " ( &

3 3 5 " ' &

' 1

. 3

1 (

CONFIDENTIAL 9 3

= 1 E 5 @ # F = &

( "0&

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 0 – 12.20 m

DH-19-1 BOX 1

D: 12.20 – 26.0

DH-19-1 BOX 2

D: 26.0 – 33.5 m

DH-19-1 BOX 3

D: 33.5 – 37.86

DH-19-1 BOX 4

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 37.86 – 41.0 m

DH-19-1 BOX 5

D: 41.0 – 43.90 m

DH-19-1 BOX 6

D: 43.9 – 46.30 m

DH-19-1 BOX 7

D: 46.3 – 49.25 m

DH-19-1 BOX

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 49.25 – 51.95 m

DH-19-1 BOX 9

D: 51.95 – 54.55 m

DH-19-1 BOX 10

D: 54.55 – 57.10 m

DH-19-1 BOX 11

D: 57.1 – 60.10 m

DH-19-1 BOX 12

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 60.1 – 62.90 m

DH-19-1 BOX 13

D: 62.9 – 65.76 m

DH-19-1 BOX 14

D: 65.76 – 72.0 m

DH-19-1 BOX 15

D: 72.0 – 74.9 m

DH-19-1 BOX 16

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 74.9 – 77.6 m

DH-19-1 BOX 17

D: 77.6 – 80.6 m

DH-19-1 BOX 18

D: 80.6 – 83.44 m

DH-19-1 BOX 19

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

D: 83.44 – 83.9 m

DH-19-1 BOX 20

END Of The Borehole

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

2020 Arya Engineering Inc

File No.: 19Ͳ103ͲLM

A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

File No.: 19Ͳ103ͲLM

2020 Arya Engineering Inc A p p e n d i x C

ARYA Engineering Inc.

Inclinometer Base Readings- Checksum Axes A & B CONFIDENTIAL Project Number 19-103-LM

Date 2019-11-08

Figure Number 1

20ϮϬ Arya Enginering Inc. | #2ϭϮ- ϵϴϬ t͘ ϭƐƚ ^ƚƌĞĞƚ͕ EŽƌƚŚ sĂŶĐŽƵǀĞƌ, British Columbia, VϳW ϯEϰ | w. aryaeng.ca | t. 604.8ϰϮ͘ϯϳϯϰ | info@aryaeng.ca

ARYA Engineering Inc.

Inclinometer Base Readings- Mean Dev. Axes A & B CONFIDENTIAL Project Number 19-103-LM

Date 2019-11-08

Figure Number 2

ϮϬϮϬ ƌǇĂ ŶŐŝŶĞƌŝŶŐ /ŶĐ͘ ͮ ηϮϭϮͲ ϵϴϬ t͘ ϭƐƚ ^ƚƌĞĞƚ͕ EŽƌƚŚ sĂŶĐŽƵǀĞƌ͕ ƌŝƚŝƐŚ ŽůƵŵďŝĂ͕ sϳW ϯEϰ ͮ ǁ͘ ĂƌǇĂĞŶŐ͘ĐĂ ͮ ƚ͘ ϲϬϰ͘ϴϰϮ͘ϯϳϯϰ ͮ ŝŶĨŽΛĂƌǇĂĞŶŐ͘ĐĂ

ARYA Engineering Inc.

Inclinometer Base Readings- Abs. Positions Axes A & B CONFIDENTIAL Project Number 19-103-LM

Date 2019-11-08

Figure Number 3

KE&/ Ed/ >

ƉƉĞŶĚŝǆ >ĂďŽƌĂƚŽƌǇ dĞƐƚƐ ZĞƐƵůƚƐ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

DH19-1

DH19-3

185.95

53.72

53.37 998.92

984.22

1054.81

986.32

53.31 59.68

(cm³)

Volume

(cm²)

Area

2186.60

2390.60

2377.80

2392.50

(g)

Mass

12.19

3.24

6.87

5.08

(%)

Moisture

1951

2353

2109

2308

DATE

TESTED BY

CHECKED BY

L.Perrey

0.03

1.5 0.37

0.05

0.24

ASTM D7012

Type

DATE

(deg)

Failure Mode

August 2,2019

0.36

0.30

0.46

Unsuitable for Modulus Testing

(GPa)

11.83

3.3

(MPa)

Ratio, X

Modulus , H

Density (kg/m³)

Poisson's

Chord

Stress

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

July 31, 2019

Other

Spalling

Single Shear

Note: (deg) measured from core axis

(7)

(6)

(5)

Dry

Sample Too Short - Not Suitable for Testing

2189

2429

2254

2426

(kg/m³)

Density

Wet

Multiple Shear

Multiple Fracturing

Multiple Extension

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

82.70

184.43

176.73

87.17 82.43

185.03

(mm)

82.38

(mm)

B. Matheson

82.03-81.97

10.33-10.73

75.08-76.33

49.00-49.35

46.00-46.35

(m)

No.

Dia

(4)

B19-236

Lab ID No:

Depth

(3)

Arya Engineering

Client:

Sample

(2)

Not Provided

Location:

Borehole

(1)

Not Provided

Project: Simple Extension

Failure Modes

19127165

Project No.:

Summary of Test Results

Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (Method D)

&21),'(17,$/

Uniaxial Compressive Strength of Intact Rock Core Specimens (Method C) ASTM D7012 Project No.:

19127165

Borehole:

DH19-1

Project:

Not Provided

Sample Number:

Location:

Not Provided

Depth (m):

46.00-46.35

Client:

Arya Engineering

Lab ID No:

B19-236

Testing Results Max Load (kN)

Sample Measurements

Stress σu (MPa)

3.3

Pace Rate (kN/s)

0.50 Black Shale

Lithology

82.38

Diameter (mm)

17.70

Height Area

(mm)

185.03

(cm²)

53.30

Volume

(cm³)

986.22

Mass

(g)

2392.50

Moisture Content (%)

5.08

Wet Density

(kg/m³)

2426

Dry Density

(kg/m³)

2309

Failure Mode

Notes - Water content as received - Wet density based on as received moisture

Type:

BEFORE TEST

Mode: (1) Simple Extension

α angle:

(2) Multiple Extension (3) Multiple Fracturing (4) Multiple Shear

* Degrees measured with respect to core axis.

(5) Single Shear The impact of any pre-existing feature on the test results will be noted in the comments, if applicable.

(6) Spalling (7) Other

Comments Sample unsuitable for UCE+e testing; reported as UCS instead.

AFTER TEST

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

B. Matheson

July 31, 2019

L. Perrey

August 2, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.00

0.0 -3.00

0.1

0.2

0.3

2.00

0.15

3.00

B19-236

Lab ID No:

DATE TESTED

TESTED BY

CHECKED BY

L.Perrey

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

July 31, 2019

0.25

Compressometer-Extensometer with a jig length of 10cm used.

Multiple Fracturing

(mm)

87.17

Diameter: Failure Mode:

(mm)

0.46

Poisson's Ratio, ν50

176.73

(GPa) 0.05

Chord Modulus, ε50 Height:

(MPa) 0.24

0.20

Peak Stress Vpeak

Test Summary

Stress (MPa)

0.15

49.00-49.35

Depth (m):

0.10

Sample Number:

0.05

DH19-1

Borehole:

0.00E+00 2.00E+01 4.00E+01 6.00E+01 8.00E+01 1.00E+02 1.20E+02 1.40E+02 1.60E+02 1.80E+02 2.00E+02 0.00

&21),'(17,$/

DATE CHECKED

August 2,2019

After

Before

ASTM D7012

Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (Method D)

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

0.10

1.00

Transverse

Axial

B. Matheson

0.05

0.00

% Strain

Stress (MPa)

Arya Engineering

Client:

-1.00

Not Provided

Location:

-2.00

Not Provided

Project:

0.3

19127165

Poisson's Ratio

Stress (MPa)

Project No.:

Chord Modulus (MPa)

Not Provided

Arya Engineering

Location:

Client:

0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.00 8.00

10.00

12.00

0.50

14.00

1.00

(mm)

82.43 Spalling

Diameter: Failure Mode:

DATE TESTED

TESTED BY

CHECKED BY

L.Perrey

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

July 31, 2019

14.00

Compressometer-Extensometer with a jig length of 10cm used.

(mm)

184.43

(GPa)

(MPa)

12.00

Height:

1.5 0.30

Chord Modulus, ε50

11.83

10.00

Poisson's Ratio, ν50

Peak Stress Vpeak

Test Summary

Stress (MPa)

8.00

B19-236

Lab ID No:

6.00

75.08-76.33

Depth (m):

4.00

Sample Number:

2.00

DH19-1

Borehole:

0.00E+00 2.00E+02 4.00E+02 6.00E+02 8.00E+02 1.00E+03 1.20E+03 1.40E+03 1.60E+03 1.80E+03 0.00

&21),'(17,$/

DATE CHECKED

August 2,2019

After

Before

ASTM D7012

Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (Method D)

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

0.00

Stress (MPa)

6.00

% Strain

-0.50

B. Matheson

4.00

-1.00

Transverse

2.000

0.000 -1.50

Axial

4.000

6.000

8.000

10.000

12.000

2.00

Not Provided

Project:

14.000

19127165

Poisson's Ratio

Stress (MPa)

Project No.:

Chord Modulus (MPa)

Not Provided

Arya Engineering

Project:

Location:

Client:

0.300

0.350

0.400

19127165

Project No.:

Stress (MPa)

0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.00

0.00

0.40

4.00

10.33-10.73 B19-236

Depth (m): Lab ID No:

CHECKED BY

L.Perrey

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

DATE TESTED

TESTED BY

0.40

Compressometer-Extensometer with a jig length of 10cm used.

Single Shear 25° (wrt core axis)

(mm)

82.70

Diameter: Failure Mode:

(mm)

0.36

Poisson's Ratio, ν50

185.95

(GPa) 0.03

Chord Modulus, ε50 Height:

(MPa) 0.38

0.30

Peak Stress Vpeak

Test Summary

Stress (MPa)

0.20

Sample Number:

0.10

DH19-3

Borehole:

0.00E+00 5.00E+01 1.00E+02 1.50E+02 2.00E+02 2.50E+02 3.00E+02 3.50E+02 4.00E+02 4.50E+02 5.00E+02 0.00

&21),'(17,$/

DATE CHECKED

August 2,2019

After

Before

ASTM D7012

Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (Method D)

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

0.30

2.00

July 31, 2019

Stress (MPa)

0.20

% Strain

-2.00

B. Matheson

0.10

-4.00

Transverse

0.050

Poisson's Ratio

0.000 -6.00

Axial

0.100

0.150

0.200

0.250

Chord Modulus (MPa)

DH19-2

53.10

53.08

53.50

(cm²)

Area

730.97

735.65

750.60

(cm³)

Volume

1810.60

1803.30

1862.40

(g)

Mass

2477

2451

2481

(kg/m³)

Density

Wet

4.51

4.38

5.03

(%)

Moisture

Other

Spalling

Single Shear

2370

2348

2362

(kg/m³)

Density

Dry

21.32

15.20

10.34

1.20

0.80

0.40

(MPa)

V1 (MPa)

Stress

CHECKED BY Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

DATE

L.Perrey

20.12

14.40

9.94

(MPa)

Stress

Note: (deg) measured from core axis

(7)

(6)

(5)

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

137.66

138.59

140.30

(mm)

TESTED BY

82.22

82.21

82.53

(mm)

Dia

August 7, 2019

63.78-64.19

25.15-25.60

(m)

Depth

Beau M.

No.

Sample

Borehole

Multiple Shear

B19-236

Lab ID No:

(4)

Arya Engineering

Client:

Multiple Extension Multiple Fracturing

(2)

Not Provided

Location:

Simple Extension

(3)

(1)

Not Provided

Project:

Failure Modes

19127165

Project No.:

DATE

1/3

Type

(deg)

Failure Mode

August 8,2019

Black Shale

Rock Type

V3 = confining stress Eq: V = V1-V3

V1 = total failure stress

V = differential failure stress

ASTM D7012 Method A

Summary of Test Results

Laboratory Determination of Triaxial Compressive Strength of Undrained Rock Core Specimens

&21),'(17,$/

Laboratory Determination of Triaxial Compressive Strength of Undrained Rock Core Specimens (Method A) ASTM D7012 Project No.:

19127165

Borehole:

DH19-2

Project:

Not Provided

Sample Number:

Location:

Not Provided

Depth (m):

25.15-25.60

Client:

Arya Engineering

Lab ID No:

B19-236

Testing Results

Sample Measurements 55.30

Diameter (mm)

82.53

(mm)

140.30

Stress σ1 (MPa)

10.34

Height Area

(cm²)

53.50

Stress σ3 (MPa)

0.40

Volume

(cm³)

750.60

Stress σ (MPa)

9.94

Mass

(g)

1862.40

Max Load (kN)

Pace Rate (kN/s)

1.25 Black Shale

Lithology

Moisture Content (%)

5.03

Wet Density (kg/m³)

2481

(kg/m³)

2362

Dry Density

Failure Mode

Notes BEFORE TEST

- Water content as received Type:

Mode:

Degrees:*

(2) Multiple Extension

(1) Simple Extension (3) Multiple Fracturing (4) Multiple Shear

(5) Single Shear (6) Spalling * Degrees measured with respect to core axis(7) Other

Comments Length:Diameter ratio smaller than 2:1; does not meet ASTM sample requirements.

σ = differential stress (MPa) σ1 = total failure stress (MPa) σ3= confining stress (MPa)

AFTER TEST

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

Beau M.

August 7, 2019

L.Perrey

August 8,2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Laboratory Determination of Triaxial Compressive Strength of Undrained Rock Core Specimens (Method A) ASTM D7012 Project No.:

19127165

Borehole:

DH19-2

Project:

Not Provided

Sample Number:

Location:

Not Provided

Depth (m):

63.78-64.19

Client:

Arya Engineering

Lab ID No:

B19-236

Testing Results

Sample Measurements 80.70

Diameter (mm)

82.21

(mm)

138.59

Stress σ1 (MPa)

15.20

Height Area

(cm²)

53.08

Stress σ3 (MPa)

0.80

Volume

(cm³)

735.65

Stress σ (MPa)

14.40

Mass

(g)

1803.30

Max Load (kN)

Pace Rate (kN/s)

1.25 Black Shale

Lithology

Moisture Content (%)

4.38

Wet Density (kg/m³)

2451

(kg/m³)

2348

Dry Density

Failure Mode

Notes BEFORE TEST

- Water content as received Type:

1/3

Mode: (1) Simple Extension

Degrees:*

(2) Multiple Extension (3) Multiple Fracturing (4) Multiple Shear

(5) Single Shear (6) Spalling * Degrees measured with respect to core axis(7) Other

Comments Length:Diameter ratio smaller than 2:1; does not meet ASTM sample requirements.

σ = differential stress (MPa) σ1 = total failure stress (MPa) σ3= confining stress (MPa)

AFTER TEST

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

Beau M.

August 7, 2019

L.Perrey

August 8,2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Laboratory Determination of Triaxial Compressive Strength of Undrained Rock Core Specimens (Method A) ASTM D7012 Project No.:

19127165

Borehole:

DH19-2

Project:

Not Provided

Sample Number:

Location:

Not Provided

Depth (m):

63.78-64.19

Client:

Arya Engineering

Lab ID No:

B19-236

Testing Results

Sample Measurements 113.20

Diameter (mm)

82.22

(mm)

137.66

Stress σ1 (MPa)

21.32

Height Area

(cm²)

53.10

Stress σ3 (MPa)

1.20

Volume

(cm³)

730.97

Stress σ (MPa)

20.12

Mass

(g)

1810.60

Max Load (kN)

Pace Rate (kN/s)

1.25 Black Shale

Lithology

Moisture Content (%)

4.51

Wet Density (kg/m³)

2477

(kg/m³)

2370

Dry Density

Failure Mode

Notes BEFORE TEST

- Water content as received Type:

Mode:

Degrees:*

(2) Multiple Extension

(1) Simple Extension (3) Multiple Fracturing (4) Multiple Shear

(5) Single Shear (6) Spalling * Degrees measured with respect to core axis(7) Other

Comments Length:Diameter ratio smaller than 2:1; does not meet ASTM sample requirements.

σ = differential stress (MPa) σ1 = total failure stress (MPa) σ3= confining stress (MPa)

AFTER TEST

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

Beau M.

August 7, 2019

L.Perrey

August 8,2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-1

Project:

Test ID:

Location:

Depth (m):

59.05-59.3

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

LAMINATED BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

700 600

Shear Stress (kPa)

500 400 300 200 100 0 0

Shear Displacement (mm) 800P

1200R

1600R

1.6

Vertical Displacement (mm)

1.4 1.2 1 0.8 0.6 0.4 0.2 0 -0.2 -0.4 0

Shear Displacement (mm) The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-1

Project:

Test ID:

Location:

Depth (m):

59.05-59.3

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

LAMINATED BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

700 600

Shear Stress (kPa)

500 400 300 200 100 0 0

200

400

600

800

1000

1200

1400

1600

1800

Normal Stress (kPa) 800P

1200R

1600R

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-1

Project:

Test ID:

Location:

Depth (m):

59.05-59.3

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Before Shear

After Shear The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-1

Project:

Test ID:

Location:

Depth (m):

59.05-59.3

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

800

Vn Stress,

kPa

RESIDUAL 2

1200

Vn Stress,

kPa

RESIDUAL 3

1600

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

0.00

5.86

0.00

3.54

0.00

10.36

0.00

10.86

0.00

5.01

0.00

14.69

0.00

15.17

0.00

19.05

0.00

25.39

0.00

20.53

0.00

26.16

0.00

28.06

0.00

0.01

37.60

0.00

37.95

0.00

0.01

51.09

0.01

0.00

32.07

0.00

48.45

0.00

0.01

66.55

0.01

0.00

38.55

0.00

60.27

0.01

83.92

0.01

0.00

45.41

0.00

73.46

0.01

103.15

0.01

0.00

53.05

0.00

0.01

88.17

0.01

0.02

124.66

0.01

0.00

61.36

0.00

0.01

105.22

0.01

0.04

147.93

0.02

0.00

69.88

0.01

124.38

0.01

0.04

173.35

0.02

0.00

79.43

0.01

145.65

0.01

0.05

200.59

0.02

0.00

89.76

0.01

168.53

0.01

0.06

229.89

0.02

0.00

100.98

0.01

193.03

0.02

0.07

260.87

0.03

0.01

113.04

0.01

0.02

219.41

0.02

0.08

292.86

0.03

0.01

126.48

0.01

0.04

246.72

0.03

0.09

325.92

0.04

0.01

141.15

0.01

0.04

275.39

0.04

0.11

357.74

0.06

0.01

160.55

0.01

0.18

302.39

0.05

0.27

387.19

0.08

0.02

180.62

0.02

0.47

325.83

0.08

0.60

410.21

0.11

0.03

202.63

0.02

0.99

343.24

0.10

1.16

443.43

0.14

0.04

226.11

0.02

1.51

359.80

0.13

1.83

470.85

0.18

0.06

250.14

0.02

2.07

376.55

0.15

3.04

509.13

0.23

0.07

276.34

0.02

3.15

411.13

0.17

4.73

545.87

0.32

0.08

302.46

0.03

4.64

435.96

0.21

6.52

578.69

0.43

0.09

330.21

0.03

5.82

456.18

0.28

7.72

570.21

0.50

0.13

356.92

0.04

7.08

457.04

0.33

8.83

538.21

0.58

0.21

384.39

0.04

9.59

437.99

0.47

10.02

523.54

0.66

408.65

0.04

10.69

435.27

0.56

11.10

505.20

0.74

0.42

0.00

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-1

Project:

Test ID:

Location:

Depth (m):

59.05-59.3

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

800

Vn Stress,

kPa

RESIDUAL 2

1200

Vn Stress,

kPa

RESIDUAL 3

1600

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

1.14

412.02

0.04

13.38

444.30

0.80

12.26

503.05

0.83

3.05

378.33

-0.01

14.89

438.02

0.91

13.50

500.07

0.93

4.21

373.75

-0.04

16.07

436.32

1.02

14.81

496.40

1.04

5.04

380.25

-0.06

17.16

433.49

1.12

15.93

495.25

1.14

5.98

382.72

-0.09

18.20

441.05

1.19

17.09

502.58

1.25

6.99

382.80

-0.11

19.43

437.82

1.29

18.18

488.11

1.34

8.14

378.22

-0.13

19.50

489.41

1.47

10.83

321.01

0.00

12.34

306.23

0.11

13.80

294.85

0.23

14.80

296.70

0.34

17.44

295.47

0.60

18.84

292.37

0.69

20.14

294.61

0.78

21.51

293.30

0.85

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

22.5-22.8

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

LAMINATED BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

400 350

Shear Stress (kPa)

300 250 200 150 100 50 0 0

Shear Displacement (mm) 400P

800R

1200R

0.1

Vertical Displacement (mm)

0.05 0 -0.05 -0.1 -0.15 -0.2 0

Shear Displacement (mm) The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

22.5-22.8

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

LAMINATED BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

400 350

Shear Stress (kPa)

300 250 200 150 100 50 0 0

200

400

600

800

1000

1200

1400

Normal Stress (kPa) 400P

800R

1200R

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

22.5-22.8

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Before Shear

After Shear The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

22.5-22.8

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

400

Vn Stress,

kPa

RESIDUAL 2

800

Vn Stress,

kPa

RESIDUAL 3

1200

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

0.00

4.26

0.00

5.97

0.00

13.69

0.00

16.65

0.00

23.89

0.00

35.26

0.00

47.60

0.00

61.62

0.01

0.00

15.55

0.00

26.42

0.00

28.43

0.00

0.01

37.93

0.00

41.70

0.00

0.01

50.40

0.00

56.29

0.00

0.01

64.91

0.00

0.01

73.01

0.01

80.83

0.00

77.07

0.00

0.01

92.15

0.01

0.03

98.65

0.00

0.01

94.43

0.01

113.04

0.01

0.03

118.46

0.00

0.01

113.67

0.01

136.22

0.01

0.05

140.34

0.00

0.03

134.49

0.01

160.93

0.01

0.05

164.32

0.00

0.05

157.29

0.01

0.02

187.24

0.02

0.06

190.23

0.01

0.08

180.69

0.02

0.05

215.59

0.02

0.07

217.40

0.01

0.36

200.70

0.02

0.11

245.03

0.03

0.08

246.87

0.01

2.16

178.01

0.00

0.20

274.54

0.03

0.09

277.55

0.01

4.46

147.13

-0.06

0.52

297.65

0.04

0.12

310.11

0.02

6.58

144.55

-0.10

3.62

277.57

0.04

0.22

344.14

0.02

8.18

144.37

-0.12

4.91

266.82

0.04

0.48

376.62

0.03

9.42

146.09

-0.13

6.53

265.52

0.04

1.00

375.61

0.04

10.65

145.13

-0.13

7.77

270.11

0.03

3.36

354.71

0.03

11.65

144.55

-0.14

8.77

271.61

0.03

4.60

349.86

0.03

12.67

144.75

-0.14

10.11

267.94

0.03

5.90

351.15

0.03

13.65

141.20

-0.14

11.55

266.86

0.02

6.93

352.19

0.03

15.14

144.30

-0.14

12.68

268.16

0.02

7.93

342.16

0.03

16.38

143.12

-0.14

14.18

256.82

0.02

9.12

345.54

0.03

17.67

144.06

-0.14

15.36

256.52

0.02

10.30

341.57

0.03

19.07

142.19

-0.13

16.54

251.19

0.02

11.60

349.11

0.03

20.61

142.73

-0.13

17.76

250.74

0.02

12.82

353.02

0.03

19.05

246.34

0.02

14.13

353.43

0.03

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

22.5-22.8

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

400

Vn Stress,

kPa

RESIDUAL 2

800

Vn Stress,

kPa

RESIDUAL 3

1200

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

20.28

243.83

0.02

15.23

353.97

0.03

16.25

350.77

0.03

17.25

353.36

0.03

18.63

353.61

0.03

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

28.15-28.60

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 5° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

600

Shear Stress (kPa)

500 400 300 200 100 0 0

Shear Displacement (mm) 400P

800R

1200R

0.7

Vertical Displacement (mm)

0.6 0.5 0.4 0.3 0.2 0.1 0 -0.1 0

Shear Displacement (mm) The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

28.15-28.60

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Open

Moisture Condition:

As-received

Lithology:

BLACK SHALE

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 5° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

600

Shear Stress (kPa)

500 400 300 200 100 0 0

200

400

600

800

1000

1200

1400

Normal Stress (kPa) 400P

800R

1200R

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

28.15-28.60

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Before Shear

After Shear The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

28.15-28.60

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

400

Vn Stress,

kPa

RESIDUAL 2

800

Vn Stress,

kPa

RESIDUAL 3

1200

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

0.00

6.08

0.00

4.47

0.00

15.13

0.00

13.09

0.00

5.99

0.00

16.37

0.00

25.25

0.00

22.83

0.00

27.90

0.00

36.24

0.00

47.93

0.00

33.28

0.00

40.02

0.01

44.56

0.00

54.20

0.01

60.91

0.00

57.26

0.00

69.78

0.01

75.31

0.00

71.12

0.00

0.01

86.52

0.01

91.30

0.01

86.81

0.00

0.01

106.06

0.01

109.01

0.01

104.21

0.01

127.45

0.01

128.88

0.02

0.01

124.21

0.01

151.04

0.01

0.02

149.40

0.02

0.01

145.56

0.01

0.02

176.06

0.01

0.07

171.59

0.04

0.01

169.10

0.01

0.03

203.10

0.02

0.17

193.85

0.05

0.01

194.15

0.02

0.04

232.26

0.02

0.35

215.09

0.07

0.02

220.31

0.02

0.05

262.63

0.02

0.68

232.84

0.10

0.03

248.14

0.03

0.06

295.06

0.02

1.26

243.56

0.13

0.08

276.90

0.03

0.07

327.99

0.03

2.12

248.14

0.15

0.18

306.10

0.04

0.07

362.28

0.03

2.93

253.14

0.16

0.37

331.78

0.06

0.09

396.17

0.04

4.10

247.42

0.16

0.87

347.06

0.08

0.10

429.47

0.04

5.39

238.69

0.17

1.71

350.84

0.12

462.62

0.05

6.59

231.92

0.17

2.69

351.00

0.15

0.29

492.01

0.06

7.94

221.95

0.18

3.59

354.92

0.17

0.64

513.54

0.08

9.06

220.66

0.20

4.80

346.21

0.19

1.36

521.59

0.11

10.05

222.46

0.20

5.96

340.46

0.21

2.26

521.39

0.14

11.34

214.92

0.20

7.12

335.88

0.24

3.28

517.01

0.16

12.72

203.89

0.20

8.44

324.98

0.27

4.44

507.97

0.19

14.25

189.90

0.22

9.63

318.29

0.30

5.62

497.48

0.22

189.92

0.23

10.74

316.18

0.32

6.62

496.91

0.25

15.35

0.00

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-2

Project:

Test ID:

Location:

Depth (m):

28.15-28.60

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

400

Vn Stress,

kPa

RESIDUAL 2

800

Vn Stress,

kPa

RESIDUAL 3

1200

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

16.46

188.09

0.24

11.92

311.31

0.34

7.72

490.95

0.27

17.54

188.26

0.26

13.13

304.37

18.57

189.41

0.28

14.48

293.11

0.35

8.90

481.70

0.30

0.37

10.20

467.51

0.34

15.59

292.73

0.41

11.26

465.07

0.37

16.63

293.19

0.41

12.45

455.45

0.40

17.82

287.72

0.44

13.83

439.71

0.43

19.01

287.97

0.47

14.81

440.02

0.47

15.79

441.88

0.51

16.75

442.67

0.54

17.81

439.55

0.58

18.99

439.97

0.63

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-3

Project:

Test ID:

Location:

Depth (m):

10.33-10.73

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Intact

Moisture Condition:

As-received

Lithology:

Highly Weathered Shale

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

350 300

Shear Stress (kPa)

250 200 150 100 50 0 0

Shear Displacement (mm) 200P

400R

800R

1.2 1 Vertical Displacement (mm)

0.8 0.6 0.4 0.2 0 -0.2 -0.4 -0.6 -0.8 -1 0

Shear Displacement (mm) The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-3

Project:

Test ID:

Location:

Depth (m):

10.33-10.73

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Test Condition:

Intact

Moisture Condition:

As-received

Lithology:

Highly Weathered Shale

Sample Geometry

Elliptical

Discontinuity Orientation

Alpha Angle 2° to core axis.

Joint Roughness Coefficient

2-4

Encapsulating Material

Capping Compound

350 300

Shear Stress (kPa)

250 200 150 100 50 0 0

100

200

300

400

500

600

700

800

900

Normal Stress (kPa) 200P

400R

800R

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-3

Project:

Test ID:

Location:

Depth (m):

10.33-10.73

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

Before Shear

After Shear The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-3

Project:

Test ID:

Location:

Depth (m):

10.33-10.73

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

200

Vn Stress,

kPa

RESIDUAL 2

400

Vn Stress,

kPa

RESIDUAL 3

800

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

0.00

6.42

0.00

4.31

0.00

15.66

0.00

12.94

0.00

6.77

0.00

18.10

0.01

26.00

0.00

0.01

22.50

0.00

30.13

0.01

37.77

0.00

0.01

50.36

0.00

0.01

33.62

0.00

50.93

0.01

45.86

0.00

0.01

73.61

0.02

0.01

64.07

0.00

0.01

58.72

0.01

0.02

98.34

0.02

79.36

0.00

0.02

73.10

0.01

0.03

117.26

0.03

0.04

96.42

0.00

0.03

88.77

0.01

0.03

138.12

0.03

115.06

0.00

0.05

105.21

0.02

0.05

168.46

0.04

0.05

135.43

-0.01

0.14

123.01

0.03

0.07

192.07

0.05

157.64

-0.03

0.30

141.29

0.06

0.17

208.91

0.08

0.07

181.17

-0.04

0.60

156.64

0.09

0.33

224.67

0.12

0.07

205.84

-0.06

1.16

166.47

0.15

1.18

272.27

0.24

0.08

230.53

-0.09

2.82

146.06

0.25

2.60

285.80

0.36

0.12

254.50

-0.14

4.97

144.87

0.34

4.28

279.31

0.46

0.22

259.81

-0.32

6.81

143.37

0.41

5.57

271.67

0.53

3.55

184.23

-0.63

8.16

144.08

0.45

7.07

281.34

0.61

5.27

168.27

-0.67

10.03

145.04

0.48

8.04

285.67

0.66

6.93

153.91

-0.67

11.30

142.70

0.51

9.24

280.98

0.70

8.18

151.15

-0.67

12.43

142.41

0.54

10.76

288.54

0.78

9.30

150.55

-0.68

13.64

141.62

0.58

11.82

283.76

0.84

10.66

143.36

-0.69

14.86

143.36

0.60

13.29

280.63

0.91

11.94

138.41

-0.71

16.16

143.98

0.64

14.37

281.50

0.96

13.25

132.89

-0.74

17.66

142.53

0.69

15.20

282.11

0.99

14.56

127.43

-0.77

18.76

142.29

0.72

15.94

285.28

1.00

16.02

119.54

-0.77

16.70

287.80

1.01

17.15

119.46

-0.77

17.41

284.69

1.01

116.34

-0.78

18.18

283.96

1.01

18.39

0.00

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Direct Shear Strength Testing Under Constant Normal Force ASTM D5607 Project No.:

19127165

Sample No.:

DH19-3

Project:

Test ID:

Location:

Depth (m):

10.33-10.73

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236

PEAK + RESIDUAL

Vn Stress,

kPa

RESIDUAL 1

200

Vn Stress,

kPa

RESIDUAL 2

400

Vn Stress,

kPa

RESIDUAL 3

800

Vn Stress,

kPa

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Horz

Shear

Vert

Disp

Stress

Disp

Stress

Disp

Stress

Disp

Stress

Disp

kPa

19.02

289.65

1.01

The test data given herein pertain to the sample provided only. This report constitutes a testing service only. L.Perrey

August 6,2019

August 15, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Bulk Density and Volume of Solid Refractories by Wax Immersion ASTM C914 Project No.:

19127165

Project:

Not Provided

Location:

Not Provided

Client:

ARYA ENGINEERING INC.

Lab ID No:

B19-236 DH19-2

DH19-2

S7A

S7B

S8A

S8B

S8C

S8D

28.15-28.60

63.78-64.19

2281

2201

2226

2604

2074

3174

2281

2201

2226

2604

2074

3174

2.23

2.12

2.17

2.54

2.05

3.11

Borehole Sample Number Depth (m) Moisture (%) Wet Density kg/m Dry Density kg/m

Bulk Dry Gs

DH19-2

Borehole

S8E

Sample Number

63.78-64.19

Depth (m)

Moisture (%) Wet Density kg/m

3228

Dry Density kg/m3

3228

Bulk Dry Gs

3.17

Borehole Sample Number Depth (m) Moisture (%) Wet Density kg/m3 Dry Density kg/m3 Bulk Dry Gs Borehole Sample Number Depth (m) Moisture (%) Wet Density kg/m3 Dry Density kg/m3 Bulk Dry Gs

The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

B. Matheson/G. Patton

August 16, 2019

L.Perrey

August 16, 2019

TESTED BY

DATE

CHECKED BY

DATE

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

&21),'(17,$/

Slake Durability of Shales and Similar Weak Rocks ASTM D4644 Project No.:

19127165

Borehole No.:

DH19-2

Project:

Not Provided

Sample No.:

Location:

Not Provided

Depth (m):

28.15-28.60

Client:

Arya Engineering

Lab ID No:

B19-236

Test Results Id1 = Slake Durability index after 1st Cycle nd

Id2 = Slake Durability index after 2 Cycle Id3 = Slake Durability index after 3rd Cycle

Initial Sample Description

10 irregular pieces of sample

87.6

57.0 24.6

% %

Final Description of Fragments in Drum

Id1 Type II - Retained pieces consists of large and small pieces

Id2

Type II - Retained pieces consists of large and small pieces

Id3

Type III - Retained material is exclusively small fragments

Temperature ° C

Calibration

Before Slaking

Max

21.8

Machine ID

Min

20.8

Drum ID

Average

21.3

Thermometer ID

FLUKE

Comments

After Slaking The test data given herein pertain to the sample provided only. This report constitutes a testing service only. B. Matheson TESTED BY

August 8, 2019 DATE

L.Perrey CHECKED BY

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

August 14, 2019 DATE

&21),'(17,$/

Slake Durability of Shales and Similar Weak Rocks ASTM D4644 Project No.:

19127165

Borehole No.:

DH19-2

Project:

Not Provided

Sample No.:

Location:

Not Provided

Depth (m):

63.78-64.19

Client:

Arya Engineering

Lab ID No:

B19-236

Test Results Id1 = Slake Durability index after 1st Cycle nd

Id2 = Slake Durability index after 2 Cycle Id3 = Slake Durability index after 3rd Cycle

Initial Sample Description

10 irregular pieces of sample

80.4

38.8 8.4

% %

Final Description of Fragments in Drum

Id1 Type II - Retained pieces consists of large and small pieces

Id2

Type III - Retained material is exclusively small fragments

Id3

Type III - Retained material is exclusively small fragments

Temperature ° C

Calibration

Before Slaking

Max

21.6

Machine ID

Min

20.6

Drum ID

Average

21.2

Thermometer ID

FLUKE

Comments

After Slaking The test data given herein pertain to the sample provided only. This report constitutes a testing service only. B. Matheson TESTED BY

August 8, 2019 DATE

L.Perrey CHECKED BY

Golder Associates Ltd. 300, 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

August 14, 2019 DATE

KE&/ Ed/ >

ƉƉĞŶĚŝǆ ^ůŽƉĞ ^ĞĐƚŝŽŶƐ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

&21),'(17,$/

Lot 2 Plan PGP26844 006-773-397

Lot 1 Plan PGP26844 006-773-401

1 : 3000

0m 30

120

CLIENT:

Plan EPP70943

Lot 1 Plan PGP20464 009-937-072

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

11A

AS SHOWN

10A

TITLE

PROJECT

SECTION LOCATIONS A-SERIES ON 2015 TOPOGRAPHY

OLD FORT LANDSLIDE

FIGURE 1

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

&21),'(17,$/

Lot 2 Plan PGP26844 006-773-397

Lot 1 Plan PGP26844 006-773-401

1 : 3000

0m 30

120

CLIENT:

2B 3B

6B 8B Plan EPP70943

Lot 1 Plan PGP20464 009-937-072

10B

11B

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

AS SHOWN

TITLE

PROJECT

SECTION LOCATIONS B-SERIES ON 2015 TOPOGRAPHY

OLD FORT LANDSLIDE

FIGURE 2

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

&21),'(17,$/

Lot 2 Plan PGP26844 006-773-397

Lot 1 Plan PGP26844 006-773-401

1 : 3000

0m 30

120

CLIENT:

Plan EPP70943

Lot 1 Plan PGP20464 009-937-072

6C 7C 8C

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

AS SHOWN

TITLE

PROJECT

SECTION LOCATIONS C-SERIES ON 2015 TOPOGRAPHY

OLD FORT LANDSLIDE

10C 11C

12C

13C

FIGURE 3

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

ELEVATION (m) 0

480

500

520

540

560

580

600

120

300

CLIENT:

CROSS-SECTION AT BEARING 212.7°

DWN BY:

SCALE:

APPR. BY:

CHK'D BY:

500

AS SHOWN

560 375

200 DISTANCE (m) CROSS-SECTION 3A

580

560 100

600

640

500

580

400

620

CROSS-SECTION AT BEARING 156.2°

300 DISTANCE (m) CROSS-SECTION 2A

CROSS-SECTION AT BEARING 167.1°

300 DISTANCE (m) CROSS-SECTION 1A

600

200

Shale Cone

620

640

100

40 m high Headscarp

10 m high Escarpment

ELEVATION (m)

620

&21),'(17,$/

500

520

540

560

580

600

620

640

1 : 3000

ELEVATION (m)

No Displacement

TITLE

PROJECT

ELEVATION (m)

~120 m Strip

520

540

560

580

600

620

640

ELEVATION (m)

CROSS-SECTION 1A TO 3A

OLD FORT LANDSLIDE

500 600 621

480 583

500

520

540

560

580

600

620

ELEVATION (m)

FIGURE 4

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

200

400

500

120

DWN BY:

500

CLIENT:

CROSS-SECTION AT BEARING 094.3°

PROJECT

SCALE:

APPR. BY:

CHK'D BY:

AS SHOWN

TITLE

560 573 400

560

300 DISTANCE (m) CROSS-SECTION 7A

580

580 200

600

100

620

600

640

ELEVATION (m)

620

CROSS-SECTION AT BEARING 094.3°

560 562

300 DISTANCE (m) CROSS-SECTION 6A

580

560

600

400

CROSS-SECTION AT BEARING 064.2°

300 DISTANCE (m) CROSS-SECTION 5A

CROSS-SECTION AT BEARING 205.2°

580 100

300 DISTANCE (m) CROSS-SECTION 4A

620

200

600

100

520 525

540

560

580

520

40 m high Headscarp

600

540

560

580

10 m high Escarpment

620

600

640

No Displacement

620

~120 m Strip

620

640

1 : 3000

500

520

540

560

580

600

ELEVATION (m)

&21),'(17,$/

ELEVATION (m)

620

ELEVATION (m) ELEVATION (m)

640

ELEVATION (m)

CROSS-SECTIONS 4A TO 7A

OLD FORT LANDSLIDE

500 656

520

540

560

580

600

620

ELEVATION (m) ELEVATION (m)

FIGURE 5

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

120

CLIENT:

400

DWN BY:

500

400

500

&21),'(17,$/

CROSS-SECTION AT BEARING 118.5°

PROJECT

SCALE:

APPR. BY:

CHK'D BY:

AS SHOWN

TITLE

OLD FORT LANDSLIDE

CROSS-SECTIONS 8A TO 11A

520 592 500

520

400

540

540 300 DISTANCE (m) CROSS-SECTION 11A

560

200

580

100

600

620

CROSS-SECTION AT BEARING 093.7°

540 589

300 DISTANCE (m) CROSS-SECTION 10A

560

540 200

580

560 100

600

580

620

600

CROSS-SECTION AT BEARING 093.9° 620

1 : 3000

300 DISTANCE (m) CROSS-SECTION 9A

540 575

200

540 100

560

560 0

600 580

580

620

620 600

640

CROSS-SECTION AT BEARING 094.1°

540 580

500

540 400

560

560 300 DISTANCE (m) CROSS-SECTION 8A

580

200

600

100

620

640

640 ELEVATION (m) ELEVATION (m)

ELEVATION (m) ELEVATION (m) ELEVATION (m) ELEVATION (m)

ELEVATION (m) ELEVATION (m)

FIGURE 6

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

ELEVATION (m)

&21),'(17,$/

1 : 3000

480

500

520

540

560

580

ELEVATION (m) 90

100

300

CLIENT:

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

560 375

560

120

580

CROSS-SECTION AT BEARING 083.7°

600

640 620

200 DISTANCE (m) CROSS-SECTION 4B

ELEVATION (m) MM

AS SHOWN

500

600

CROSS-SECTION AT BEARING 084.0°

580 324 300

600

580 200 DISTANCE (m) CROSS-SECTION 3B

620

600 100

640

CROSS-SECTION AT BEARING 084.5°

620

ELEVATION (m) 640

580 294

200

600

580 DISTANCE (m) CROSS-SECTION 2B

620

600 100

640

400

620

CROSS-SECTION AT BEARING 171.7°

300 DISTANCE (m) CROSS-SECTION 1B

640

200

ELEVATION (m)

620

640

ELEVATION (m)

600

ELEVATION (m)

620

TITLE

PROJECT

480 592

500

520

540

560

580

600

620

OLD FORT LANDSLIDE

CROSS-SECTIONS 1B TO 4B

ELEVATION (m)

FIGURE 7

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

&21),'(17,$/

1 : 3000

0m 120

CROSS-SECTION AT BEARING 068.2°

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

AS SHOWN

540 434 400

540

300

560 200 DISTANCE (m) CROSS-SECTION 8B

580

560 100

600

CLIENT:

620

580

400

600

620

CROSS-SECTION AT BEARING 068.4°

300

540 480

DISTANCE (m) CROSS-SECTION 7B

560

540 200

580

560 100

600

540 472

580

CROSS-SECTION AT BEARING 085.3°

560 367

300

580

560 200 DISTANCE (m) CROSS-SECTION 6B

600

580 100

620

400

600

300

CROSS-SECTION AT BEARING 068.2°

200 DISTANCE (m) CROSS-SECTION 5B

620

100

620

560

580

600

620

600

540

560

580

ELEVATION (m)

620

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

600

ELEVATION (m)

620

TITLE

PROJECT

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

CROSS-SECTIONS 5B TO 8B

OLD FORT LANDSLIDE

FIGURE 8

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

120

100

400

CLIENT:

DWN BY:

SCALE:

APPR. BY:

CHK'D BY:

AS SHOWN

TITLE

PROJECT

520 538

520

540

CROSS-SECTION AT BEARING 068.4°

560

500

580

300 DISTANCE (m) CROSS-SECTION 11B

600

200

620

520 464

CROSS-SECTION AT BEARING 067.2°

540

520 400

560

540 300

580

560

200 DISTANCE (m) CROSS-SECTION 10B

600

580

100

620

600

CROSS-SECTION AT BEARING 068.7°

620

520 477

520 400

540

540 300

560

DISTANCE (m) CROSS-SECTION 9B

580

200

600

100

620

640

620

&21),'(17,$/

1 : 3000

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

640

ELEVATION (m)

CROSS-SECTIONS 9B TO 11B

OLD FORT LANDSLIDE

FIGURE 9

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

120

100

200

400

DWN BY:

500

CLIENT:

CROSS-SECTION AT BEARING 118.6°

SCALE:

APPR. BY:

CHK'D BY:

AS SHOWN

PROJECT

TITLE

540 560 400

560

540

300 DISTANCE (m) CROSS-SECTION 4C

580

560 200

600

620

580

100

CROSS-SECTION AT BEARING 118.7°

600

620

500

560 583 400

560 300 DISTANCE (m) CROSS-SECTION 3C

580

580 200

600

100

620

640

CROSS-SECTION AT BEARING 118.3°

560 569

300 DISTANCE (m) CROSS-SECTION 2C

560 0

600 580

580

620

600

640

620

CROSS-SECTION AT BEARING 118.5°

560 535

300 DISTANCE (m) CROSS-SECTION 1C

560 200

580 100

600

580 0

620

600

640

620

ELEVATION (m)

640

ELEVATION (m)

&21),'(17,$/

1 : 3000

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

640

ELEVATION (m) ELEVATION (m)

OLD FORT LANDSLIDE

CROSS-SECTIONS 1C TO 4C

ELEVATION (m)

FIGURE 10

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

ELEVATION (m) 60

120

CLIENT:

CROSS-SECTION AT BEARING 176.7°

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

AS SHOWN

520 443

520

&21),'(17,$/

1 : 3000

400

540 300

560

540 200 DISTANCE (m) CROSS-SECTION 7C

580

560

100

600

580

620

620 600

640

540 447

CROSS-SECTION AT BEARING 176.4°

560

540 400

580

560 300

600

580

200 DISTANCE (m) CROSS-SECTION 6C

620

600

100

640

620

CROSS-SECTION AT BEARING 143.1°

640

520 475

520 400

540

540 300

560

DISTANCE (m) CROSS-SECTION 5C

580

200

600

100

620

640

ELEVATION (m) ELEVATION (m)

ELEVATION (m)

TITLE

PROJECT

ELEVATION (m)

CROSS-SECTIONS 5C TO 7C

OLD FORT LANDSLIDE

FIGURE 11

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

LEGEND

2018 TOPOGRAPHY

2015 TOPOGRAPHY

520

540

560

580

600

620

640

520

540

560

580

600

500 200 215

500

520

ELEVATION (m)

&21),'(17,$/

1 : 3000

540

120

CLIENT:

CROSS-SECTION AT BEARING 181.6°

560

100 DISTANCE (m) CROSS-SECTION 10C

580

600

300

580

CROSS-SECTION AT BEARING 177.1°

200 DISTANCE (m) CROSS-SECTION 9C

CROSS-SECTION AT BEARING 176.1°

200 DISTANCE (m) CROSS-SECTION 8C

600

100

540

560

580

600

620

640

520 400411

400

520 432

540

560

580

600

620

640

ELEVATION (m)

ELEVATION (m) SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

520

540

560

580

600

620

500

520

540

560

580

600

AS SHOWN

ELEVATION (m)

620

100 DISTANCE (m) CROSS-SECTION 13C

TITLE

560

580

540 164

CROSS-SECTIONS 8C TO 13C

OLD FORT LANDSLIDE

CROSS-SECTION AT BEARING 145.4°

PROJECT

540

560

580

600

620 600

640 620

520 200211

540

560

580

600

620

500 200211

640

CROSS-SECTION AT BEARING 150.1°

100 DISTANCE (m) CROSS-SECTION 12C

CROSS-SECTION AT BEARING 164.8°

100 DISTANCE (m) CROSS-SECTION 11C

520

540

560

580

600

ELEVATION (m)

640

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

ELEVATION (m)

FIGURE 12

FIGURE No.

REV. NO.:

SEPT. 2019 PROJECT NO:

DATE:

KE&/ Ed/ >

ƉƉĞŶĚŝǆ & ^ůŽƉĞ ^ƚĂďŝůŝƚǇ ŶĂůǇƐŝƐ ZĞƐƵůƚƐ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition Cone Stability Assessment Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 1

19-103-LM FE MM

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition, Cone Stability Assessment Water Table at Cone at El. 573 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 2

19-103-LM FE MM

E >z/^ ^ EK͘ ϭ

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition, Cone Stability Assessment Water Table at Cone at El. 580 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 3

19-103-LM FE MM

E >z/^ ^ EK͘ Ϯ

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition, Cone Stability Assessment Water Table at Cone at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 4

19-103-LM FE MM

E >z/^ ^ EK͘ ϯ

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition with Mine Surcharge Loads Total Section Stability Assessment Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 5

19-103-LM FE MM

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition with Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 573 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 6

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition with Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 580 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 7

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition with Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 8

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition without Mine Surcharge Loads Total Section Stability Assessment Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 9

19-103-LM FE MM

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition without Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 573 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 10

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition without Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 580 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 11

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Pre-Failure Condition without Mine Surcharge Loads, Total Section Stability Water Table at Cone at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 12

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition with Mine Surcharge Loads Section Stability without Cone Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 13

19-103-LM FE MM

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition with Mine Surcharge Loads without Cone Water Table Close to Failed Cone at El. 573 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 14

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition with Mine Surcharge Loads without Cone Water Table Close to Failed Cone at El. 580 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 15

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition with Mine Surcharge Loads without Cone Water Table Close to Failed Cone at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 16

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition without Mine Surcharge Loads Section Stability without Cone Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 17

19-103-LM FE MM

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition without Mine Surcharge Loads and the Cone Water Table Close to Failed Cone at El. 573 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 18

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition without Mine Surcharge Loads and the Cone Water Table Close to Failed Cone at El. 580 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 19

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Post-Failure Condition without Mine Surcharge Loads and the Cone Water Table Close to Failed Cone at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

12-Dec-19 20

19-103-LM FE MM

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

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Old Fort Gravel Mine

Long Term Mine Stability w Surcharge- Existing condition Water Table at El. 583 m - Model Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 21-Feb-20 2ϭ

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Long Term Mine Stability w Surcharge- Existing condition Water Table at El. 583 m - Static Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 21-Feb-20 2Ϯ

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Long Term Mine Stability w Surcharge- Existing condition Water Table at El. 583 m - Seismic Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 21-Feb-20 2ϯ

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Long Term Stability of Mine - R7 - with Future Mine Surcharge Water Table at El. 583 m Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Model

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 14-Feb-20 Ϯϰ

CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Long Term Stability of Mine - R7 - with Future Mine Surcharge Water Table at El. 583 m - Static Condition Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 14-Feb-20 2ϱ

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CONFIDENTIAL

Engineering Inc.

ARYA

Client:

Old Fort Gravel Mine

Long Term Stability of Mine - R7 - with Future Mine Surcharge Water Table at El. 583 m - Seismic Condition (0.063 g) Old Fort Road Landslide Fort St. John, British Columbia

Slope Stability Results

Project No: Design: Approved: Revision No: Date: Figure:

19-103-LM FE MM R1 14-Feb-20 2ϲ

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CONFIDENTIAL

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Existing Pond

Existing Stockpile

CLIENT:

Existing Excavation Area

Existing Overburden Stockpile

Deasan Holdings Ltd.

Existing Overburden Stockpile Area

Stockpiles Removed

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

AS SHOWN

TITLE

PROJECT

Existing Site Plan

Parcel Boundaries Existing Topography

1 : 4000

FIGURE 1

FIGURE No.

REV. NO.:

FEB. 2020

160

PROJECT NO:

DATE:

120

Base plan, Topography and Aerial Photo provided by Deasan Holdings Ltd.

Deasan Mine Planning DRS Energy Services Inc. 9911, 240 Road, Fort St. John, BC

NOTE

LEGEND

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640

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Hydroseed all fill slopes for erosion protection.

Clay fill placed in layers and compacted to 98% standard compaction.

NOTES:

620

630

1 : 1500

100

D 5

150 DISTANCE (m)

CLIENT:

CROSS-SECTION

200

Existing Ground Surface

250

300

Deasan Holdings Ltd.

SCALE:

APPR. BY:

CHK'D BY:

DWN BY:

620 472

630

640

650

660

670

600

610

620

TITLE

PROJECT

E 5

LEGEND

Overburden Placement

Overburden Stockpile

Excavation Extents

Design Surface

Existing Ground Surface

600 100

610

500

Final Design Sections

Deasan Mine Planning DRS Energy Services Inc. 9911, 240 Road, Fort St. John, BC

CROSS-SECTION

50 DISTANCE (m)

Re-Graded Ground

620

630 South Overburen Placement (See Note 1)

450

640 2

630 1

400

640

AS SHOWN

620 349

630

640

650

640

660

Base of Excavation

350

670

Overburden Stockpile (See Note 1)

250

650

660

300

Overburden Stockpile (See Note 1)

Slope

350

660

200

CROSS-SECTION

250 DISTANCE (m)

Base of Excavation

200

300

670

CROSS-SECTION

150 DISTANCE (m)

Existing Ground Surface

Slope

150

Base of Excavation

CROSS-SECTION

DISTANCE (m)

Approx. Original Ground Surface 2 1

A 5

250

620 284

200

620

100

Existing Overburden Removal

150

630

100

Existing Ground Surface

Lot 2 Overburden Placement (See Note 1)

Approx. Original Ground Surface

Existing Overburden Removal

Base of Excavation

630

640

650

660

620

630

640

650

660

670

620

630

640

650

Existing Ground Surface

ELEVATION (m)

660

ELEVATION (m)

ELEVATION (m) ELEVATION (m)

670

FIGURE 6

FIGURE No.

REV. NO.:

FEB. 2020 PROJECT NO:

DATE:

620 543

630

640

650

660

670 ELEVATION (m)

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Geomorphic Map. Old Fort Landslide Complex, Fort St John, BC.

Compiled by Cordilleran Geoscience May 17, 2019. Based on fieldwork April 15-16, 2019

200 m

75 Crest in grade

Crest in grade

The 265 Road intercepts west flowing runoff and diverts it south, increasing the catchment size by ~12 hectares 76 Start long descent

Crest in grade

Snow storage Base of hill 77 5 Spring

77th Ave

Wet 6

Slump

4 Spring

Recent topographic alterations 3

Crest in grade

cutslope

Slumping fill

e from

Seepag

Watershed boundary affected by cut and fill land development, may have altered drainage path or accelerated runoff

2 8

1 Spring 73rd Ave

265 Road

Low point 88

Crest in grade

Sewerage Lagoons, ~46 hectares

Low point 85

240 Road

83 Spring

116 114

86 115

The eastern ponds drain into the area of active slumping bordering the east side of the pit

Tension cracking is evident from WP108 to WP117

113

Pond 9

112

100

101 102

Slumping of gully 11 head at pond outlet 10 Seep

103

104

Active slumping

Mine area (grey)

14 120

16 118

106

121

Saturated gravels 40-80+ m depth below ponds

27 107

17 18

122

128

Pond

33 31 32 36

Graded slope

sca

Gullying where water discharges off slope crest

110

rp Cemented gravel in pit floor 89

Wetland 28

129131

61 60

130

Pond 38 39 Pond

Pond

ppe

plugged

91 Bench, down

59 Typha

dropped block 93

loc

4030

72 71

Dro

k Typha Pond

seepage from scarp

67 65

Dry

Peace River Escarpment

Silt lines indicate 20 cm deep overland flow

56 Abundant persistent

44 Low point

95 Ponding on road 94 Culvert

74 37

Lagoons form dead level area almost at height of land

22 24

20 35 34

127

109

Pond 26 25

Pond 23

126

~10 yr old slump

111

108

123 124 125

Watershed boundary uncertain in this area

105

Bedrock right bank 119 15

~20 yr old slump

Berm

Water in wetland area drains to west side of 265 Rd then south in ditch, pouring over bank at the Peace Lookout

117

Surface runoff from the east side of the 265 Road and storm sewer discharge is directed into the pond at head of the gully

Low area, Typha wetland

Watershed boundary uncertain in this area

Dry Graben 54 Typha on 30% slope

Water from west side of 265 Road drains south over escarpment to West Landslide area that destroyed house

66 52 53

Peace Lookout

138

Shale Ridge 43

Graben

50 Typha wetland

Pond

139

49 Spring 48 Ponds & cracks Seep at bulge

140 45

Top of bedrock

137

Peace River Escarpment

Pond 46

141

136

142

135

134

East Landslide complex

Seep 149

147 Pond 148 Seep

133

150

Culvert

143 Pond 146 Pond

West Landslide

Seep 151

144 Pond

Typha

Earthflow

152

153

Pond 132 Pond

145

Destroyed house

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WƌŽũĞĐƚ EŽ͗͘ ϭϵͲϭϬϯͲ>D

ĞĂƐĂŶ ,ŽůĚŝŶŐƐ >ƚĚ͘ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ sϭ: ϰ:ϯ

ƚƚĞŶƚŝŽŶ͗ Dƌ͘ ^ĂŶĚǇ ĞĞĐŚ͕ WƌĞƐŝĚĞŶƚ ^ƵďũĞĐƚ͗ >ĂŶĚƐůŝĚĞ DŽŶŝƚŽƌŝŶŐ tŽƌŬƉůĂŶ ĨŽƌ ƚŚĞ WƌŽƉŽƐĞĚ 'ĞŽƚĞĐŚŶŝĐĂů &ŝĞůĚ /ŶǀĞƐƚŝŐĂƚŝŽŶ WƌŽŐƌĂŵ ĞĂƐĂŶ 'ĞŶĞƌĂů Wŝƚ͕͘ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ƌŝƚŝƐŚ ŽůƵŵďŝĂ

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ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘ ; ƌǇĂͿ ƉƌĞƐĞŶƚƐ ƚŚŝƐ ǁŽƌŬƉůĂŶ ĨŽƌ Ă ƉƌŽƉŽƐĞĚ ĨŝĞůĚ ŝŶǀĞƐƚŝŐĂƚŝŽŶ ƉƌŽŐƌĂŵ Ăƚ ĂŶĚ ŶĞĂƌ ƚŚĞ KůĚ &Žƌƚ ZŽĂĚ ůĂŶĚƐůŝĚĞ ĂƌĞĂ͘ dŚĞ ƉƌŽƉŽƐĞĚ ǁŽƌŬƉůĂŶ ŝƐ ĐŽŶƐŝƐƚĞŶƚ ǁŝƚŚ ƚŚĞ ǁŽƌŬƉůĂŶƐ ƐƵďŵŝƚƚĞĚ ďǇ ĞĂƐĂŶ ,ŽůĚŝŶŐƐ >ƚĚ͘ ; ĞĂƐĂŶͿ ŝŶ KĐƚŽďĞƌ ϮϬϭϴ ĂŶĚ &ĞďƌƵĂƌǇ ϮϬϭϵ ĨŽƌ ƌĞŵŽǀĂů ŽĨ ƚŚĞ ƐƚŽĐŬƉŝůĞƐ ĨƌŽŵ ƚŚĞ ůĂŶĚƐůŝĚĞ ŝŵƉĂĐƚĞĚ ĂƌĞĂ ŽŶ ĞĂƐĂŶ ƉƌŽƉĞƌƚǇ͘ dŚĞ ŝŶƚĞŶƚ ŽĨ ƚŚŝƐ ǁŽƌŬƉůĂŶ ŝƐ ƚŽ ĂƐƐŝƐƚ ĞĂƐĂŶ ǁŝƚŚ ĂĚǀĂŶĐŝŶŐ ƚǁŽ ĚƌŝůůŚŽůĞƐ ;ŽŶĞ ŽŶ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ĂŶĚ ŽŶĞ ŽŶ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚͿ ǁŝƚŚ ƚŚĞ ƉƵƌƉŽƐĞ ŽĨ ĐŽůůĞĐƚŝŶŐ ƐƵďƐƵƌĨĂĐĞ ŐƌŽƵŶĚ ĂŶĚ ŐƌŽƵŶĚǁĂƚĞƌ ŝŶĨŽƌŵĂƚŝŽŶ͘ dŚĞ ƉƌŽƉŽƐĞĚ ƉůĂŶ ŝŶ ƚŚŝƐ ůĞƚƚĞƌ ŝƐ ďĂƐĞĚ ŽŶ ĚŝƐĐƵƐƐŝŽŶƐ ǁŝƚŚ ĞĂƐĂŶ͕ ƚŚĞ ĚƌŝůůŝŶŐ ĐŽŵƉĂŶǇ ;'ĞŽƚĞĐŚ ƌŝůůŝŶŐͿ͕ ĂŶĚ ƉƌĞǀŝŽƵƐ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ƉƌŽǀŝĚĞĚ ƚŽ ĞĂƐĂŶ ďǇ DŝŶŝƐƚƌǇ ŽĨ ŶĞƌŐǇ͕ DŝŶĞƐ ĂŶĚ WĞƚƌŽůĞƵŵ ZĞƐŽƵƌĐĞƐ ; DWZͿ͘ Ϯ͘Ϭ

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CONFIDENTIAL >ĂŶĚƐůŝĚĞ DŽŶŝƚŽƌŝŶŐ tŽƌŬƉůĂŶ ĨŽƌ ƚŚĞ WƌŽƉŽƐĞĚ 'ĞŽƚĞĐŚŶŝĐĂů &ŝĞůĚ /ŶǀĞƐƚŝŐĂƚŝŽŶ WƌŽŐƌĂŵ DĂǇ Ϯϯ͕ ϮϬϭϵ ĞĂƐĂŶ 'ĞŶĞƌĂů Wŝƚ͕ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ͘ ͘ WƌŽũĞĐƚ EŽ͗͘ ϭϵͲϭϬϯͲ>D

WŚŽƚŽŐƌĂƉŚ ϭ ʹ >ŽǁĞƌ ĞŶĐŚ ƌĞĂ ĂĨƚĞƌ ZĞŵŽǀŝŶŐ ƚŚĞ ^ƚŽĐŬƉŝůĞ DĂƚĞƌŝĂů ;DĂƌĐŚ Ϯϯ͕ ϮϬϭϵͿ

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&ŝŐƵƌĞ ϭ ʹ 'ĞŶĞƌĂů ůĂǇŽƵƚ ŽĨ ƚŚĞ DKd/ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚƐ ϮϬϭϵ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘

WĂŐĞ ͮ Ϯ

'W^ ĐŽŽƌĚŝŶĂƚĞ ƌĞĂĚŝŶŐƐ ĂƌĞ ĂĚĚĞĚ ƚŽ ƚŚĞ DKd/ ĚĂƚĂ ďĂƐĞ ŽŶ ĚĂŝůǇ ďĂƐŝƐ ĨŽƌ ĞĂĐŚ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚ͘ ZĞůĂƚŝǀĞ ŶŽƌƚŚŝŶŐ ĂŶĚ ĞĂƐƚŝŶŐ ĐŽŽƌĚŝŶĂƚĞƐ ĐŽƵůĚ ďĞ ĨŝůƚĞƌĞĚ ĂŶĚ ƉůŽƚƚĞĚ ĨŽƌ ĚŝĨĨĞƌĞŶƚ ƚŝŵĞ ŝŶƚĞƌǀĂůƐ ĨŽƌ ĞĂĐŚ ƉŽŝŶƚ͘ dŚĞ ĂƌƌĂŶŐĞŵĞŶƚ ŽĨ ƚŚĞ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚƐ ĐŽǀĞƌƐ ƚŚĞ ŐĞŶĞƌĂů ůĂŶĚƐůŝĚĞ ĂƌĞĂ ĂŶĚ ĂŶǇ ŵĞĂŶŝŶŐĨƵů ŐƌŽƵŶĚ ŵŽǀĞŵĞŶƚ ĂůŽŶŐ ƚŚĞ ŐĞŶĞƌĂů ůĂŶĚƐůŝĚĞ ĂƌĞĂ ĐĂŶ ďĞ ĚĞƚĞĐƚĞĚ͘ DKd/ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚ EŽ͘ WŝƚͺZ &ͺWW ŝƐ ŝŵŵĞĚŝĂƚĞůǇ ŽŶ ƚŚĞ ƐŽƵƚŚ ƐŝĚĞ ŽĨ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ĂƐ ƐŚŽǁŶ ŽŶ &ŝŐƵƌĞ ϭ͘ 'ƌŽƵŶĚ ĚŝƐƉůĂĐĞŵĞŶƚƐ ĨŽƌ ƚŚŝƐ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚ ĂƌĞ ƉůŽƚƚĞĚ ĨŽƌ ƚŚĞ ƉĂƐƚ ŵŽŶƚŚ ǁŚŝĐŚ ŝŶĚŝĐĂƚĞƐ ŵŽǀĞŵĞŶƚƐ ŝŶ ƚŚĞ ƌĂŶŐĞ ŽĨ ůĞƐƐ ƚŚĂŶ ϭϬ ŵŵ ǁŝƚŚŝŶ ƚŚĞ ƉĂƐƚ ŵŽŶƚŚ ƉĞƌŝŽĚ͘ 'ƌŽƵŶĚ ĚŝƐƉůĂĐĞŵĞŶƚƐ ŝŶ ƚŚĞ ƉĂƐƚ Ϯ ǁĞĞŬƐ ŝƐ ĂůŵŽƐƚ ǌĞƌŽ͘ &ŝŐƵƌĞ Ϯ ƐŚŽǁƐ ƚŚĞ ƌĞůĂƚŝǀĞ ĚŝƐƉůĂĐĞŵĞŶƚ ŽĨ ƚŚĞ WŝƚͺZ &ͺWW ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚ ĨŽƌ ϭ ŵŽŶƚŚ ĂƐ ƌĞĨĞƌĞŶĐĞ͘ ^ŝŵŝůĂƌ ŐƌĂƉŚƐ ĐĂŶ ďĞ ƉůŽƚƚĞĚ ĨŽƌ ϭ ĚĂǇ͕ Ϯ ĚĂǇƐ͕ ϭ ǁĞĞŬ ĂŶĚ ϯ ŵŽŶƚŚƐ͕ ĞƚĐ͘

&ŝŐƵƌĞ Ϯ ʹ 'ƌŽƵŶĚ ŝƐƉůĂĐĞŵĞŶƚ Ăƚ WŝƚͺZ &ͺWW ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚ ƐŝŶĐĞ Ɖƌŝů Ϯϭ͕ ϮϬϭϵ ϮϬϭϵ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘

WĂŐĞ ͮ ϯ

ϰ͘Ϭ

Z/>>/E' WZK'Z D

/Ŷ ŽƌĚĞƌ ƚŽ ĂƐƐĞƐƐ ƐƵďƐƵƌĨĂĐĞ ŐƌŽƵŶĚ ĂŶĚ ŐƌŽƵŶĚǁĂƚĞƌ ĐŽŶĚŝƚŝŽŶƐ͕ ƌǇĂ ƉƌŽƉŽƐĞƐ ƚŽ ĂĚǀĂŶĐĞ ƚǁŽ ĚƌŝůůŚŽůĞƐ Ăƚ ĂŶĚ ŶĞĂƌ ƚŚĞ ůĂŶĚƐůŝĚĞ ĂƌĞĂ ŽŶ ĞĂƐĂŶ ƉƌŽƉĞƌƚǇ͘ dŚĞ ƉƌŽƉŽƐĞĚ ĚƌŝůůŚŽůĞ ůŽĐĂƚŝŽŶƐ ĂƌĞ ƐŚŽǁŶ ŝŶ &ŝŐƵƌĞ ϯ͘ ^Žŝů ĂŶĚ ƌŽĐŬ ĐŽƌŝŶŐ ǁŝůů ďĞ ĐĂƌƌŝĞĚ ƵƐŝŶŐ ƌŽƚĂƌǇ ŵĞƚŚŽĚƐ ĂŶĚ ƐĂŵƉůĞƐ ǁŝůů ďĞ ĐŽůůĞĐƚĞĚ ƵƐŝŶŐ WYϯ ƐŽŝů ĐŽƌŝŶŐ͘ ƌŝůůŝŶŐ ǁŝůů ďĞ ĂĚǀĂŶĐĞĚ ƚŽ ĂŶ ĂƉƉƌŽǆŝŵĂƚĞ ĚĞƉƚŚ ŽĨ ϭϬϬ ŵ͘ sŝďƌĂƚŝŽŶ Žƌ ŝŵƉĂĐƚ ĚƌŝůůŝŶŐ ǁŝůů ďĞ ĂǀŽŝĚĞĚ ĂŶĚ ƚŚĞƌĞ ǁŝůů ďĞ ŶŽ ŝŶƚƌŽĚƵĐƚŝŽŶ ŽĨ ŚŝŐŚͲƉƌĞƐƐƵƌĞ ǁĂƚĞƌ Žƌ ĚƌŝůůŝŶŐ ĨůƵŝĚ ĚƵƌŝŶŐ ƚŚĞ ƉƌŽƉŽƐĞĚ ĚƌŝůůŝŶŐ ƉƌŽŐƌĂŵ͘ dŚĞ ĚƌŝůůŚŽůĞ ĚŝĂŵĞƚĞƌ ǁŝůů ďĞ ĂƉƉƌŽǆŝŵĂƚĞůǇ ϭϱϬ ŵŵ͘ /ƚ ŝƐ ĞƐƚŝŵĂƚĞĚ ƚŚĂƚ ĞĂĐŚ ĚƌŝůůŚŽůĞ ǁŝůů ďĞ ĂĚǀĂŶĐĞĚ ĂŶĚ ĐŽŵƉůĞƚĞĚ ŝŶ ϳ ĚĂǇƐ͘ ƌŝůůŚŽůĞƐ ǁŝůů ďĞ ĐŽŵƉůĞƚĞĚ ďǇ ŝŶƐƚĂůůŝŶŐ ^ĐŚĞĚƵůĞ ϴϬ ƐƚĂŶĚƉŝƉĞƐ ĂŶĚ ďĂĐŬĨŝůůĞĚ ǁŝƚŚ ĨŝůƚĞƌ ƐĂŶĚ͕ ďĞŶƚŽŶŝƚĞ ĂŶĚ ĐĞŵĞŶƚ ŐƌŽƵƚ͘ ŽƌĞ ƐĂŵƉůĞƐ ǁŝůů ďĞ ůŽŐŐĞĚ ďǇ ĂŶ ĞŶŐŝŶĞĞƌ ĨƌŽŵ ƌǇĂ ĂŶĚ ƐĞůĞĐƚ ƐĂŵƉůĞƐ ǁŝůů ďĞ ƐŚŝƉƉĞĚ ƚŽ ŽƵƌ ůĂďŽƌĂƚŽƌǇ ĨŽƌ ĨƵƌƚŚĞƌ ƚĞƐƚŝŶŐ͘ ůů ĐŽƌĞƐ ǁŝůů ďĞ ƐƚŽƌĞĚ ŝŶ ƐĞĐƵƌĞ ĐŽƌĞ ďŽǆĞƐ ĂŶĚ ŬĞƉƚ ŽŶ ĞĂƐĂŶ ƉƌŽƉĞƌƚǇ͘

&ŝŐƵƌĞ ϯ ʹ WƌŽƉŽƐĞĚ ƌŝůůŚŽůĞ >ŽĐĂƚŝŽŶƐ ; ,ϭϵͲϬϭ ĂŶĚ ,ϭϵͲϬϮͿ ϱ͘Ϭ > E ^>/ DKs D Ed DKE/dKZ/E' WZK'Z D dŚĞ ĨŽůůŽǁŝŶŐ ƐƚĞƉƐ ĂƌĞ ƉƌŽƉŽƐĞĚ ĨŽƌ ŵŽŶŝƚŽƌŝŶŐ ƚŚĞ ůĂŶĚƐůŝĚĞ ĂƌĞĂ ĚƵƌŝŶŐ ƚŚĞ ƉƌŽƉŽƐĞĚ ĨŝĞůĚ ƉƌŽŐƌĂŵ͗

ϰ͘ϭ 'ƌŽƵŶĚ DŽǀĞŵĞŶƚ DŽŶŝƚŽƌŝŶŐ WůĂŶ ĂŶĚ ĂŶ ǀĂĐƵĂƚŝŽŶ WƌŽƚŽĐŽů • • •

• • •

ĨŝĞůĚ ĞŶŐŝŶĞĞƌŝŶŐ ŐĞŽůŽŐŝƐƚ ĨƌŽŵ ƌǇĂ ǁŝůů ďĞ ŽŶ ƐŝƚĞ ĚƵƌŝŶŐ ƚŚĞ ĚƌŝůůŝŶŐ ƉƌŽŐƌĂŵ͘ ƌǇĂ ǁŝůů ƌĞǀŝĞǁ ƚŚĞ DKd/ ĚĂƚĂ ďĂƐĞ ĨŽƌ ƚŚĞ ĂďŽǀĞͲŶŽƚĞĚ ϭϬ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚƐ ŽŶ ĚĂŝůǇ ďĂƐŝƐ ďĞĨŽƌĞ ƐƚĂƌƚŝŶŐ ĞĂĐŚ ƐŚŝĨƚ ĂŶĚ ĞǀĞƌǇ ϯ ŚŽƵƌƐ ĚƵƌŝŶŐ ƚŚĞ ĚƌŝůůŝŶŐ ŽƉĞƌĂƚŝŽŶƐ͘ ƌǇĂ ĨŝĞůĚ ĞŶŐŝŶĞĞƌ ǁŝůů ďĞ ĂƐƐŝŐŶĞĚ ĂƐ ĂŶ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ ;ǁŝƚŚ ŚĂŶĚͲŚĞůĚ ƌĂĚŝŽͿ ƚŽ ǀŝƐƵĂůůǇ ŵŽŶŝƚŽƌ ƚŚĞ ƐŝĚĞ ƐůŽƉĞƐ ĂŶĚ ƉůĂƚĨŽƌŵ ŵŽǀĞŵĞŶƚ͕ ƌĞǀŝĞǁ ĂŶĚ ƚƌĂĐŬ ŶĞǁ ĐƌĂĐŬƐ ĂŶĚ ŽƉĞŶŝŶŐƐ ŽŶ ĚĂŝůǇ ďĂƐŝƐ͘ dŚĞ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ ǁŝůů ďĞ ƌĞƐƉŽŶƐŝďůĞ ĨŽƌ ĞǆĞĐƵƚŝŶŐ ƐƚŽƉ ǁŽƌŬ ŽƌĚĞƌ͘ dŚĞ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ ƐŚŽƵůĚ ǁĂůŬ ƚŚĞ ĂƌĞĂ ƚŽ ůŽŽŬ ĨŽƌ ĂŶǇ ĞǀŝĚĞŶĐĞ ŽĨ ŐƌŽƵŶĚ ĚĞĨŽƌŵĂƚŝŽŶ Žƌ ĐƌĂĐŬŝŶŐ ƌĞŐƵůĂƌůǇ͘ ůů ƚŚĞ ƉĞƌƐŽŶŶĞů ǁŽƌŬŝŶŐ Ăƚ ƚŚĞ ƐŝƚĞ ƐŚŽƵůĚ ŚĂǀĞ Ă ƌĂĚŝŽ͕ ďĞ ŽŶ ĂŶ ĂƉƉƌŽƉƌŝĂƚĞ ĐŚĂŶŶĞů ĂŶĚ ƐŝŐŶ ŝŶ ǁŝƚŚ ƚŚĞ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ͘

ϮϬϭϵ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘

WĂŐĞ ͮ ϰ

CONFIDENTIAL DĂǇ Ϯϯ͕ ϮϬϭϵ

>ĂŶĚƐůŝĚĞ DŽŶŝƚŽƌŝŶŐ tŽƌŬƉůĂŶ ĨŽƌ ƚŚĞ WƌŽƉŽƐĞĚ 'ĞŽƚĞĐŚŶŝĐĂů &ŝĞůĚ /ŶǀĞƐƚŝŐĂƚŝŽŶ WƌŽŐƌĂŵ ĞĂƐĂŶ 'ĞŶĞƌĂů Wŝƚ͕ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ͘ ͘ WƌŽũĞĐƚ EŽ͗͘ ϭϵͲϭϬϯͲ>D

ϰ͘Ϯ ^ƚŽƉ tŽƌŬ ^Ğƚ WĂƌĂŵĞƚĞƌ dŚĞ ĨŽůůŽǁŝŶŐ ƐŚŽƵůĚ ďĞ ĐŽŶƐŝĚĞƌĞĚ ĂƐ Ă ƐƚŽƉ ǁŽƌŬ ƐĞƚ ƉĂƌĂŵĞƚĞƌƐ ĚƵƌŝŶŐ ƚŚĞ ĚƌŝůůŝŶŐ ƉƌŽŐƌĂŵ͗ •

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ŽŶƐŝĚĞƌ Ă ϱϬ ŵŵ ŐƌŽƵŶĚ ŵŽǀĞŵĞŶƚ Ăƚ ƚŚĞ DKd/ ŵŽŶŝƚŽƌŝŶŐ ƉŽŝŶƚƐ ĚƵƌŝŶŐ Ă ϭϮͲŚŽƵƌ ƉĞƌŝŽĚ ĂƐ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ƉĂƌĂŵĞƚĞƌ͘ Ɛ ƐŽŽŶ ĂƐ ƚŚĞ ŐƌŽƵŶĚ ŵŽǀĞƐ ŐƌĞĂƚĞƌ ƚŚĂŶ ϱϬ ŵŵ͕ Ăůů ĂĐƚŝǀŝƚŝĞƐ ƐŚŽƵůĚ ŝŵŵĞĚŝĂƚĞůǇ ďĞ ƐƚŽƉƉĞĚ ĂŶĚ ƚŚĞ ƉĞƌƐŽŶŶĞů ƐŚŽƵůĚ ŝŵŵĞĚŝĂƚĞůǇ ĞǀĂĐƵĂƚĞ ƚŚĞ ƐŝƚĞ ĂŶĚ ŵĞĞƚ Ăƚ Ă ĚĞƐŝŐŶĂƚĞĚ ŵƵƐƚĞƌ ƉŽŝŶƚ͘ ŽŶƐŝĚĞƌ Ă ϱϬ ŵŵ ƌĂŝŶĨĂůů ŝŶ ϮϰͲŚŽƵƌ ƉĞƌŝŽĚ ĂƐ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ƉĂƌĂŵĞƚĞƌ͘ Ɛ ƐŽŽŶ ĂƐ ƚŚĞ ƌĂŝŶĨĂůů ĞǆĐĞĞĚƐ ƚŚĞ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ĂŵŽƵŶƚ͕ Ăůů ĂĐƚŝǀŝƚŝĞƐ ƐŚŽƵůĚ ŝŵŵĞĚŝĂƚĞůǇ ďĞ ƐƚŽƉƉĞĚ ĂŶĚ ƚŚĞ ƉĞƌƐŽŶŶĞů ƐŚŽƵůĚ ŝŵŵĞĚŝĂƚĞůǇ ĞǀĂĐƵĂƚĞ ƚŚĞ ƐŝƚĞ ĂŶĚ ŵĞĞƚ Ăƚ Ă ĚĞƐŝŐŶĂƚĞĚ ŵƵƐƚĞƌ ƉŽŝŶƚ͘ dŽƚĂů ƌĂŝŶĨĂůů ĂĐĐƵŵƵůĂƚŝŽŶ ŽĨ ϴϱ ŵŵ ĚƵƌŝŶŐ ĚƌŝůůŝŶŐ ƉĞƌŝŽĚ ŽŶ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ƐŚŽƵůĚ ĂůƐŽ ďĞ ĐŽŶƐŝĚĞƌĞĚ ĂƐ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ƉĂƌĂŵĞƚĞƌ͘ 'ƌŽƵŶĚ ŵŽǀĞŵĞŶƚ ƌĞĨĞƌĞŶĐĞ ŝƐ ŐŽŝŶŐ ƚŽ ďĞ ďĂƐĞĚ ŽŶ ƚŚĞ DKd/ ŽŶͲůŝŶĞ ĚĂƚĂ ďĂƐĞ͘ /Ĩ ƚŚĞ ƐǇƐƚĞŵ ŐŽĞƐ ĚŽǁŶ ĨŽƌ ůŽŶŐĞƌ ƚŚĂŶ Ϯϰ ŚŽƵƌƐ͕ Ăůů ǁŽƌŬ ƐŚŽƵůĚ ďĞ ƐƚŽƉƉĞĚ ƵŶƚŝů ƚŚĞ ƐĞƌǀŝĐĞ ŝƐ ƌĞƐƵŵĞĚ Žƌ ĂŶ ĂůƚĞƌŶĂƚŝǀĞ ƐƵƌǀĞǇŝŶŐ ƉůĂŶ ŝƐ ĂĚŽƉƚĞĚ͘ ŽŶƐŝĚĞƌ ĂŶǇ ŽƉĞŶ ĐƌĂĐŬ͕ ƐĞƚƚůĞŵĞŶƚ͕ ŵŽǀĞŵĞŶƚ Žƌ Ă ŵĞĂŶŝŶŐĨƵů ĞǀŝĚĞŶĐĞ ĨŽƌ ŐƌŽƵŶĚ ŵŽǀĞŵĞŶƚ ĂƐ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ĐŽŶĚŝƚŝŽŶ͘ ^ƚŽƉ ǁŽƌŬ ŝŵŵĞĚŝĂƚĞůǇ ĂŶĚ ĞǀĂĐƵĂƚĞ ƚŚĞ ƐŝƚĞ ĂƐ ĞǆƉůĂŝŶĞĚ ĂďŽǀĞ͘

ϰ͘ϯ dƌŝŐŐĞƌ ĐƚŝŽŶ ZĞƐƉŽŶƐĞ WůĂŶ /Ĩ ƚŚĞƌĞ ŝƐ Ă ŵŽǀĞŵĞŶƚ Žƌ ƌĂŝŶĨĂůů ŐƌĞĂƚĞƌ ƚŚĂŶ ƚŚĞ ƐĞƚ ƉĂƌĂŵĞƚĞƌ͕ ƚŚĞ ĨŽůůŽǁŝŶŐ ŵƵƐƚ ďĞ ŝŵƉůĞŵĞŶƚĞĚ ŝŵŵĞĚŝĂƚĞůǇ͗ • • • • •

tŽƌŬ ŵƵƐƚ ďĞ ƐƚŽƉƉĞĚ ŝŵŵĞĚŝĂƚĞůǇ ďǇ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ͘ ůů ƚŚĞ ƉĞƌƐŽŶŶĞů ƐŚŽƵůĚ ĞǀĂĐƵĂƚĞ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ƵƐŝŶŐ ĞŝƚŚĞƌ ŽĨ ƚŚĞ ƌĂŵƉƐ ƚŽ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚ ĂŶĚ ŵĞĞƚ Ăƚ Ă ĚĞƐŝŐŶĂƚĞĚ ŵƵƐƚĞƌ ƉŽŝŶƚ͘ dŚĞ ŽďƐĞƌǀĂƚŝŽŶ ŽĨĨŝĐĞƌ ƐŚŽƵůĚ ƉĞƌĨŽƌŵ ŚĞĂĚĐŽƵŶƚ ĂŶĚ ĐŽŶĚƵĐƚ ĨƵƌƚŚĞƌ ĂƐƐĞƐƐŵĞŶƚ ďĞĨŽƌĞ ƚŚĞ ƉĞƌƐŽŶŶĞů ĐŽƵůĚ ƌĞƚƵƌŶ ƚŽ ǁŽƌŬ͘ DWZ ƐŚŽƵůĚ ďĞ ŶŽƚŝĨŝĞĚ ŝŶ ǁƌŝƚŝŶŐ͘ ƌǇĂ ǁŝůů ĨƵƌƚŚĞƌ ĂƐƐĞƐƐ ƚŚĞ ƐŝƚĞ ĐŽŶĚŝƚŝŽŶƐ ĂŶĚ ĐŽŵŵƵŶŝĐĂƚĞ ǁŝƚŚ DWZ͘ tŽƌŬ ĐĂŶ ŽŶůǇ ďĞ ƌĞƐƵŵĞĚ ǁŝƚŚ ĨŽƌŵĂů ŝŶƐƚƌƵĐƚŝŽŶƐ ĨƌŽŵ ƌǇĂ ǁŚŝĐŚ ƐŚŽƵůĚ ďĞ ƉƌŽǀŝĚĞĚ ŝŶ ǁƌŝƚŝŶŐ͘

ϲ͘Ϭ Yh/WD Ed dŚĞ ĨŽůůŽǁŝŶŐ ĞƋƵŝƉŵĞŶƚ ĂƌĞ ĞǆƉĞĐƚĞĚ ƚŽ ďĞ ƵƐĞĚ ĚƵƌŝŶŐ ƚŚĞ ĚƌŝůůŝŶŐ ƉƌŽŐƌĂŵ͗ • •

ƚƌĂĐŬͲŵŽƵŶƚĞĚ ĚƌŝůůƌŝŐ ŽǁŶĞĚ ĂŶĚ ŽƉĞƌĂƚĞĚ ďǇ 'ĞŽƚĞĐŚ ƌŝůůŝŶŐ͘ dǁŽ ƉŝĐŬͲƵƉ ƚƌƵĐŬƐ͕ ĚƌŝůůŝŶŐ ƌŽĚƐ͕ ĐĂƐŝŶŐƐ͕ ŵƵĚ ƚĂŶŬ͕ ĞƚĐ͘

tĂƚĞƌ ďůĂĚĚĞƌ ĂŶĚ ƉƵŵƉƐ ǁŝůů ďĞ ƐĞƚ ƵƉ ŽŶ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚ͘ dŚĞ ĚƌŝůůƌŝŐ ǁŝůů ďĞ ŵŽǀĞĚ ƚŽ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚ Ăƚ ƚŚĞ ĞŶĚ ŽĨ ĞĂĐŚ ƐŚŝĨƚ ůĞĂǀŝŶŐ ŶŽ ĞƋƵŝƉŵĞŶƚ ŽŶ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ŽǀĞƌŶŝŐŚƚ͘ ϮϬϭϵ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘

WĂŐĞ ͮ ϱ

CONFIDENTIAL >ĂŶĚƐůŝĚĞ DŽŶŝƚŽƌŝŶŐ tŽƌŬƉůĂŶ ĨŽƌ ƚŚĞ WƌŽƉŽƐĞĚ 'ĞŽƚĞĐŚŶŝĐĂů &ŝĞůĚ /ŶǀĞƐƚŝŐĂƚŝŽŶ WƌŽŐƌĂŵ ĞĂƐĂŶ 'ĞŶĞƌĂů Wŝƚ͕ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ͘ ͘

DĂǇ Ϯϯ͕ ϮϬϭϵ WƌŽũĞĐƚ EŽ͗͘ ϭϵͲϭϬϯͲ>D

ϳ͘Ϭ /d/KE > KE^/ Z d/KE^ dŚĞ ĨŽůůŽǁŝŶŐ ĂĚĚŝƚŝŽŶĂů ƐƚĞƉƐ ƐŚŽƵůĚ ďĞ ĨŽůůŽǁĞĚ ĚƵƌŝŶŐ ƚŚĞ ƌĞĐůĂŵĂƚŝŽŶ ƉƌŽĐĞƐƐ͗ •

All equipment operators and on-site personnel will be trained on the workplan, stop-work set parameters, and observations or conditions that would trigger stopping of works.

•

ůů ƌĞĂƐŽŶĂďůĞ ŵĞĂƐƵƌĞƐ ǁŝůů ďĞ ƚĂŬĞŶ ƚŽ ŵŝŶŝŵŝǌĞ ŝŶŐƌĞƐƐ ŽĨ ǁĂƚĞƌ Žƌ ĨůƵŝĚ ŝŶƚŽ ƚŚĞ ŐƌŽƵŶĚ͘ dŚŝƐ ǁŝůů ŝŶĐůƵĚĞ ƉƌŽǀŝĚŝŶŐ ĐŽŶƚĂŝŶŵĞŶƚ ĨŽƌ Ěƌŝůů ĐƵƚƚŝŶŐƐ ĂŶĚ ĐŝƌĐƵůĂƚŝŽŶ ǁĂƚĞƌ͘ ůů ƚŚĞ ĞƋƵŝƉŵĞŶƚ ĂŶĚ ĨƵĞů ƐƚŽƌĂŐĞ ƐŚŽƵůĚ ďĞ ƉůĂĐĞĚ ĂƉƉƌŽǆŝŵĂƚĞůǇ ϰϬϬ ŵ ŶŽƌƚŚ ĨƌŽŵ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚ ŶĞĂƌ ƚŚĞ ĞŶƚƌĂŶĐĞ ŐĂƚĞ ǁŚĞŶ ŶŽƚ ŝŶ ƵƐĞ͘ dŚĞ ϭ͘Ϯ ŵ ŚŝŐŚ ďĞƌŵƐ ŽŶ ĞĂĐŚ ƐŝĚĞ ŽĨ ƚŚĞ ƌĂŵƉƐ ƐŚŽƵůĚ ďĞ ŝŶƐƉĞĐƚĞĚ ĂŶĚ ƌĞƉĂŝƌĞĚ ĂƐ ƌĞƋƵŝƌĞĚ͘ tŽƌŬ ƐŚŽƵůĚ ďĞ ĐŽŵƉůĞƚĞĚ ďĞƚǁĞĞŶ ϳĂŵ ƚŽ ϱƉŵ͘ tŽƌŬ ƐŚĂůů ďĞ ĐŽŵƉůĞƚĞĚ ǁŝƚŚ ĨƵůů ƚŝŵĞ ŵŽŶŝƚŽƌŝŶŐ ƵŶĚĞƌ ƚŚĞ ƐƵƉĞƌǀŝƐŝŽŶ ŽĨ ƌǇĂ͘

• • • •

ϴ͘Ϭ ^d/D d d/D >/E ĂƐĞĚ ŽŶ ƚŚĞ ĚƌŝůůŝŶŐ ƐĐŚĞĚƵůĞ ƉƌŽǀŝĚĞĚ ďǇ 'ĞŽƚĞĐŚ ƌŝůůŝŶŐ͕ ĂĚǀĂŶĐŝŶŐ ĂŶĚ ĐŽŵƉůĞƚŝŽŶ ŽĨ ,ϭϵͲϬϭ ŽŶ ƚŚĞ ůŽǁĞƌ ďĞŶĐŚ ǁŝůů ƚĂŬĞ ĂďŽƵƚ ϳ ĚĂǇƐ͘ ĚǀĂŶĐŝŶŐ ĂŶĚ ĐŽŵƉůĞƚŝŽŶ ŽĨ ,ϭϵͲϮ ŽŶ ƚŚĞ ƵƉƉĞƌ ďĞŶĐŚ ŝƐ ĞǆƉĞĐƚĞĚ ƚŽ ƚĂŬĞ ĂďŽƵƚ ϴ ĚĂǇƐ͘ 'ĞŽƚĞĐŚ ƌŝůůŝŶŐ ŝƐ ƉƌĞƉĂƌĞĚ ƚŽ ďĞ ŵŽďŝůŝǌĞĚ ŽŶ DŽŶĚĂǇ͕ DĂǇ Ϯϳ͕ ϮϬϭϵ͘ /ƚ ŝƐ ĞǆƉĞĐƚĞĚ ƚŚĂƚ ƚŚĞ ƉƌŽƉŽƐĞĚ ƉƌŽŐƌĂŵ ǁŝůů ďĞ ĐŽŵƉůĞƚĞĚ ďǇ :ƵŶĞ ϭϱ͕ ϮϬϭϵ͘

ϵ͘Ϭ >K^hZ dŚĞ ǁŽƌŬƉůĂŶ ƉƌĞƐĞŶƚĞĚ ŚĞƌĞŝŶ ŝƐ ŵĞƌĞůǇ ďĂƐĞĚ ŽŶ ƚŚĞ ĂǀĂŝůĂďůĞ ŝŶĨŽƌŵĂƚŝŽŶ͘ ƚ ƚŚŝƐ ƉŽŝŶƚ͕ ƌǇĂ ŚĂƐ ŶĞŝƚŚĞƌ ĐĂƌƌŝĞĚ ŽƵƚ ĂŶǇ ĚĞƚĂŝůĞĚ ŐĞŽƚĞĐŚŶŝĐĂů ĂƐƐĞƐƐŵĞŶƚ ŶŽƌ ĐŽŶĚƵĐƚĞĚ Ă ĐŽŵƉƌĞŚĞŶƐŝǀĞ ƐůŽƉĞ ƐƚĂďŝůŝƚǇ ĞǀĂůƵĂƚŝŽŶ͘ dŚŝƐ ĚŽĐƵŵĞŶƚ ŝƐ ũƵƐƚ Ă ǁŽƌŬƉůĂŶ ƚŽ ŚĞůƉ ĞĂƐĂŶ ĐĂƌƌǇ ŽƵƚ Ă ŐĞŽƚĞĐŚŶŝĐĂů ĨŝĞůĚ ŝŶǀĞƐƚŝŐĂƚŝŽŶ ǁŝƚŚŽƵƚ ĐŽŵƉƌŽŵŝƐŝŶŐ ƐĂĨĞƚǇ ŽĨ ƚŚĞ ǁŽƌŬŝŶŐ ƉĞƌƐŽŶŶĞů ĂŶĚ ŝƐ ĞƐƐĞŶƚŝĂůůǇ ďĂƐĞĚ ŽŶ ĐůŽƐĞ ŵŽŶŝƚŽƌŝŶŐ ŽĨ ƚŚĞ ƐůŽƉĞ ŵŽǀĞŵĞŶƚ ĂŶĚ ĞĨĨĞĐƚŝǀĞ ĐŽŵŵƵŶŝĐĂƚŝŽŶ ǁŝƚŚ ƚŚĞ ǁŽƌŬŝŶŐ ƉĞƌƐŽŶŶĞů ĂŶĚ ĨŽůůŽǁŝŶŐ Ă ƐƚƌŝĐƚ ĞǀĂĐƵĂƚŝŽŶ ƉƌŽƚŽĐŽů ďĂƐĞĚ ŽŶ ŐƌŽƵŶĚ ŵŽǀĞŵĞŶƚ͘ ^ƚŽƉ ǁŽƌŬ ŽƌĚĞƌ ƐŚŽƵůĚ ďĞ ŝŵƉůĞŵĞŶƚĞĚ ĂƐ ƐŽŽŶ ĂƐ ĞŝƚŚĞƌ ŽĨ ƚŚĞ ƐƚŽƉ ǁŽƌŬ ƐĞƚ ƉĂƌĂŵĞƚĞƌƐ ŝƐ ŽďƐĞƌǀĞĚ͘ dŚĞ ŵĂƚĞƌŝĂů ŝŶ ƚŚŝƐ ǁŽƌŬƉůĂŶ ĚŽĞƐ ŶŽƚ ŝŶĐůƵĚĞ ĂŶǇ ĞŶŐŝŶĞĞƌŝŶŐ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ͘ tĞ ĂƉƉƌĞĐŝĂƚĞ ƚŚĞ ŽƉƉŽƌƚƵŶŝƚǇ ƚŽ ďĞ ŽĨ ƐĞƌǀŝĐĞ ƚŽ ǇŽƵ͘ /Ĩ ǇŽƵ ŚĂǀĞ ĂŶǇ ƋƵĞƐƚŝŽŶƐ ƌĞŐĂƌĚŝŶŐ ƚŚĞ ĐŽŶƚĞŶƚƐ ŽĨ ƚŚŝƐ ǁŽƌŬƉůĂŶ͕ ƉůĞĂƐĞ ĐŽŶƚĂĐƚ ƚŚĞ ƵŶĚĞƌƐŝŐŶĞĚ Ăƚ ϲϬϰ͘ϴϰϮ͘ϯϳϯϰ͘ ^ŝŶĐĞƌĞůǇ͕

ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘ WƌĞƉĂƌĞĚ ďǇ

DĂƐŽƵĚ DŽŚĂũĞƌŝ͕ WŚ͘ ͕͘ W͘ ŶŐ͕͘ WDW WƌŝŶĐŝƉĂů ͮ ^ƉĞĐŝĂůŝƐƚ 'ĞŽƚĞĐŚŶŝĐĂů ŶŐŝŶĞĞƌ ϮϬϭϵ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘

WĂŐĞ ͮ ϲ

KE&/ Ed/ >

ƉƉĞŶĚŝǆ : ^ƵƌǀĞǇ ZĞƐƵůƚƐ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

CONFIDENTIAL Geotechnical Assessment Report Old Fort Landslide (Discovered on September 29, 2018), Fort St. John, B.C.

&ĞďƌƵĂƌǇ Ϯϭ͕ ϮϬϮϬ File No.: 19Ͳ103ͲLM

Ground Displacements at Pit_REF_PP Monitoring Station (October 31, 2018 until October 30, 2019) – Source: MOTI Dashboard

Ground Displacements at Pit_REF_PP Monitoring Station (October 30, 2019 until February 7, 2020) – Source: MOTI Dashboard 2020 Arya Engineering Inc

1 | A p p e n d i x J

$0/'*%&/5*"-

&21),'(17,$/

Stakeout Tolerance Report Job name Trimble General Survey Creation date Distance Units Angle units Stakeout horizontal tolerance Stakeout vertical tolerance Tolerance checking/highlighting

180385051018 v2.90 05/10/2018 Meters Degrees 0.050 0.050 Both

Highlighted values exceed stakeout tolerances ǻ North

ǻ East

ǻ Elevation

1000-1

-0.002

-0.006

0.002

MON-SPK

1001-1

0.012

-0.010

-0.020

MON-SPK

1002-1

0.003

-0.009

MON-SPK

1003-1

0.013

-0.012

-0.025

MON-SPK

1004-1

-0.002

-0.012

-0.017

MON-SPK

1005-1

0.001

-0.002

0.020

MON-SPK

1006-1

0.002

-0.004

-0.001

MON-SPK

1007-1

0.003

-0.007

-0.005

MON-SPK

1008-1

-0.004

-0.003

-0.006

MON-SPK

1009-1

-0.002

-0.005

-0.002

MON-SPK

1010-1

0.004

-0.005

0.009

MON-SPK

1011-1

-0.008

0.007

0.004

MON-SPK

1012-1

-0.009

-0.005

0.007

MON-SPK

1013-1

0.004

-0.010

0.003

MON-SPK

1014-1

-0.005

-0.015

0.008

MON-SPK

1015-1

0.003

0.006

0.009

MON-SPK

1016-1

0.000

-0.007

0.009

MON-SPK

1017-1

0.008

-0.010

-0.002

MON-SPK

Name

Code

&21),'(17,$/ 1018-1

0.011

0.001

0.002

MON-SPK

1019-1

0.007

-0.007

0.009

MON-SPK

1020-1

0.006

0.003

0.005

MON-SPK

1021-1

0.001

0.010

0.008

MON-SPK

1022-1

0.008

-0.007

0.007

MON-SPK

1023-1

0.000

-0.007

0.000

MON-SPK

1024-1

0.003

0.008

0.004

MON-SPK

1025-1

0.005

0.001

MON-SPK

1026-1

0.001

0.012

0.005

MON-SPK

1027-1

0.002

0.004

-0.017

MON-SPK

1028-1

0.005

0.015

-0.010

MON-SPK

1029-1

0.003

0.005

-0.004

MON-SPK

1030-1

0.012

-0.006

0.007

MON-SPK

1031-1

0.004

0.001

MON-SPK

1032-1

-0.006

0.009

0.010

MON-SPK

1033-1

-0.004

0.007

0.010

MON-SPK

1034-1

0.002

0.007

0.003

MON-SPK

1035-1

-0.004

0.000

0.006

MON-SPK

1036-1

-0.011

0.008

MON-SPK

1037-1

0.012

0.004

MON-SPK

1038-1

0.012

-0.005

-0.001

MON-SPK

1039-1

0.012

-0.001

-0.002

MON-SPK

1040-1

-0.001

0.003

-0.009

MON-SPK

1041-1

-0.012

-0.003

-0.004

MON-SPK

1042-1

-0.006

-0.004

0.008

MON-SPK

1043-1

0.008

0.009

0.012

MON-SPK

1044-1

-0.011

0.004

0.007

MON-SPK

1045-1

-0.011

0.000

0.009

MON-SPK

&21),'(17,$/ 1046-1

-0.007

-0.004

0.003

MON-SPK

1047-1

-0.004

0.008

0.010

MON-SPK

1048-1

0.015

-0.003

0.006

MON-SPK

1049-1

-0.005

-0.007

0.007

MON-SPK

1050-1

0.010

0.002

0.000

MON-SPK

1051-1

-0.005

0.001

MON-SPK

1052-1

0.010

0.004

0.003

MON-SPK

1053-1

0.006

-0.002

MON-SPK

1054-1

0.000

-0.008

0.006

MON-SPK

1055-1

0.003

-0.003

-0.002

MON-SPK

1056-1

0.003

-0.007

-0.006

MON-SPK

1057-1

0.014

-0.002

0.003

MON-SPK

1058-1

0.013

-0.002

MON-SPK

1059-1

0.009

-0.010

0.004

MON-SPK

1060-1

0.005

-0.012

0.000

MON-SPK

1061-1

0.003

-0.007

0.002

MON-SPK

1062-1

0.018

0.001

-0.003

MON-SPK

&21),'(17,$/

Stakeout Tolerance Report Job name Trimble General Survey Creation date Distance Units Angle units Stakeout horizontal tolerance Stakeout vertical tolerance Tolerance checking/highlighting

180385051018 v2.90 05/10/2018 Meters Degrees 0.050 0.050 Both

Highlighted values exceed stakeout tolerances

Monitoring Round 1 8:30am Comparison to original survey ǻ North

ǻ East

ǻ Elevation

Code

1000-1

-0.002

-0.006

0.002

MON-SPK

1001-1

0.012

-0.010

-0.020

MON-SPK

1002-1

0.003

-0.009

MON-SPK

1003-1

0.013

-0.012

-0.025

MON-SPK

1004-1

-0.002

-0.012

-0.017

MON-SPK

1005-1

0.001

-0.002

0.020

MON-SPK

1006-1

0.002

-0.004

-0.001

MON-SPK

1007-1

0.003

-0.007

-0.005

MON-SPK

1008-1

-0.004

-0.003

-0.006

MON-SPK

1009-1

-0.002

-0.005

-0.002

MON-SPK

1010-1

0.004

-0.005

0.009

MON-SPK

1011-1

-0.008

0.007

0.004

MON-SPK

1012-1

-0.009

-0.005

0.007

MON-SPK

1013-1

0.004

-0.010

0.003

MON-SPK

1014-1

-0.005

-0.015

0.008

MON-SPK

1015-1

0.003

0.006

0.009

MON-SPK

1016-1

0.000

-0.007

0.009

MON-SPK

Name

&21),'(17,$/ 1017-1

0.008

-0.010

-0.002

MON-SPK

1018-1

0.011

0.001

0.002

MON-SPK

1019-1

0.007

-0.007

0.009

MON-SPK

1020-1

0.006

0.003

0.005

MON-SPK

1021-1

0.001

0.010

0.008

MON-SPK

1022-1

0.008

-0.007

0.007

MON-SPK

1023-1

0.000

-0.007

0.000

MON-SPK

1024-1

0.003

0.008

0.004

MON-SPK

1025-1

0.005

0.001

MON-SPK

1026-1

0.001

0.012

0.005

MON-SPK

1027-1

0.002

0.004

-0.017

MON-SPK

1028-1

0.005

0.015

-0.010

MON-SPK

1029-1

0.003

0.005

-0.004

MON-SPK

1030-1

0.012

-0.006

0.007

MON-SPK

1031-1

0.004

0.001

MON-SPK

1032-1

-0.006

0.009

0.010

MON-SPK

1033-1

-0.004

0.007

0.010

MON-SPK

1034-1

0.002

0.007

0.003

MON-SPK

1035-1

-0.004

0.000

0.006

MON-SPK

1036-1

-0.011

0.008

MON-SPK

1037-1

0.012

0.004

MON-SPK

1038-1

0.012

-0.005

-0.001

MON-SPK

1039-1

0.012

-0.001

-0.002

MON-SPK

1040-1

-0.001

0.003

-0.009

MON-SPK

1041-1

-0.012

-0.003

-0.004

MON-SPK

1042-1

-0.006

-0.004

0.008

MON-SPK

1043-1

0.008

0.009

0.012

MON-SPK

1044-1

-0.011

0.004

0.007

MON-SPK

&21),'(17,$/ 1045-1

-0.011

0.000

0.009

MON-SPK

1046-1

-0.007

-0.004

0.003

MON-SPK

1047-1

-0.004

0.008

0.010

MON-SPK

1048-1

0.015

-0.003

0.006

MON-SPK

1049-1

-0.005

-0.007

0.007

MON-SPK

1050-1

0.010

0.002

0.000

MON-SPK

1051-1

-0.005

0.001

MON-SPK

1052-1

0.010

0.004

0.003

MON-SPK

1053-1

0.006

-0.002

MON-SPK

1054-1

0.000

-0.008

0.006

MON-SPK

1055-1

0.003

-0.003

-0.002

MON-SPK

1056-1

0.003

-0.007

-0.006

MON-SPK

1057-1

0.014

-0.002

0.003

MON-SPK

1058-1

0.013

-0.002

MON-SPK

1059-1

0.009

-0.010

0.004

MON-SPK

1060-1

0.005

-0.012

0.000

MON-SPK

1061-1

0.003

-0.007

0.002

MON-SPK

1062-1

0.018

0.001

-0.003

MON-SPK

ǻ North

ǻ East

ǻ Elevation

Code

1000-2

0.005

-0.010

-0.005

MON-SPK

1001-2

-0.002

-0.001

0.002

MON-SPK

1002-2

-0.004

-0.007

0.004

MON-SPK

1003-2

0.001

-0.016

-0.005

MON-SPK

1004-2

-0.009

-0.006

-0.001

MON-SPK

1005-2

0.000

-0.004

0.010

MON-SPK

Notes:

Monitoring Round 2 1:30pm Comparison to original survey Name

&21),'(17,$/ 1006-2

-0.008

0.001

0.012

MON-SPK

1007-2

0.000

-0.008

0.003

MON-SPK

1008-2

-0.006

-0.002

-0.003

MON-SPK

1009-2

-0.006

-0.005

MON-SPK

1010-2

0.005

-0.004

0.007

MON-SPK

1011-2

-0.003

0.010

0.003

MON-SPK

1012-2

-0.006

-0.012

0.004

MON-SPK

1013-2

0.005

-0.014

0.005

MON-SPK

1014-2

0.000

-0.020

0.012

MON-SPK

1015-2

0.006

0.003

0.006

MON-SPK

1016-2

0.008

-0.001

0.011

MON-SPK

1017-2

0.013

-0.007

0.009

MON-SPK

1018-2

0.010

0.004

0.010

MON-SPK

1019-2

0.007

-0.010

0.015

MON-SPK

1020-2

0.008

-0.001

0.013

MON-SPK

1021-2

0.000

0.010

0.005

MON-SPK

1022-2

0.007

-0.001

0.013

MON-SPK

1023-2

0.007

-0.003

0.002

MON-SPK

1024-2

0.006

0.009

0.008

MON-SPK

1025-2

0.004

0.005

0.002

MON-SPK

1026-2

0.007

0.010

0.009

MON-SPK

1027-2

0.003

0.012

-0.014

MON-SPK

1028-2

0.003

0.014

0.005

MON-SPK

1029-2

0.004

0.013

0.005

MON-SPK

1030-2

0.003

-0.008

0.012

MON-SPK

1031-2

0.009

0.004

0.001

MON-SPK

1032-2

-0.002

0.005

0.016

MON-SPK

1033-2

-0.007

0.002

0.012

MON-SPK

&21),'(17,$/ 1034-2

0.006

0.012

0.005

MON-SPK

1035-2

-0.010

0.001

0.009

MON-SPK

1036-2

-0.009

0.001

0.007

MON-SPK

1037-2

0.010

0.005

0.017

MON-SPK

1038-2

0.012

0.000

0.006

MON-SPK

1039-2

0.010

0.003

0.006

MON-SPK

1040-2

0.002

0.003

-0.002

MON-SPK

1041-2

-0.010

0.000

0.005

MON-SPK

1042-2

0.002

-0.006

0.008

MON-SPK

1043-2

0.001

0.015

0.004

MON-SPK

1044-2

-0.013

0.003

0.010

MON-SPK

1045-2

-0.007

0.003

0.011

MON-SPK

1046-2

-0.009

-0.006

0.010

MON-SPK

1047-2

-0.005

0.010

0.009

MON-SPK

1048-2

0.015

-0.004

0.008

MON-SPK

1049-2

-0.011

0.004

0.010

MON-SPK

1050-2

0.004

0.008

0.003

MON-SPK

1051-2

-0.015

0.007

0.002

MON-SPK

1052-2

0.007

0.003

0.009

MON-SPK

1053-2

0.013

-0.001

-0.005

MON-SPK

1054-2

-0.002

-0.015

0.002

MON-SPK

1055-2

-0.007

-0.006

MON-SPK

1056-2

-0.006

-0.005

0.003

MON-SPK

1057-2

0.008

-0.013

0.000

MON-SPK

1058-2

0.000

-0.006

0.012

MON-SPK

1059-2

0.002

-0.007

0.011

MON-SPK

1060-2

0.004

-0.005

0.003

MON-SPK

1061-2

0.000

0.009

MON-SPK

&21),'(17,$/ 1062-2

0.011

0.000

-0.004

MON-SPK

ǻ North

ǻ East

ǻ Elevation

Code

1000-3

0.001

-0.003

MON-SPK

1001-3

0.004

-0.009

0.006

MON-SPK

1002-3

0.003

-0.005

0.016

MON-SPK

1003-3

0.006

-0.011

-0.009

MON-SPK

1004-3

-0.002

-0.007

-0.002

MON-SPK

1005-3

-0.001

-0.008

0.019

MON-SPK

1006-3

0.008

-0.006

-0.011

MON-SPK

1007-3

0.001

-0.009

0.016

MON-SPK

1008-3

-0.002

-0.004

MON-SPK

1010-3

0.008

-0.003

0.007

MON-SPK

1011-3

-0.004

0.004

0.017

MON-SPK

1012-3

-0.005

-0.008

0.003

MON-SPK

1013-3

0.009

-0.005

0.001

MON-SPK

1014-3

-0.004

-0.012

0.017

MON-SPK

1015-3

0.003

-0.001

0.016

MON-SPK

1016-3

0.009

-0.006

0.001

MON-SPK

1017-3

0.017

-0.009

-0.002

MON-SPK

1018-3

0.011

0.006

-0.005

MON-SPK

1019-3

0.011

-0.005

-0.004

MON-SPK

1020-3

0.008

0.002

0.006

MON-SPK

1021-3

-0.001

0.015

0.003

MON-SPK

1022-3

0.000

-0.002

0.014

MON-SPK

1023-3

0.000

-0.007

0.004

MON-SPK

Notes:

Monitoring Round 3 4:30pm Comparison to original survey Name

&21),'(17,$/ 1024-3

-0.002

0.008

0.003

MON-SPK

1028-3

0.001

0.010

0.005

MON-SPK

1029-3

0.001

0.009

0.007

MON-SPK

1030-3

0.004

-0.001

0.014

MON-SPK

1031-3

0.010

0.012

0.001

MON-SPK

1032-3

-0.003

0.016

0.010

MON-SPK

1033-3

-0.005

0.005

0.014

MON-SPK

1034-3

0.003

0.007

0.010

MON-SPK

1035-3

0.001

-0.002

0.007

MON-SPK

1036-3

-0.004

0.005

0.008

MON-SPK

1037-3

0.017

0.003

0.012

MON-SPK

1038-3

0.016

-0.003

0.014

MON-SPK

1039-3

0.008

-0.002

0.000

MON-SPK

1041-3

-0.010

-0.002

0.009

MON-SPK

1042-3

-0.004

0.001

0.011

MON-SPK

1043-3

0.009

0.014

0.003

MON-SPK

1044-3

-0.008

0.000

0.008

MON-SPK

1045-3

-0.003

0.001

0.013

MON-SPK

1046-3

-0.008

-0.005

0.010

MON-SPK

1047-3

0.001

0.007

0.011

MON-SPK

1048-3

0.015

-0.007

0.009

MON-SPK

1049-3

-0.008

0.000

0.012

MON-SPK

1050-3

0.002

0.004

0.003

MON-SPK

1051-3

-0.005

-0.010

0.004

MON-SPK

1052-3

0.015

0.001

0.004

MON-SPK

1053-3

0.016

0.005

-0.015

MON-SPK

1054-3

0.009

-0.012

0.014

MON-SPK

1055-3

0.001

-0.001

0.002

MON-SPK

&21),'(17,$/ 1056-3

0.002

-0.006

0.008

MON-SPK

1057-3

0.005

-0.012

0.008

MON-SPK

1058-3

0.013

-0.004

0.011

MON-SPK

1059-3

0.001

-0.009

0.005

MON-SPK

1060-3

0.005

-0.014

0.003

MON-SPK

1061-3

0.000

-0.001

0.007

MON-SPK

1062-3

0.016

0.005

MON-SPK

Notes: 1009 - Under parked machinery 10025, 1026, 1027, 1040 - Not surveyed due to accessibility issues

&21),'(17,$/

Monitoring Report Job: 18Ͳ385 Client: DRS Energy Services Inc. Units Origin

Meters Original Survey was preformed on 04/10/2018

Difference from Original: Shows comparison to the original survey Difference from Previous: Shows the comparison to the previous time it was measured Difference for Day: Shows the comparison to the first observation of the day Positive Northing: Negative Northing: Positive Easting: Negative Easting:

Northward Movement Southward Movement Eastward Movement Westward Movement

Difference from Original Name

Date

Time

ǻ North

ǻ East

ǻ Elevation

1000-1 1000-2 1000-3 1000-4 1000-5 1000-6 1000-7 1000-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 -0.005 -0.001 0.006 0.007 0.010 0.000 0.000

0.006 0.010 0.003 0.008 0.003 0.004 0.010 -0.005

1001-1 1001-2 1001-3 1001-4 1001-5 1001-6 1001-7 1001-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.012 0.002 -0.004 -0.001 -0.002 -0.004 -0.008 -0.007

1002-1 1002-2 1002-3 1002-4 1002-5 1002-6 1002-7 1002-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1003-1 1003-2 1003-3 1003-4 1003-5 1003-6 1003-7 1003-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1004-1 1004-2 1004-3 1004-4 1004-5 1004-6 1004-7 1004-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1005-1 1005-2 1005-3 1005-4 1005-5 1005-6 1005-7 1005-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1006-1 1006-2 1006-3 1006-4 1006-5 1006-6 1006-7 1006-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

1007-1 1007-2 1007-3

05/10/2018 05/10/2018 05/10/2018

Difference from Previous ǻ North

ǻ East

ǻ Elevation

-0.002 0.005 0.003 0.006 0.000 0.007 0.002 -0.010

-0.007 0.004 0.007 0.001 0.003 -0.010 0.000

0.004 -0.007 0.005 -0.005 0.001 0.006 -0.015

0.010 0.001 0.009 0.008 0.012 0.009 0.005 0.002

0.020 -0.002 -0.006 0.001 0.004 0.004 0.002 0.003

0.014 -0.006 0.003 -0.001 -0.002 -0.004 0.001

-0.003 0.004 -0.003 0.001 0.001 -0.002 0.005 0.002

0.009 0.007 0.005 0.010 0.006 0.003 -0.001 0.006

0.009 -0.004 -0.016 0.004 -0.006 0.000 -0.009 0.000

-0.013 -0.001 -0.006 -0.001 -0.002 0.003 -0.004 0.007

0.012 0.016 0.011 0.007 -0.001 0.006 0.004 0.006

0.002 0.009 0.002 0.000 0.009 0.015 0.012 0.011

Difference for Day ǻ North

ǻ East

ǻ Elevation

0.007 -0.002 0.003 -0.006 0.007 -0.005 -0.012

Ͳ0.007 Ͳ0.003

0.004 Ͳ0.003

0.007 0.005

0.001 0.004 Ͳ0.006 Ͳ0.006

Ͳ0.005 Ͳ0.004 0.002 Ͳ0.013

Ͳ0.006 0.001 Ͳ0.004 Ͳ0.016

-0.009 0.008 -0.001 0.004 -0.003 -0.004 -0.003

-0.022 -0.004 0.007 0.003 0.000 -0.002 0.001

0.014 0.008

Ͳ0.009 Ͳ0.001

Ͳ0.022 Ͳ0.026

Ͳ0.001 Ͳ0.003 Ͳ0.007 Ͳ0.006

0.004 0.001 Ͳ0.003 Ͳ0.006

0.003 0.003 0.001 0.002

0.007 -0.007 0.004 0.000 -0.003 0.007 -0.003

-0.002 -0.002 0.005 -0.004 -0.003 -0.004 0.007

-0.013 -0.012 0.020 -0.010 0.006 -0.009 0.009

0.007 0.000

Ͳ0.002 Ͳ0.004

Ͳ0.013 Ͳ0.025

0.000 Ͳ0.003 0.004 0.001

Ͳ0.004 Ͳ0.007 Ͳ0.011 Ͳ0.004

Ͳ0.010 Ͳ0.004 Ͳ0.013 Ͳ0.004

0.025 0.005 0.009 0.003 0.003 -0.002 0.014 0.003

0.012 -0.005 0.005 -0.001 0.005 -0.007 0.011

0.004 -0.005 -0.004 -0.008 0.007 -0.002 0.002

-0.020 0.004 -0.006 0.000 -0.005 0.016 -0.011

0.012 0.007

0.004 Ͳ0.001

Ͳ0.020 Ͳ0.016

Ͳ0.001 0.004 Ͳ0.003 0.008

Ͳ0.008 Ͳ0.001 Ͳ0.003 Ͳ0.001

0.000 Ͳ0.005 0.011 0.000

0.012 0.006 0.007 0.008 0.001 0.006 0.007 0.005

0.017 0.001 0.002 0.004 0.002 0.008 0.012 0.011

0.007 -0.007 -0.002 0.009 0.006 -0.003 -0.001

-0.006 0.001 0.001 -0.007 0.005 0.001 -0.002

-0.016 0.001 0.002 -0.002 0.006 0.004 -0.001

0.007 0.000

Ͳ0.006 Ͳ0.005

Ͳ0.016 Ͳ0.015

0.009 0.015 0.012 0.011

Ͳ0.007 Ͳ0.002 Ͳ0.001 Ͳ0.003

Ͳ0.002 0.004 0.008 0.007

-0.001 0.000 0.001 0.001 0.002 0.005 0.000 -0.001

0.002 0.004 0.008 0.004 -0.001 0.011 0.005 -0.002

-0.020 -0.010 -0.019 -0.016 -0.020 -0.023 -0.013 -0.014

0.001 0.001 0.000 0.001 0.003 -0.005 -0.001

0.002 0.004 -0.004 -0.005 0.012 -0.006 -0.007

0.010 -0.009 0.003 -0.004 -0.003 0.010 -0.001

0.001 0.002

0.002 0.006

0.010 0.001

0.001 0.004 Ͳ0.001 Ͳ0.002

Ͳ0.005 0.007 0.001 Ͳ0.006

Ͳ0.004 Ͳ0.007 0.003 0.002

-0.004 -0.001 -0.006 -0.012 -0.010 -0.007 -0.010 -0.004

-0.001 -0.012 -0.011 -0.006 -0.004 -0.006 -0.008 0.000

0.006 0.006

0.003 -0.002

-0.011 -0.010

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 0.008 0.008 0.008 0.002 0.016 0.009 -0.006

-0.006 0.014 -0.007 -0.015

0.002 0.003 -0.003 0.006

0.002 -0.002 -0.002 0.008

Ͳ0.006 0.008 0.001 Ͳ0.014

0.002 0.005 0.002 0.008

0.002 0.000 Ͳ0.002 0.006

8:30am 1:30pm 4:30pm

-0.003 0.000 -0.001

0.007 0.008 0.009

0.005 -0.003 -0.016

0.003 -0.001

0.001 0.001

-0.008 -0.013

0.003 0.002

0.001 0.002

Ͳ0.008 Ͳ0.021

Comments

&21),'(17,$/ 1007-4 1007-5 1007-6 1007-7 1007-8

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.001 0.003 -0.001 0.002 -0.001

0.007 0.006 0.007 0.010 0.006

-0.002 -0.004 0.002 -0.005 -0.004

0.000 0.004 -0.004 0.003 -0.003

-0.002 -0.001 0.001 0.003 -0.004

0.014 -0.002 0.006 -0.007 0.001

1008-1 1008-2 1008-3 1008-4 1008-5 1008-6 1008-7 1008-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.006 0.002 0.000 0.006 0.005 0.008 -0.001

0.003 0.002 0.002 -0.002 0.000 0.014 0.013 0.007

0.006 0.003 0.004 -0.005 -0.002 0.011 0.002 0.006

0.002 -0.004 -0.002 0.006 -0.001 0.003 -0.009

-0.001 0.000 -0.004 0.002 0.014 -0.001 -0.006

-0.003 0.001 -0.009 0.003 0.013 -0.009 0.004

1009-1 1009-2 1009-3 1009-4 1009-5 1009-6 1009-7 1009-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.002 0.005 0.000 0.001 0.005 0.006 -0.006 0.009

0.001

0.003

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.005 0.006 0.000 0.011 0.004 0.001 0.002 0.006

0.004

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.002 0.006 0.000 0.000 0.011 0.004 0.003 -0.002

-0.006 0.011 -0.007 -0.001 -0.005

0.005 -0.007 -0.003 0.001 0.004

-0.004 0.004 0.001 -0.012 0.015

1010-1 1010-2 1010-3 1010-4 1010-5 1010-6 1010-7 1010-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.004 -0.005 -0.008 -0.005 -0.008 -0.005 0.001 -0.008

0.005 0.004 0.003 0.003 0.007 0.002 0.008 0.005

-0.009 -0.007 -0.007 -0.004 -0.011 -0.006 -0.010 -0.002

-0.001 -0.003 0.003 -0.003 0.003 0.006 -0.009

-0.001 -0.001 0.000 0.004 -0.005 0.006 -0.003

1011-1 1011-2 1011-3 1011-4 1011-5 1011-6 1011-7 1011-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.008 0.003 0.004 0.003 -0.001 -0.001 0.004 0.002

-0.007 -0.010 -0.004 -0.007 -0.009 -0.005 -0.003 -0.004

-0.004 -0.003 -0.017 -0.008 -0.004 -0.007 -0.006 -0.010

-0.005 0.001 -0.001 -0.004 0.000 0.005 -0.002

1012-1 1012-2 1012-3 1012-4 1012-5 1012-6 1012-7 1012-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.009 0.006 0.005 0.007 0.010 0.009 0.011 0.007

0.005 0.012 0.008 0.002 -0.002 0.007 0.006 0.004

-0.007 -0.004 -0.003 -0.008 0.004 -0.009 -0.009 -0.016

1013-1 1013-2 1013-3 1013-4 1013-5 1013-6 1013-7 1013-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.004 -0.005 -0.009 -0.008 -0.017 -0.008 -0.013 -0.010

0.010 0.014 0.005 0.013 0.004 0.000 0.001 0.008

1014-1 1014-2 1014-3 1014-4 1014-5 1014-6 1014-7 1014-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.005 0.000 0.004 0.001 0.009 -0.001 0.007 -0.005

1015-1 1015-2 1015-3 1015-4 1015-5 1015-6 1015-7 1015-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1016-1 1016-2 1016-3 1016-4 1016-5 1016-6 1016-7 1016-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

1017-1 1017-2 1017-3

05/10/2018 05/10/2018 05/10/2018

0.004 0.000 0.003 0.000

Ͳ0.001 0.000 0.003 Ͳ0.001

Ͳ0.002 0.004 Ͳ0.003 Ͳ0.002

0.002 Ͳ0.002

Ͳ0.001 Ͳ0.001

Ͳ0.003 Ͳ0.002

0.006 0.005 0.008 Ͳ0.001

0.002 0.016 0.015 0.009

0.003 0.016 0.007 0.011

Under Parked Machinery 0.011 0.004 0.003 Ͳ0.002

Ͳ0.007 Ͳ0.010 Ͳ0.009 Ͳ0.005

0.004 0.005 Ͳ0.007 0.008

0.002 0.000 0.003 -0.007 0.005 -0.004 0.008

Ͳ0.001 Ͳ0.004

Ͳ0.001 Ͳ0.002

0.002 0.002

Ͳ0.003 0.000 0.006 Ͳ0.003

0.004 Ͳ0.001 0.005 0.002

Ͳ0.007 Ͳ0.002 Ͳ0.006 0.002

-0.003 0.006 -0.003 -0.002 0.004 0.002 -0.001

0.001 -0.014 0.009 0.004 -0.003 0.001 -0.004

Ͳ0.005 Ͳ0.004

Ͳ0.003 0.003

0.001 Ͳ0.013

Ͳ0.004 Ͳ0.004 0.001 Ͳ0.001

Ͳ0.002 0.002 0.004 0.003

0.004 0.001 0.002 Ͳ0.002

-0.003 -0.001 0.002 0.003 -0.001 0.002 -0.004

0.007 -0.004 -0.006 -0.004 0.009 -0.001 -0.002

0.003 0.001 -0.005 0.012 -0.013 0.000 -0.007

Ͳ0.003 Ͳ0.004

0.007 0.003

0.003 0.004

0.003 0.002 0.004 0.000

Ͳ0.004 0.005 0.004 0.002

0.012 Ͳ0.001 Ͳ0.001 Ͳ0.008

-0.003 -0.005 -0.001 -0.008 -0.004 0.000 0.000 -0.007

-0.001 -0.004 0.001 -0.009 0.009 -0.005 0.003

0.004 -0.009 0.008 -0.009 -0.004 0.001 0.007

-0.002 0.004 -0.007 0.004 0.004 0.000 -0.007

Ͳ0.001 Ͳ0.005

0.004 Ͳ0.005

Ͳ0.002 0.002

Ͳ0.009 0.000 Ͳ0.005 Ͳ0.002

Ͳ0.009 Ͳ0.013 Ͳ0.012 Ͳ0.005

0.004 0.008 0.008 0.001

0.015 0.020 0.012 0.010 0.010 0.015 0.010 0.009

-0.008 -0.012 -0.017 -0.012 -0.009 -0.006 -0.012 -0.004

-0.005 0.004 -0.003 0.008 -0.010 0.008 -0.012

0.005 -0.008 -0.002 0.000 0.005 -0.005 -0.001

-0.004 -0.005 0.005 0.003 0.003 -0.006 0.008

Ͳ0.005 Ͳ0.001

0.005 Ͳ0.003

Ͳ0.004 Ͳ0.009

0.008 Ͳ0.002 0.006 Ͳ0.006

0.000 0.005 0.000 Ͳ0.001

0.003 0.006 0.000 0.008

-0.003 -0.006 -0.003 -0.003 -0.008 -0.002 -0.012 -0.006

-0.006 -0.003 0.001 -0.004 -0.008 -0.005 0.000 -0.005

-0.009 -0.006 -0.016 -0.005 -0.007 -0.004 -0.003 -0.009

-0.003 0.003 0.000 -0.005 0.006 -0.010 0.006

0.003 0.004 -0.005 -0.004 0.003 0.005 -0.005

0.003 -0.010 0.011 -0.002 0.003 0.001 -0.006

Ͳ0.003 0.000

0.003 0.007

0.003 Ͳ0.007

Ͳ0.005 0.001 Ͳ0.009 Ͳ0.003

Ͳ0.004 Ͳ0.001 0.004 Ͳ0.001

Ͳ0.002 0.001 0.002 Ͳ0.004

0.007 0.001 0.006 0.002 -0.002 0.002 0.003 0.002

-0.009 -0.011 -0.001 -0.004 -0.007 -0.015 -0.010 -0.005

-0.008 -0.001 0.005 -0.006 0.004 -0.009 0.008

-0.006 0.005 -0.004 -0.004 0.004 0.001 -0.001

-0.002 0.010 -0.003 -0.003 -0.008 0.005 0.005

Ͳ0.008 Ͳ0.009

Ͳ0.006 Ͳ0.001

Ͳ0.002 0.008

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 -0.008 -0.009 -0.004 -0.010 -0.006 -0.015 -0.007

Ͳ0.006 Ͳ0.002 Ͳ0.011 Ͳ0.003

Ͳ0.004 0.000 0.001 0.000

Ͳ0.003 Ͳ0.011 Ͳ0.006 Ͳ0.001

8:30am 1:30pm 4:30pm

-0.008 -0.013 -0.017

0.010 0.007 0.009

0.002 -0.009 0.002

-0.005 -0.004

-0.003 0.002

-0.011 0.011

Ͳ0.005 Ͳ0.009

Ͳ0.003 Ͳ0.001

Ͳ0.011 0.000

&21),'(17,$/ 1017-4 1017-5 1017-6 1017-7 1017-8

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.013 -0.009 -0.011 -0.003 -0.019

0.005 0.004 0.003 0.002 0.007

-0.002 -0.006 -0.007 -0.008 0.001

0.004 0.004 -0.002 0.008 -0.016

-0.004 -0.001 -0.001 -0.001 0.005

-0.004 -0.004 -0.001 -0.001 0.009

1018-1 1018-2 1018-3 1018-4 1018-5 1018-6 1018-7 1018-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.011 -0.010 -0.011 -0.013 -0.012 -0.008 -0.009 -0.020

-0.001 -0.004 -0.006 -0.002 -0.012 -0.010 -0.008 -0.007

-0.002 -0.010 0.005 -0.005 -0.001 0.001 -0.009 -0.001

0.001 -0.001 -0.002 0.001 0.004 -0.001 -0.011

-0.003 -0.002 0.004 -0.010 0.002 0.002 0.001

-0.008 0.015 -0.010 0.004 0.002 -0.010 0.008

1019-1 1019-2 1019-3 1019-4 1019-5 1019-6 1019-7 1019-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.007 -0.007 -0.011 -0.011 -0.006 -0.011 -0.013 -0.013

0.007 0.010 0.005 0.005 0.005 0.002 0.002 0.002

-0.009 -0.015 0.004 -0.008 -0.017 -0.001 -0.016 -0.014

0.000 -0.004 0.000 0.005 -0.005 -0.002 0.000

0.003 -0.005 0.000 0.000 -0.003 0.000 0.000

1020-1 1020-2 1020-3 1020-4 1020-5 1020-6 1020-7 1020-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.006 -0.008 -0.008 -0.007 -0.003 -0.009 -0.004 -0.014

-0.003 0.001 -0.002 -0.001 -0.009 -0.004 -0.011 -0.007

-0.005 -0.013 -0.006 -0.011 -0.005 0.000 -0.010 -0.003

-0.002 0.000 0.001 0.004 -0.006 0.005 -0.010

1021-1 1021-2 1021-3 1021-4 1021-5 1021-6 1021-7 1021-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.001 0.000 0.001 -0.002 -0.011 0.007 0.010 -0.003

-0.010 -0.010 -0.015 -0.010 -0.021 -0.006 -0.016 -0.014

-0.008 -0.005 -0.003 -0.006 -0.012 0.008 -0.007 -0.003

1022-1 1022-2 1022-3 1022-4 1022-5 1022-6 1022-7 1022-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.008 -0.007 0.000 -0.009 -0.009 -0.010 -0.012 -0.004

0.007 0.001 0.002 -0.003 -0.004 0.003 0.001 0.005

1023-1 1023-2 1023-3 1023-4 1023-5 1023-6 1023-7 1023-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 -0.007 0.000 -0.013 -0.005 -0.004 -0.018 0.000

1024-1 1024-2 1024-3 1024-4 1024-5 1024-6 1024-7 1024-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

1025-1 1025-2 1025-3

0.004 0.002 0.010 Ͳ0.006

Ͳ0.001 Ͳ0.002 Ͳ0.003 0.002

Ͳ0.004 Ͳ0.005 Ͳ0.006 0.003

0.001 0.000

Ͳ0.003 Ͳ0.005

Ͳ0.008 0.007

0.001 0.005 0.004 Ͳ0.007

Ͳ0.010 Ͳ0.008 Ͳ0.006 Ͳ0.005

0.004 0.006 Ͳ0.004 0.004

-0.006 0.019 -0.012 -0.009 0.016 -0.015 0.002

0.000 Ͳ0.004

0.003 Ͳ0.002

Ͳ0.006 0.013

0.005 0.000 Ͳ0.002 Ͳ0.002

0.000 Ͳ0.003 Ͳ0.003 Ͳ0.003

Ͳ0.009 0.007 Ͳ0.008 Ͳ0.006

0.004 -0.003 0.001 -0.008 0.005 -0.007 0.004

-0.008 0.007 -0.005 0.006 0.005 -0.010 0.007

Ͳ0.002 Ͳ0.002

0.004 0.001

Ͳ0.008 Ͳ0.001

0.004 Ͳ0.002 0.003 Ͳ0.007

Ͳ0.008 Ͳ0.003 Ͳ0.010 Ͳ0.006

0.006 0.011 0.001 0.008

0.001 0.001 -0.003 -0.009 0.018 0.003 -0.013

0.000 -0.005 0.005 -0.011 0.015 -0.010 0.002

0.003 0.002 -0.003 -0.006 0.020 -0.015 0.004

0.001 0.002

0.000 Ͳ0.005

0.003 0.005

Ͳ0.009 0.009 0.012 Ͳ0.001

Ͳ0.011 0.004 Ͳ0.006 Ͳ0.004

Ͳ0.006 0.014 Ͳ0.001 0.003

-0.007 -0.013 -0.014 -0.007 -0.009 -0.006 -0.022 -0.003

0.001 0.007 -0.009 0.000 -0.001 -0.002 0.008

-0.006 0.001 -0.005 -0.001 0.007 -0.002 0.004

-0.006 -0.001 0.007 -0.002 0.003 -0.016 0.019

0.001 0.008

Ͳ0.006 Ͳ0.005

Ͳ0.006 Ͳ0.007

0.000 Ͳ0.001 Ͳ0.003 0.005

Ͳ0.001 0.006 0.004 0.008

Ͳ0.002 0.001 Ͳ0.015 0.004

0.007 0.003 0.007 0.006 0.005 0.004 0.005 0.003

0.000 -0.002 -0.004 -0.006 -0.008 -0.002 -0.014 -0.009

-0.007 0.007 -0.013 0.008 0.001 -0.014 0.018

-0.004 0.004 -0.001 -0.001 -0.001 0.001 -0.002

-0.002 -0.002 -0.002 -0.002 0.006 -0.012 0.005

Ͳ0.007 0.000

Ͳ0.004 0.000

Ͳ0.002 Ͳ0.004

0.008 0.009 Ͳ0.005 0.013

Ͳ0.001 Ͳ0.002 Ͳ0.001 Ͳ0.003

Ͳ0.002 0.004 Ͳ0.008 Ͳ0.003

-0.008 -0.009 -0.008 -0.005 -0.013 -0.012 -0.004 -0.009

-0.004 -0.008 -0.003 -0.008 -0.006 0.001 -0.011 -0.002

-0.003 0.008 -0.019 0.008 0.000 -0.011 0.013

-0.001 0.001 0.003 -0.008 0.001 0.008 -0.005

-0.004 0.005 -0.005 0.002 0.007 -0.012 0.009

Ͳ0.003 0.005

Ͳ0.001 0.000

Ͳ0.004 0.001

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.003 -0.006 0.002 -0.017 -0.009 -0.009 -0.020 -0.007

0.008 0.008 Ͳ0.003 0.010

Ͳ0.008 Ͳ0.007 0.001 Ͳ0.004

0.002 0.009 Ͳ0.003 0.006

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.005 -0.004 0.000

-0.005 -0.005 0.000

-0.001 -0.002 0.000

0.001

0.000

-0.001

0.001

0.000

Ͳ0.001

1026-1 1026-2 1026-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.001 -0.007 0.000

-0.012 -0.010 0.000

-0.005 -0.009 0.000

-0.006

1027-1 1027-2 1027-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.002 -0.003 0.000

-0.004 -0.012 0.000

0.017 0.014 0.000

-0.001

-0.008

-0.003

Ͳ0.001

Ͳ0.008

Ͳ0.003

1028-1 1028-2 1028-3 1028-4 1028-5 1028-6 1028-7 1028-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.010 -0.005 -0.005 0.000 -0.001 -0.009 -0.016 0.003

0.002 0.002 -0.008 0.000 0.005 0.001 -0.002

0.001 0.004 -0.005 -0.001 -0.001 0.018 -0.015

-0.015 0.000 0.005 -0.001 -0.008 -0.007 0.019

0.001 0.005

Ͳ0.015 Ͳ0.015

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.015 -0.014 -0.010 -0.015 -0.016 -0.017 0.001 -0.014

0.002 0.004

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.005 -0.003 -0.001 -0.009 -0.009 -0.004 -0.003 -0.005

0.000 0.005 0.006 0.004

Ͳ0.001 Ͳ0.002 0.016 0.001

Ͳ0.001 Ͳ0.009 Ͳ0.016 0.003

Accessibly Issues

0.002

-0.004

Ͳ0.006

0.002

Ͳ0.004 Accessibly Issues

Accessibly Issues

&21),'(17,$/ 1029-1 1029-2 1029-3 1029-4 1029-5 1029-6 1029-7 1029-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1030-1 1030-2 1030-3 1030-4 1030-6 1030-7 1030-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 12:45pm 2:45pm 4:45pm

1031-1 1031-2 1031-3 1031-4 1031-6 1031-7 1031-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 12:45pm 2:45pm 4:45pm

1032-1 1032-2 1032-3 1032-4 1032-5 1032-6 1032-7 1032-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1033-1 1033-2 1033-3 1033-4 1033-5 1033-6 1033-7 1033-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1034-1 1034-2 1034-3 1034-4 1034-5 1034-6 1034-7 1034-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1035-1 1035-2 1035-3 1035-4 1035-5 1035-6 1035-7 1035-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1036-1 1036-2 1036-3 1036-4 1036-5 1036-6 1036-7 1036-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1037-1 1037-2 1037-3 1037-4 1037-5 1037-6 1037-7 1037-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1038-1 1038-2 1038-3 1038-4 1038-5 1038-6 1038-7 1038-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

1039-1 1039-2

05/10/2018 05/10/2018

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-0.009 -0.002 0.008 -0.003 0.002 -0.016 0.006

Ͳ0.001 0.002

Ͳ0.008 Ͳ0.004

Ͳ0.009 Ͳ0.011

0.005 0.002 0.003 0.001

Ͳ0.007 Ͳ0.002 Ͳ0.002 0.001

Ͳ0.003 Ͳ0.001 Ͳ0.017 Ͳ0.011

-0.012 -0.003 -0.004 -0.011 -0.013 -0.017 -0.008

0.006 0.008 0.001 -0.001 -0.002 -0.003 0.010

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0.009 -0.001 -0.007 -0.002 -0.004 0.009

0.002 -0.007 -0.002 -0.001 -0.001 0.013

-0.005 -0.002 0.000 0.005 -0.011 0.006

0.009 0.008

0.002 Ͳ0.005

Ͳ0.005 Ͳ0.007

Ͳ0.002 Ͳ0.006 0.003

Ͳ0.001 Ͳ0.002 0.011

0.005 Ͳ0.006 0.000

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Ͳ0.005 Ͳ0.006

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Ͳ0.005 Ͳ0.013 Ͳ0.004

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Ͳ0.004 Ͳ0.003

0.004 Ͳ0.007

Ͳ0.006 0.000

0.007 0.002 0.005 0.000

0.001 Ͳ0.004 Ͳ0.003 0.003

Ͳ0.006 0.001 Ͳ0.013 0.004

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0.003 0.001

0.005 0.002

Ͳ0.002 Ͳ0.004

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0.002 0.008 0.001 0.003

Ͳ0.002 Ͳ0.007 Ͳ0.022 Ͳ0.009

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Ͳ0.004 Ͳ0.001

Ͳ0.005 0.000

Ͳ0.002 Ͳ0.007

0.006 0.013 0.010 0.011

0.013 0.008 0.007 0.008

Ͳ0.003 Ͳ0.003 Ͳ0.009 Ͳ0.002

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0.000 -0.001 0.002 0.000 0.005 0.001 0.001 -0.002

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0.006 -0.011 -0.001 0.003 0.003 -0.004 -0.001

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0.006 Ͳ0.005

Ͳ0.001 0.002

Ͳ0.003 Ͳ0.001

0.003 0.006 0.002 0.001

0.005 0.001 0.001 Ͳ0.002

Ͳ0.003 0.001 Ͳ0.004 Ͳ0.002

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0.001 -0.001 -0.003 0.005 -0.002 -0.012 0.013

Ͳ0.002 0.006

0.007 0.002

0.001 Ͳ0.005

0.002 0.003 0.012 Ͳ0.001

0.006 0.001 0.002 0.004

0.005 0.003 Ͳ0.009 0.004

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0.002 -0.007 -0.003 0.009 -0.009 0.008 -0.009

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-0.013 0.005 0.001 -0.001 0.007 -0.016 0.008

0.002 Ͳ0.005

Ͳ0.001 0.001

Ͳ0.013 Ͳ0.008

0.009 0.000 0.008 Ͳ0.001

0.006 Ͳ0.001 0.011 0.002

Ͳ0.001 0.006 Ͳ0.010 Ͳ0.002

0.005 0.000 0.003 0.010 0.001 0.000 0.003 0.009

0.001 -0.006 -0.014 -0.008 -0.005 -0.015 -0.019 -0.010

0.000 -0.004 0.008 0.000 -0.012 0.010 -0.014

-0.005 0.003 0.007 -0.009 -0.001 0.003 0.006

-0.007 -0.008 0.006 0.003 -0.010 -0.004 0.009

0.000 Ͳ0.004

Ͳ0.005 Ͳ0.002

Ͳ0.007 Ͳ0.015

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.012 -0.012 -0.016 -0.008 -0.008 -0.020 -0.010 -0.024

0.000 Ͳ0.012 Ͳ0.002 Ͳ0.016

Ͳ0.009 Ͳ0.010 Ͳ0.007 Ͳ0.001

0.003 Ͳ0.007 Ͳ0.011 Ͳ0.002

8:30am 1:30pm

-0.012 -0.010

0.001 -0.003

0.002 -0.006

0.002

-0.004

-0.008

0.002

Ͳ0.004

Ͳ0.008

&21),'(17,$/ 1039-3 1039-4 1039-5 1039-6 1039-7 1039-8

05/10/2018

4:30pm

0.002 -0.005 -0.002 -0.005 0.001 0.000

0.000 -0.003 0.007 -0.004 -0.012 -0.002

0.002 -0.014 0.007 -0.011 0.013 0.000

0.005 -0.007 0.003 -0.003 0.006 -0.001

0.006 -0.003 0.010 -0.011 -0.008 0.010

0.001

Ͳ0.002

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.008 -0.022 -0.015 -0.026 -0.013 -0.013

0.004

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.007 Ͳ0.004 0.009 0.009

0.003 0.000 0.006 0.005

0.010 Ͳ0.001 Ͳ0.009 0.001

1040-1 1040-2 1040-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.001 -0.002 0.000

-0.003 -0.003 0.000

0.009 0.002 0.000

0.014 -0.003

-0.003 0.000

0.011 -0.007

Ͳ0.003

0.000

Ͳ0.007

1041-1 1041-2 1041-3 1041-4 1041-5 1041-6 1041-7 1041-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.004 -0.005 -0.009 -0.015 -0.011 -0.014 -0.016 -0.007

-0.002 0.000 -0.005 0.009 -0.008 0.002 0.002

-0.003 0.002 0.001 0.003 -0.003 -0.005 0.005

-0.009 -0.004 -0.006 0.004 -0.003 -0.002 0.009

Ͳ0.003 Ͳ0.001

Ͳ0.009 Ͳ0.013

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.003 0.000 0.002 0.003 0.006 0.003 -0.002 0.003

Ͳ0.002 Ͳ0.002

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.012 0.010 0.010 0.005 0.014 0.006 0.008 0.010

0.009 0.001 0.003 0.005

0.003 0.000 Ͳ0.005 0.000

0.004 0.001 Ͳ0.001 0.008

1042-1 1042-2 1042-3 1042-4 1042-5 1042-6 1042-7 1042-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.008 -0.008 -0.011 -0.019 -0.015 -0.023 -0.023 -0.020

-0.008 0.006 -0.010 0.000 0.004 0.001 -0.006

0.002 -0.007 -0.002 0.005 0.000 -0.002 -0.002

0.000 -0.003 -0.008 0.004 -0.008 0.000 0.003

0.002 Ͳ0.005

0.000 Ͳ0.003

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.006 -0.001 -0.003 0.002 0.002 0.000 -0.002

Ͳ0.008 Ͳ0.002

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.006 -0.002 0.004 -0.006 -0.006 -0.002 -0.001 -0.007

0.000 0.004 0.005 Ͳ0.001

0.005 0.005 0.003 0.001

0.004 Ͳ0.004 Ͳ0.004 Ͳ0.001

1043-1 1043-2 1043-3 1043-4 1043-5 1043-6 1043-7 1043-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.012 -0.004 -0.003 -0.026 -0.004 -0.017 -0.012 -0.009

0.007 -0.008 -0.008 0.006 -0.015 0.012 -0.002

-0.006 0.001 0.002 -0.001 -0.004 -0.004 0.002

0.008 0.001 -0.023 0.022 -0.013 0.005 0.003

Ͳ0.006 Ͳ0.005

0.008 0.009

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.009 -0.015 -0.014 -0.012 -0.013 -0.017 -0.021 -0.019

0.007 Ͳ0.001

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.008 -0.001 -0.009 -0.017 -0.011 -0.026 -0.014 -0.016

0.006 Ͳ0.009 0.003 0.001

Ͳ0.001 Ͳ0.005 Ͳ0.009 Ͳ0.007

0.022 0.009 0.014 0.017

1044-1 1044-2 1044-3 1044-4 1044-5 1044-6 1044-7 1044-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.007 -0.010 -0.008 -0.016 -0.013 -0.021 -0.012 -0.014

0.002 -0.005 -0.008 0.006 -0.003 0.008 -0.004

0.001 0.003 -0.003 0.005 -0.007 0.000 -0.002

-0.003 0.002 -0.008 0.003 -0.008 0.009 -0.002

0.001 0.004

Ͳ0.003 Ͳ0.001

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.004 -0.003 0.000 -0.003 0.002 -0.005 -0.005 -0.007

0.002 Ͳ0.003

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.011 0.013 0.008 0.000 0.006 0.003 0.011 0.007

0.006 0.003 0.011 0.007

0.005 Ͳ0.002 Ͳ0.002 Ͳ0.004

0.003 Ͳ0.005 0.004 0.002

1045-1 1045-2 1045-3 1045-4 1045-5 1045-6 1045-7 1045-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.009 -0.011 -0.013 -0.012 -0.015 -0.017 -0.020 -0.012

-0.004 -0.004 -0.001 0.005 -0.004 0.002 0.001

-0.003 0.002 -0.002 -0.002 -0.003 0.003 0.001

-0.002 -0.002 0.001 -0.003 -0.002 -0.003 0.008

Ͳ0.003 Ͳ0.001

Ͳ0.002 Ͳ0.004

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 -0.003 -0.001 -0.003 -0.005 -0.008 -0.005 -0.004

Ͳ0.004 Ͳ0.008

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.011 0.007 0.003 0.002 0.007 0.003 0.005 0.006

0.005 0.001 0.003 0.004

Ͳ0.002 Ͳ0.005 Ͳ0.002 Ͳ0.001

Ͳ0.003 Ͳ0.005 Ͳ0.008 0.000

1046-1 1046-2 1046-3 1046-4 1046-5 1046-6 1046-7 1046-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.003 -0.010 -0.010 -0.013 -0.012 -0.022 -0.019 -0.013

0.002 -0.001 -0.013 0.012 -0.005 0.001 0.000

0.002 -0.001 -0.011 -0.003 0.007 0.005 0.001

-0.007 0.000 -0.003 0.001 -0.010 0.003 0.006

0.002 0.001

Ͳ0.007 Ͳ0.007

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.006 0.005 -0.006 -0.009 -0.002 0.003 0.004

0.002 0.001

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.007 0.009 0.008 -0.005 0.007 0.002 0.003 0.003

0.012 0.007 0.008 0.008

Ͳ0.003 0.004 0.009 0.010

0.001 Ͳ0.009 Ͳ0.006 0.000

1047-1 1047-2 1047-3 1047-4 1047-5 1047-6 1047-7 1047-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.010 -0.009 -0.011 -0.012 -0.014 -0.014 -0.017 -0.010

0.001 -0.006 0.004 -0.004 0.004 -0.001 -0.004

-0.002 0.003 -0.008 0.013 -0.002 -0.004 0.000

0.001 -0.002 -0.001 -0.002 0.000 -0.003 0.007

Ͳ0.002 0.001

0.001 Ͳ0.001

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.008 -0.010 -0.007 -0.015 -0.002 -0.004 -0.008 -0.008

0.001 Ͳ0.005

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.004 0.005 -0.001 0.003 -0.001 0.003 0.002 -0.002

Ͳ0.004 0.000 Ͳ0.001 Ͳ0.005

0.013 0.011 0.007 0.007

Ͳ0.002 Ͳ0.002 Ͳ0.005 0.002

1048-1 1048-2 1048-3 1048-4 1048-5 1048-6 1048-7 1048-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.006 -0.008 -0.009 -0.009 -0.014 -0.014 -0.017 -0.009

0.000 0.000 0.000 -0.001 -0.006 0.003 -0.002

0.001 0.003 -0.003 -0.005 0.004 0.001 -0.002

-0.002 -0.001 0.000 -0.005 0.000 -0.003 0.008

0.001 0.004

Ͳ0.002 Ͳ0.003

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.003 0.004 0.007 0.004 -0.001 0.003 0.004 0.002

0.000 0.000

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.015 -0.015 -0.015 -0.015 -0.016 -0.022 -0.019 -0.021

Ͳ0.001 Ͳ0.007 Ͳ0.004 Ͳ0.006

Ͳ0.005 Ͳ0.001 0.000 Ͳ0.002

Ͳ0.005 Ͳ0.005 Ͳ0.008 0.000

1049-1 1049-2 1049-3 1049-4 1049-5 1049-6 1049-7

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.007 -0.010 -0.012 -0.014 -0.017 -0.017 -0.022

0.006 -0.003 -0.003 -0.004 -0.001 0.000

-0.011 0.004 0.000 -0.009 0.004 0.007

-0.003 -0.002 -0.002 -0.003 0.000 -0.005

Ͳ0.011 Ͳ0.007

Ͳ0.003 Ͳ0.005

7:30am 9:45am 12:45pm 2:45pm

0.007 -0.004 0.000 0.000 -0.009 -0.005 0.002

0.006 0.003

06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.005 0.011 0.008 0.005 0.001 0.000 0.000

Ͳ0.004 Ͳ0.005 Ͳ0.005

Ͳ0.009 Ͳ0.005 0.002

Ͳ0.003 Ͳ0.003 Ͳ0.008

Accessibly Issues

&21),'(17,$/ 1049-8

06/10/2018

4:45pm

0.002

-0.002

-0.013

0.002

-0.004

0.009

Ͳ0.003

Ͳ0.002

0.001

1050-1 1050-2 1050-3 1050-4 1050-5 1050-6 1050-7 1050-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.000 -0.003 -0.003 -0.001 -0.006 -0.009 -0.012 -0.010

0.006 0.002 0.006 -0.010 0.004 -0.013 0.005

-0.006 0.004 -0.002 -0.006 0.008 -0.007 0.006

-0.003 0.000 0.002 -0.005 -0.003 -0.003 0.002

Ͳ0.006 Ͳ0.002

Ͳ0.003 Ͳ0.003

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.002 -0.008 -0.004 -0.006 -0.012 -0.004 -0.011 -0.005

0.006 0.008

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.010 -0.004 -0.002 0.004 -0.006 -0.002 -0.015 -0.010

Ͳ0.010 Ͳ0.006 Ͳ0.019 Ͳ0.014

Ͳ0.006 0.002 Ͳ0.005 0.001

Ͳ0.005 Ͳ0.008 Ͳ0.011 Ͳ0.009

1051-1 1051-2 1051-3 1051-4 1051-5 1051-6 1051-7 1051-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.001 -0.002 -0.004 -0.013 -0.013 -0.016 -0.015 -0.011

0.010 -0.010 0.005 -0.002 -0.011 0.007 0.005

-0.012 0.017 -0.007 0.004 0.000 -0.002 -0.007

-0.001 -0.002 -0.009 0.000 -0.003 0.001 0.004

Ͳ0.012 0.005

Ͳ0.001 Ͳ0.003

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.005 -0.007 0.010 0.003 0.007 0.007 0.005 -0.002

0.010 0.000

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.005 0.015 0.005 0.010 0.008 -0.003 0.004 0.009

Ͳ0.002 Ͳ0.013 Ͳ0.006 Ͳ0.001

0.004 0.004 0.002 Ͳ0.005

0.000 Ͳ0.003 Ͳ0.002 0.002

1052-1 1052-2 1052-3 1052-4 1052-5 1052-6 1052-7 1052-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.003 -0.009 -0.004 -0.008 -0.008 -0.016 -0.010 -0.015

0.003 -0.008 -0.001 0.002 0.000 -0.005 -0.001

0.001 0.002 -0.002 -0.006 0.005 -0.006 0.003

-0.006 0.005 -0.004 0.000 -0.008 0.006 -0.005

0.001 0.003

Ͳ0.006 Ͳ0.001

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.004 -0.003 -0.001 -0.003 -0.009 -0.004 -0.010 -0.007

0.003 Ͳ0.005

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.010 -0.007 -0.015 -0.016 -0.014 -0.014 -0.019 -0.020

0.002 0.002 Ͳ0.003 Ͳ0.004

Ͳ0.006 Ͳ0.001 Ͳ0.007 Ͳ0.004

0.000 Ͳ0.008 Ͳ0.002 Ͳ0.007

1053-1 1053-2 1053-3 1053-4 1053-5 1053-6 1053-7 1053-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.002 0.005 0.015 -0.008 -0.004 -0.010 -0.005 -0.002

-0.007 -0.003 0.003 0.008 -0.007 0.004 -0.009

-0.001 -0.006 0.003 -0.002 0.002 -0.001 -0.003

0.003 0.010 -0.023 0.004 -0.006 0.005 0.003

Ͳ0.001 Ͳ0.007

0.003 0.013

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 0.001 -0.005 -0.002 -0.004 -0.002 -0.003 -0.006

Ͳ0.007 Ͳ0.010

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.006 -0.013 -0.016 -0.013 -0.005 -0.012 -0.008 -0.017

0.008 0.001 0.005 Ͳ0.004

Ͳ0.002 0.000 Ͳ0.001 Ͳ0.004

0.004 Ͳ0.002 0.003 0.006

1054-1 1054-2 1054-3 1054-4 1054-5 1054-6 1054-7 1054-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.006 -0.002 -0.014 -0.018 -0.011 -0.026 -0.028 -0.017

0.002 -0.011 -0.001 0.003 -0.007 0.007 0.003

0.007 -0.003 -0.002 -0.007 -0.001 0.011 -0.002

0.004 -0.012 -0.004 0.007 -0.015 -0.002 0.011

0.007 0.004

0.004 Ͳ0.008

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.008 0.015 0.012 0.010 0.003 0.002 0.013 0.011

0.002 Ͳ0.009

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

0.000 0.002 -0.009 -0.010 -0.007 -0.014 -0.007 -0.004

0.003 Ͳ0.004 0.003 0.006

Ͳ0.007 Ͳ0.008 0.003 0.001

0.007 Ͳ0.008 Ͳ0.010 0.001

1055-1 1055-2 1055-3 1055-4 1055-5 1055-6 1055-7 1055-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.002 0.006 -0.002 -0.006 -0.004 -0.012 -0.010 -0.010

0.010 -0.008 0.007 -0.003 -0.005 0.003 -0.006

0.004 -0.006 0.003 -0.008 0.014 -0.002 -0.007

0.004 -0.008 -0.004 0.002 -0.008 0.002 0.000

0.004 Ͳ0.002

0.004 Ͳ0.004

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.003 0.007 0.001 0.004 -0.004 0.010 0.008 0.001

0.010 0.002

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.003 0.007 -0.001 0.006 0.003 -0.002 0.001 -0.005

Ͳ0.003 Ͳ0.008 Ͳ0.005 Ͳ0.011

Ͳ0.008 0.006 0.004 Ͳ0.003

0.002 Ͳ0.006 Ͳ0.004 Ͳ0.004

1056-1 1056-2 1056-3 1056-4 1056-5 1056-6 1056-7 1056-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.006 -0.003 -0.008 -0.007 -0.005 -0.015 -0.016 -0.011

0.009 -0.008 0.001 0.002 -0.007 0.008 -0.005

-0.002 0.001 -0.002 0.007 -0.003 -0.005 0.002

-0.009 -0.005 0.001 0.002 -0.010 -0.001 0.005

Ͳ0.002 Ͳ0.001

Ͳ0.009 Ͳ0.014

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.007 0.005 0.006 0.004 0.011 0.008 0.003 0.005

0.009 0.001

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.003 0.006 -0.002 -0.001 0.001 -0.006 0.002 -0.003

0.002 Ͳ0.005 0.003 Ͳ0.002

0.007 0.004 Ͳ0.001 0.001

0.002 Ͳ0.008 Ͳ0.009 Ͳ0.004

1057-1 1057-2 1057-3 1057-4 1057-5 1057-6

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.003 0.000 -0.008 -0.008 -0.007 0.000

0.006 0.003 0.001 -0.012

0.011 -0.001 -0.006 0.004

0.003 -0.008 0.000 0.001

0.011 0.010

0.003 Ͳ0.005

7:30am 9:45am 12:45pm

0.002 0.013 0.012 0.006 0.010 0.000

0.006 0.009

06/10/2018 06/10/2018 06/10/2018

-0.014 -0.008 -0.005 -0.004 -0.016 0.000

Ͳ0.012

0.004

0.001

1058-1 1058-2 1058-3 1058-4 1058-5 1058-6 1058-7 1058-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.002 -0.012 -0.011 -0.010 -0.007 -0.015 -0.022 0.000

0.013 -0.013 0.004 0.002 0.002 0.026

0.004 -0.002 -0.002 0.002 0.009 0.005

-0.014 0.001 0.001 0.003 -0.008 -0.007

0.004 0.002

Ͳ0.014 Ͳ0.013

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 0.006 0.004 0.002 0.004 0.013 0.018 0.000

0.013 0.000

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.013 0.000 -0.013 -0.009 -0.007 -0.005 0.021 0.000

0.002 0.004 0.030

0.002 0.011 0.016

0.003 Ͳ0.005 Ͳ0.012

1059-1 1059-2 1059-3 1059-4 1059-5 1059-6 1059-7 1059-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.004 -0.011 -0.005 -0.007 -0.008 -0.013 -0.018 -0.053

0.007 0.001 0.000 0.002 0.001 -0.002 0.029

-0.003 0.002 -0.003 -0.003 0.004 0.013 0.038

-0.007 0.006 -0.002 -0.001 -0.005 -0.005 -0.035

Ͳ0.003 Ͳ0.001

Ͳ0.007 Ͳ0.001

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.010 0.007 0.009 0.006 0.003 0.007 0.020 0.058

0.007 0.008

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

-0.009 -0.002 -0.001 -0.001 0.001 0.002 0.000 0.029

0.002 0.003 0.001 0.030

Ͳ0.003 0.001 0.014 0.052

Ͳ0.001 Ͳ0.006 Ͳ0.011 Ͳ0.046

Buried

Run over by Rock Truck Destroyed by Rock Truck

Run over by Rock Truck

&21),'(17,$/ 1060-1 1060-2 1060-3 1060-4 1060-5 1060-6 1060-7 1060-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1061-1 1061-2 1061-3 1061-4 1061-5

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018

7:30am 9:45am

1062-1 1062-2 1062-3 1062-4 1062-5 1062-6 1062-7 1062-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.005 -0.004 -0.005 -0.007 0.001 -0.007 -0.006 -0.009

0.012 0.005 0.014 0.007 0.015 0.014 0.016 0.013

0.000 -0.003 -0.003 -0.005 -0.004 -0.011 -0.009 -0.009

-0.003 0.000 0.000 -0.006 0.000

0.007 0.000 0.001 0.001 0.000

-0.002 -0.009 -0.007 -0.011 0.000

-0.018 -0.011 -0.016 -0.012 -0.012 -0.009 -0.011 -0.011

-0.001 0.000 -0.005 -0.004 -0.005 -0.006 -0.007 0.005

0.003 0.004 -0.005 -0.004 -0.001 -0.012 -0.015 -0.008

0.001 -0.001 -0.002 0.008 -0.008 0.001 -0.003

-0.007 0.009 -0.007 0.008 -0.001 0.002 -0.003

-0.003 0.000 -0.002 0.001 -0.007 0.002 0.000

0.001 0.000

Ͳ0.007 0.002

Ͳ0.003 Ͳ0.003

0.008 0.000 0.001 Ͳ0.002

0.008 0.007 0.009 0.006

0.001 Ͳ0.006 Ͳ0.004 Ͳ0.004

0.003 0.000 -0.006

-0.007 0.001 0.000

-0.007 0.002 -0.004

0.003 0.003 Ͳ0.003

Ͳ0.007 Ͳ0.006 Ͳ0.006

Ͳ0.007 Ͳ0.005 Ͳ0.009 Buried

0.007 -0.005 0.004 0.000 0.003 -0.002 0.000

0.001 -0.005 0.001 -0.001 -0.001 -0.001 0.012

0.001 -0.009 0.001 0.003 -0.011 -0.003 0.007

0.007 0.002

0.001 Ͳ0.004

0.001 Ͳ0.008

0.000 0.003 0.001 0.001

Ͳ0.001 Ͳ0.002 Ͳ0.003 0.009

0.003 Ͳ0.008 Ͳ0.011 Ͳ0.004

&21),'(17,$/

Monitoring Report Job: 18Ͳ385 Client: Deasan Holdings LTD Units Origin

Meters Original Survey was preformed on 04/10/2018

Northward Movement Southward Movement Eastward Movement Westward Movement Upward Movement Downward Movement

Difference from Original Name

Date

Time

ǻ North

ǻ East

ǻ Elevation

1000-1 1000-2 1000-3 1000-4 1000-5 1000-6 1000-7 1000-8 1000-09 1000-10 1000-11 1000-12 1000-13 1000-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 -0.005 -0.001 0.006 0.007 0.010 0.000 0.000 -0.009 -0.006 -0.004 0.002 -0.003 -0.001

0.006 0.010 0.003 0.008 0.003 0.004 0.010 -0.005 0.007 0.004 0.003 0.007 0.011 0.012

1001-1 1001-2 1001-3 1001-4 1001-5 1001-6 1001-7 1001-8 1001-09 1001-10 1001-11 1001-12 1001-13 1001-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.012 0.002 -0.004 -0.001 -0.002 -0.004 -0.008 -0.007 -0.01 -0.012 -0.013 -0.008 -0.009 -0.006

1002-1 1002-2 1002-3 1002-4 1002-5 1002-6 1002-7 1002-8 1002-09 1002-10 1002-11 1002-12 1002-13 1002-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1003-1 1003-2 1003-3 1003-4 1003-5 1003-6 1003-7 1003-8 1003-09 1003-10 1003-11 1003-12 1003-13 1003-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1004-1 1004-2 1004-3 1004-4 1004-5 1004-6 1004-7 1004-8 1004-09 1004-10 1004-11 1004-12

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm

Difference from Previous ǻ North

ǻ East

ǻ Elevation

-0.002 0.005 0.003 0.006 0.000 0.007 0.002 -0.010 0 0 0.006 0.009 -0.009 0.006

-0.007 0.004 0.007 0.001 0.003 -0.010 0.000 -0.009 0.003 0.002 0.006 -0.005 0.002

0.004 -0.007 0.005 -0.005 0.001 0.006 -0.015 0.012 -0.003 -0.001 0.004 0.004 0.001

0.010 0.001 0.009 0.008 0.012 0.009 0.005 0.002 0.008 -0.002 0.003 0.005 0.006 0.001

0.020 -0.002 -0.006 0.001 0.004 0.004 0.002 0.003 0.006 -0.006 0.008 0.005 -0.006 0.004

0.014 -0.006 0.003 -0.001 -0.002 -0.004 0.001 -0.003 -0.002 -0.001 0.005 -0.001 0.003

-0.003 0.004 -0.003 0.001 0.001 -0.002 0.005 0.002 -0.003 -0.005 -0.013 0 0.002 -0.004

0.009 0.007 0.005 0.010 0.006 0.003 -0.001 0.006 0.002 0.008 0.003 0.003 0.008 -0.001

0.009 -0.004 -0.016 0.004 -0.006 0.000 -0.009 0.000 0 -0.004 0.007 -0.005 -0.007 0

-0.013 -0.001 -0.006 -0.001 -0.002 0.003 -0.004 0.007 -0.004 0.001 -0.007 -0.001 0 -0.006

0.012 0.016 0.011 0.007 -0.001 0.006 0.004 0.006 0.01 0.006 0.011 0.009 0.003 0.009

0.002 0.009 0.002 0.000 0.009 0.015 0.012 0.011 0.007 0.002 0.004 0

0.012 0.006 0.007 0.008 0.001 0.006 0.007 0.005 -0.001 0.001 -0.002 0.001

Difference for Day ǻ North

ǻ East

ǻ Elevation

0.007 -0.002 0.003 -0.006 0.007 -0.005 -0.012 0.010 0.000 0.006 0.003 -0.018 0.015

Ͳ0.007 Ͳ0.003

0.004 Ͳ0.003

0.007 0.005

0.001 0.004 Ͳ0.006 Ͳ0.006

Ͳ0.005 Ͳ0.004 0.002 Ͳ0.013

Ͳ0.006 0.001 Ͳ0.004 Ͳ0.016

0.003 0.005 0.011 0.006 0.008

Ͳ0.003 Ͳ0.004 0.000 0.004 0.005

0.000 0.006 0.009 Ͳ0.009 0.006

-0.009 0.008 -0.001 0.004 -0.003 -0.004 -0.003 0.006 -0.010 0.005 0.002 0.001 -0.005

-0.022 -0.004 0.007 0.003 0.000 -0.002 0.001 0.003 -0.012 0.014 -0.003 -0.011 0.010

0.014 0.008

Ͳ0.009 Ͳ0.001

Ͳ0.022 Ͳ0.026

Ͳ0.001 Ͳ0.003 Ͳ0.007 Ͳ0.006

0.004 0.001 Ͳ0.003 Ͳ0.006

0.003 0.003 0.001 0.002

Ͳ0.002 Ͳ0.003 0.002 0.001 0.004

Ͳ0.010 Ͳ0.005 Ͳ0.003 Ͳ0.002 Ͳ0.007

Ͳ0.012 0.002 Ͳ0.001 Ͳ0.012 Ͳ0.002

-0.003 0.007 -0.007 0.004 0.000 -0.003 0.007 -0.003 -0.005 -0.002 -0.008 0.013 0.002 -0.006

0.009 -0.002 -0.002 0.005 -0.004 -0.003 -0.004 0.007 -0.004 0.006 -0.005 0.000 0.005 -0.009

0.009 -0.013 -0.012 0.020 -0.010 0.006 -0.009 0.009 0.000 -0.004 0.011 -0.012 -0.002 0.007

0.007 0.000

Ͳ0.002 Ͳ0.004

Ͳ0.013 Ͳ0.025

0.000 Ͳ0.003 0.004 0.001

Ͳ0.004 Ͳ0.007 Ͳ0.011 Ͳ0.004

Ͳ0.010 Ͳ0.004 Ͳ0.013 Ͳ0.004

Ͳ0.002 Ͳ0.010 0.003 0.005 Ͳ0.001

0.006 0.001 0.001 0.006 Ͳ0.003

Ͳ0.004 0.007 Ͳ0.005 Ͳ0.007 0.000

0.025 0.005 0.009 0.003 0.003 -0.002 0.014 0.003 0.005 0.004 0.011 -0.01 0.007 0.014

-0.013 0.012 -0.005 0.005 -0.001 0.005 -0.007 0.011 -0.011 0.005 -0.008 0.006 0.001 -0.006

0.012 0.004 -0.005 -0.004 -0.008 0.007 -0.002 0.002 0.004 -0.004 0.005 -0.002 -0.006 0.006

0.025 -0.020 0.004 -0.006 0.000 -0.005 0.016 -0.011 0.002 -0.001 0.007 -0.021 0.017 0.007

0.012 0.007

0.004 Ͳ0.001

Ͳ0.020 Ͳ0.016

Ͳ0.001 0.004 Ͳ0.003 0.008

Ͳ0.008 Ͳ0.001 Ͳ0.003 Ͳ0.001

0.000 Ͳ0.005 0.011 0.000

0.005 Ͳ0.003 0.003 0.004 Ͳ0.002

Ͳ0.004 0.001 Ͳ0.001 Ͳ0.007 Ͳ0.001

Ͳ0.001 0.006 Ͳ0.015 0.002 0.009

0.017 0.001 0.002 0.004 0.002 0.008 0.012 0.011 0.012 0.012 0.007 0.013

0.002 0.007 -0.007 -0.002 0.009 0.006 -0.003 -0.001 -0.004 -0.005 0.002 -0.004

0.012 -0.006 0.001 0.001 -0.007 0.005 0.001 -0.002 -0.006 0.002 -0.003 0.003

0.017 -0.016 0.001 0.002 -0.002 0.006 0.004 -0.001 0.001 0.000 -0.005 0.006

0.007 0.000

Ͳ0.006 Ͳ0.005

Ͳ0.016 Ͳ0.015

0.009 0.015 0.012 0.011

Ͳ0.007 Ͳ0.002 Ͳ0.001 Ͳ0.003

Ͳ0.002 0.004 0.008 0.007

Ͳ0.005 Ͳ0.003 Ͳ0.007

0.002 Ͳ0.001 0.002

0.000 Ͳ0.005 0.001

Comments

&21),'(17,$/ 1004-13 1004-14

07/10/2018 07/10/2018

3:30pm 5:30pm

0.003 0.003

0.017 0.015

0.003 0.000

0.002 0.000

0.004 -0.002

1005-1 1005-2 1005-3 1005-4 1005-5 1005-6 1005-7 1005-8 1005-09 1005-10 1005-11 1005-12 1005-13 1005-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.001 0.000 0.001 0.001 0.002 0.005 0.000 -0.001 -0.007 -0.002 -0.002 -0.002 -0.006 -0.01

0.002 0.004 0.008 0.004 -0.001 0.011 0.005 -0.002 -0.008 0 0.003 -0.002 -0.001 -0.001

-0.020 -0.010 -0.019 -0.016 -0.020 -0.023 -0.013 -0.014 -0.02 -0.011 -0.015 -0.022 -0.019 -0.006

-0.001 0.001 0.001 0.000 0.001 0.003 -0.005 -0.001 -0.006 0.005 0.000 0.000 -0.004 -0.004

0.002 0.002 0.004 -0.004 -0.005 0.012 -0.006 -0.007 -0.006 0.008 0.003 -0.005 0.001 0.000

-0.020 0.010 -0.009 0.003 -0.004 -0.003 0.010 -0.001 -0.006 0.009 -0.004 -0.007 0.003 0.013

1006-1 1006-2 1006-3 1006-4 1006-5 1006-6 1006-7 1006-8 1006-09 1006-10 1006-11 1006-12 1006-13 1006-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.002 0.008 0.008 0.008 0.002 0.016 0.009 -0.006 0.006 0.006 0.002 0.003 0.008 0.005

-0.004 -0.001 -0.006 -0.012 -0.010 -0.007 -0.010 -0.004 -0.014 -0.009 -0.003 -0.011 -0.01 -0.012

-0.001 -0.012 -0.011 -0.006 -0.004 -0.006 -0.008 0.000 0.004 -0.004 -0.006 -0.002 -0.007 -0.004

0.002 0.006 0.000 0.000 -0.006 0.014 -0.007 -0.015 0.012 0.000 -0.004 0.001 0.005 -0.003

-0.004 0.003 -0.005 -0.006 0.002 0.003 -0.003 0.006 -0.010 0.005 0.006 -0.008 0.001 -0.002

-0.001 -0.011 0.001 0.005 0.002 -0.002 -0.002 0.008 0.004 -0.008 -0.002 0.004 -0.005 0.003

1007-1 1007-2 1007-3 1007-4 1007-5 1007-6 1007-7 1007-8 1007-09 1007-10 1007-11 1007-12 1007-13 1007-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.003 0.000 -0.001 -0.001 0.003 -0.001 0.002 -0.001 -0.004 -0.007 -0.001 -0.011 -0.007 -0.002

0.007 0.008 0.009 0.007 0.006 0.007 0.010 0.006 0.002 -0.001 0.003 0 0.004 0.004

0.005 -0.003 -0.016 -0.002 -0.004 0.002 -0.005 -0.004 -0.002 0.001 0.001 -0.004 0 -0.004

-0.003 0.003 -0.001 0.000 0.004 -0.004 0.003 -0.003 -0.003 -0.003 0.006 -0.010 0.004 0.005

0.007 0.001 0.001 -0.002 -0.001 0.001 0.003 -0.004 -0.004 -0.003 0.004 -0.003 0.004 0.000

0.005 -0.008 -0.013 0.014 -0.002 0.006 -0.007 0.001 0.002 0.003 0.000 -0.005 0.004 -0.004

1008-1 1008-2 1008-3 1008-4 1008-5 1008-6 1008-7 1008-8 1008-09 1008-10 1008-11 1008-12 1008-13 1008-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.006 0.002 0.000 0.006 0.005 0.008 -0.001 0 0.007 0.005 0.013 -0.001 0.006

0.003 0.002 0.002 -0.002 0.000 0.014 0.013 0.007 -0.002 0.007 0.009 0.007 0.009 0.003

0.006 0.003 0.004 -0.005 -0.002 0.011 0.002 0.006 0.001 0.007 0.002 -0.001 0.002 0.009

0.004 0.002 -0.004 -0.002 0.006 -0.001 0.003 -0.009 0.001 0.007 -0.002 0.008 -0.014 0.007

0.003 -0.001 0.000 -0.004 0.002 0.014 -0.001 -0.006 -0.009 0.009 0.002 -0.002 0.002 -0.006

0.006 -0.003 0.001 -0.009 0.003 0.013 -0.009 0.004 -0.005 0.006 -0.005 -0.003 0.003 0.007

1009-1 1009-2 1009-3 1009-4 1009-5 1009-6 1009-7 1009-8 1009-09 1009-10 1009-11 1009-12 1009-13 1009-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.002 0.006

0.005 0.006

0.002 0.005

0.002 0.004

0.005 0.001

0.002 0.003

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 0.011 0.004 0.003 -0.002 -0.004 0.005 -0.001 0.001 -0.006 -0.004

0.011 0.004 0.001 0.002 0.006 0 -0.002 0.002 0.005 0.003 -0.001

0.001 0.005 0.006 -0.006 0.009 0.005 0.005 0.004 -0.003 0.004 0.001

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0.005 -0.007 -0.003 0.001 0.004 -0.006 -0.002 0.004 0.003 -0.002 -0.004

-0.004 0.004 0.001 -0.012 0.015 -0.004 0.000 -0.001 -0.007 0.007 -0.003

1010-1 1010-2 1010-3 1010-4 1010-5 1010-6 1010-7 1010-8 1010-09 1010-10 1010-11 1010-12 1010-13 1010-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.004 -0.005 -0.008 -0.005 -0.008 -0.005 0.001 -0.008 -0.007 -0.023 -0.016 -0.017 -0.015 -0.01

0.005 0.004 0.003 0.003 0.007 0.002 0.008 0.005 0 0.002 -0.005 -0.004 0 0.001

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0.005 -0.001 -0.001 0.000 0.004 -0.005 0.006 -0.003 -0.005 0.002 -0.007 0.001 0.004 0.001

-0.009 0.002 0.000 0.003 -0.007 0.005 -0.004 0.008 -0.006 -0.020 0.011 0.003 0.000 -0.004

1011-1 1011-2 1011-3

05/10/2018 05/10/2018 05/10/2018

0.008 0.003 0.004

-0.007 -0.010 -0.004

-0.004 -0.003 -0.017

0.008 -0.005 0.001

-0.007 -0.003 0.006

-0.004 0.001 -0.014

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

8:30am 1:30pm 4:30pm

Ͳ0.004 Ͳ0.004

0.004 0.004

0.005 0.003

0.001 0.002

0.002 0.006

0.010 0.001

0.001 0.004 Ͳ0.001 Ͳ0.002

Ͳ0.005 0.007 0.001 Ͳ0.006

Ͳ0.004 Ͳ0.007 0.003 0.002

0.005 0.005 0.005 0.001 Ͳ0.003

0.008 0.011 0.006 0.007 0.007

0.009 0.005 Ͳ0.002 0.001 0.014

0.006 0.006

0.003 Ͳ0.002

Ͳ0.011 Ͳ0.010

Ͳ0.006 0.008 0.001 Ͳ0.014

0.002 0.005 0.002 0.008

0.002 0.000 Ͳ0.002 0.006

0.000 Ͳ0.004 Ͳ0.003 0.002 Ͳ0.001

0.005 0.011 0.003 0.004 0.002

Ͳ0.008 Ͳ0.010 Ͳ0.006 Ͳ0.011 Ͳ0.008

0.003 0.002

0.001 0.002

Ͳ0.008 Ͳ0.021

0.004 0.000 0.003 0.000

Ͳ0.001 0.000 0.003 Ͳ0.001

Ͳ0.002 0.004 Ͳ0.003 Ͳ0.002

Ͳ0.003 0.003 Ͳ0.007 Ͳ0.003 0.002

Ͳ0.003 0.001 Ͳ0.002 0.002 0.002

0.003 0.003 Ͳ0.002 0.002 Ͳ0.002

0.002 Ͳ0.002

Ͳ0.001 Ͳ0.001

Ͳ0.003 Ͳ0.002

0.006 0.005 0.008 Ͳ0.001

0.002 0.016 0.015 0.009

0.003 0.016 0.007 0.011

0.007 0.005 0.013 Ͳ0.001 0.006

0.009 0.011 0.009 0.011 0.005

0.006 0.001 Ͳ0.002 0.001 0.008

0.004

0.001

0.003

Under Parked Machinery 0.011 0.004 0.003 Ͳ0.002

Ͳ0.007 Ͳ0.010 Ͳ0.009 Ͳ0.005

0.004 0.005 Ͳ0.007 0.008

0.009 0.003 0.005 Ͳ0.002 0.000

Ͳ0.002 0.002 0.005 0.003 Ͳ0.001

0.000 Ͳ0.001 Ͳ0.008 Ͳ0.001 Ͳ0.004

Ͳ0.001 Ͳ0.004

Ͳ0.001 Ͳ0.002

0.002 0.002

Ͳ0.003 0.000 0.006 Ͳ0.003

0.004 Ͳ0.001 0.005 0.002

Ͳ0.007 Ͳ0.002 Ͳ0.006 0.002

Ͳ0.016 Ͳ0.009 Ͳ0.010 Ͳ0.008 Ͳ0.003

0.002 Ͳ0.005 Ͳ0.004 0.000 0.001

Ͳ0.020 Ͳ0.009 Ͳ0.006 Ͳ0.006 Ͳ0.010

Ͳ0.005 Ͳ0.004

Ͳ0.003 0.003

0.001 Ͳ0.013

&21),'(17,$/ 1011-4 1011-5 1011-6 1011-7 1011-8 1011-09 1011-10 1011-11 1011-12 1011-13 1011-14

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

1012-1 1012-2 1012-3 1012-4 1012-5 1012-6 1012-7 1012-8 1012-09 1012-10 1012-11 1012-12 1012-13 1012-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1013-1 1013-2 1013-3 1013-4 1013-5 1013-6 1013-7 1013-8 1013-09 1013-10 1013-11 1013-12 1013-13 1013-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1014-1 1014-2 1014-3 1014-4 1014-5 1014-6 1014-7 1014-8 1014-09 1014-10 1014-11 1014-12 1014-13 1014-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1015-1 1015-2 1015-3 1015-4 1015-5 1015-6 1015-7 1015-8 1015-09 1015-10 1015-11 1015-12 1015-13 1015-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1016-1 1016-2 1016-3 1016-4 1016-5 1016-6 1016-7 1016-8 1016-09 1016-10 1016-11 1016-12 1016-13 1016-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1017-1 1017-2 1017-3 1017-4 1017-5 1017-6 1017-7 1017-8 1017-09

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018

7:30am

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

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Ͳ0.004 Ͳ0.001 0.004 Ͳ0.001

Ͳ0.002 0.001 0.002 Ͳ0.004

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Ͳ0.003 0.001 Ͳ0.003 0.000 0.001

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Ͳ0.008 Ͳ0.009

Ͳ0.006 Ͳ0.001

Ͳ0.002 0.008

Ͳ0.006 Ͳ0.002 Ͳ0.011 Ͳ0.003

Ͳ0.004 0.000 0.001 0.000

Ͳ0.003 Ͳ0.011 Ͳ0.006 Ͳ0.001

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0.002 0.003 0.000 0.005 0.002

Ͳ0.005 Ͳ0.002 Ͳ0.007 0.000 Ͳ0.005

Ͳ0.005 Ͳ0.009

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Ͳ0.011 0.000

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&21),'(17,$/ 1017-10 1017-11 1017-12 1017-13 1017-14

07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.022 -0.017 -0.01 -0.021 -0.009

0 -0.005 0.002 -0.001 0

-0.009 -0.004 -0.011 -0.013 -0.008

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-0.003 -0.005 0.007 -0.003 0.001

-0.009 0.005 -0.007 -0.002 0.005

1018-1 1018-2 1018-3 1018-4 1018-5 1018-6 1018-7 1018-8 1018-09 1018-10 1018-11 1018-12 1018-13 1018-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1019-1 1019-2 1019-3 1019-4 1019-5 1019-6 1019-7 1019-8 1019-09 1019-10 1019-11 1019-12 1019-13 1019-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1020-1 1020-2 1020-3 1020-4 1020-5 1020-6 1020-7 1020-8 1020-09 1020-10 1020-11 1020-12 1020-13 1020-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1021-1 1021-2 1021-3 1021-4 1021-5 1021-6 1021-7 1021-8 1021-09 1021-10 1021-11 1021-12 1021-13 1021-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.001 0.000 0.001 -0.002 -0.011 0.007 0.010 -0.003 -0.004 -0.01 -0.006 0.003 -0.012 -0.007

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-0.008 -0.005 -0.003 -0.006 -0.012 0.008 -0.007 -0.003 -0.008 -0.009 -0.009 0.003 0.001 0.003

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-0.010 0.000 -0.005 0.005 -0.011 0.015 -0.010 0.002 0.003 -0.005 0.003 0.006 -0.010 0.001

-0.008 0.003 0.002 -0.003 -0.006 0.020 -0.015 0.004 -0.005 -0.001 0.000 0.012 -0.002 0.002

1022-1 1022-2 1022-3 1022-4 1022-5 1022-6 1022-7 1022-8 1022-09 1022-10 1022-11 1022-12 1022-13 1022-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.008 -0.007 0.000 -0.009 -0.009 -0.010 -0.012 -0.004 -0.016 -0.021 -0.015 -0.015 -0.02 -0.019

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-0.007 -0.006 -0.001 0.007 -0.002 0.003 -0.016 0.019 -0.018 0.011 -0.004 -0.006 0.003 -0.004

1023-1 1023-2 1023-3 1023-4 1023-5 1023-6 1023-7 1023-8 1023-09 1023-10 1023-11 1023-12 1023-13 1023-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 -0.007 0.000 -0.013 -0.005 -0.004 -0.018 0.000 -0.008 -0.009 -0.019 -0.01 -0.014 -0.014

0.007 0.003 0.007 0.006 0.005 0.004 0.005 0.003 -0.005 -0.006 0.001 0.001 -0.002 0

0.000 -0.002 -0.004 -0.006 -0.008 -0.002 -0.014 -0.009 -0.017 -0.01 -0.012 -0.019 -0.01 -0.011

0.000 -0.007 0.007 -0.013 0.008 0.001 -0.014 0.018 -0.008 -0.001 -0.010 0.009 -0.004 0.000

0.007 -0.004 0.004 -0.001 -0.001 -0.001 0.001 -0.002 -0.008 -0.001 0.007 0.000 -0.003 0.002

0.000 -0.002 -0.002 -0.002 -0.002 0.006 -0.012 0.005 -0.008 0.007 -0.002 -0.007 0.009 -0.001

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

Ͳ0.007 Ͳ0.002 0.005 Ͳ0.006 0.006

Ͳ0.003 Ͳ0.008 Ͳ0.001 Ͳ0.004 Ͳ0.003

Ͳ0.009 Ͳ0.004 Ͳ0.011 Ͳ0.013 Ͳ0.008

0.001 0.000

Ͳ0.003 Ͳ0.005

Ͳ0.008 0.007

0.001 0.005 0.004 Ͳ0.007

Ͳ0.010 Ͳ0.008 Ͳ0.006 Ͳ0.005

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Ͳ0.003 0.000 0.004 Ͳ0.002 Ͳ0.002

Ͳ0.003 Ͳ0.006 Ͳ0.004 0.001 Ͳ0.003

0.005 Ͳ0.002 Ͳ0.005 0.008 0.003

0.000 Ͳ0.004

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Ͳ0.006 0.013

0.005 0.000 Ͳ0.002 Ͳ0.002

0.000 Ͳ0.003 Ͳ0.003 Ͳ0.003

Ͳ0.009 0.007 Ͳ0.008 Ͳ0.006

Ͳ0.005 Ͳ0.007 Ͳ0.011 Ͳ0.015 Ͳ0.008

Ͳ0.005 Ͳ0.001 Ͳ0.001 Ͳ0.003 0.005

0.004 0.008 0.003 0.009 0.012

Ͳ0.002 Ͳ0.002

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Ͳ0.008 Ͳ0.001

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Ͳ0.008 Ͳ0.003 Ͳ0.010 Ͳ0.006

0.006 0.011 0.001 0.008

Ͳ0.001 0.005 Ͳ0.001 0.003 0.001

Ͳ0.004 Ͳ0.003 0.001 0.003 Ͳ0.004

0.007 Ͳ0.001 0.002 0.004 0.009

0.001 0.002

0.000 Ͳ0.005

0.003 0.005

Ͳ0.009 0.009 0.012 Ͳ0.001

Ͳ0.011 0.004 Ͳ0.006 Ͳ0.004

Ͳ0.006 0.014 Ͳ0.001 0.003

Ͳ0.006 Ͳ0.002 0.007 Ͳ0.008 Ͳ0.003

Ͳ0.005 Ͳ0.002 0.004 Ͳ0.006 Ͳ0.005

Ͳ0.001 Ͳ0.001 0.011 0.009 0.011

0.001 0.008

Ͳ0.006 Ͳ0.005

Ͳ0.006 Ͳ0.007

0.000 Ͳ0.001 Ͳ0.003 0.005

Ͳ0.001 0.006 0.004 0.008

Ͳ0.002 0.001 Ͳ0.015 0.004

Ͳ0.005 0.001 0.001 Ͳ0.004 Ͳ0.003

0.000 0.003 0.001 Ͳ0.001 0.005

0.011 0.007 0.001 0.004 0.000

Ͳ0.007 0.000

Ͳ0.004 0.000

Ͳ0.002 Ͳ0.004

0.008 0.009 Ͳ0.005 0.013

Ͳ0.001 Ͳ0.002 Ͳ0.001 Ͳ0.003

Ͳ0.002 0.004 Ͳ0.008 Ͳ0.003

Ͳ0.001 Ͳ0.011 Ͳ0.002 Ͳ0.006 Ͳ0.006

Ͳ0.001 0.006 0.006 0.003 0.005

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&21),'(17,$/ 1024-1 1024-2 1024-3 1024-4 1024-5 1024-6 1024-7 1024-8 1024-09 1024-10 1024-11 1024-12 1024-13 1024-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

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1025-1 1025-2 1025-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.005 -0.004 0.000

-0.005 -0.005 0.000

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1026-1 1026-2 1026-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.001 -0.007 0.000

-0.012 -0.010 0.000

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1027-1 1027-2 1027-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

-0.002 -0.003 0.000

-0.004 -0.012 0.000

0.017 0.014 0.000

1028-1 1028-2 1028-3 1028-4 1028-5 1028-6 1028-7 1028-8 1028-09 1028-10 1028-11 1028-12 1028-13 1028-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1029-1 1029-2 1029-3 1029-4 1029-5 1029-6 1029-7 1029-8 1029-09 1029-10 1029-11 1029-12 1029-13 1029-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1030-1 1030-2 1030-3 1030-4 1030-6 1030-7 1030-8 1030-09 1030-10 1030-11 1030-12 1030-13 1030-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 12:45pm 2:45pm 4:45pm

1031-1 1031-2 1031-3 1031-4 1031-6 1031-7 1031-8 1031-09 1031-10 1031-11 1031-12 1031-13 1031-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 12:45pm 2:45pm 4:45pm

1032-1 1032-2 1032-3 1032-4 1032-5 1032-6 1032-7 1032-8 1032-09 1032-10 1032-11

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am

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&21),'(17,$/ 1032-12 1032-13 1032-14

07/10/2018 07/10/2018 07/10/2018

1:30pm 3:30pm 5:30pm

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05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.007 0.005 0.001 0.003 0.007 -0.002 0.001 0.002 -0.004 -0.009 -0.002 -0.009 -0.011

-0.007 -0.002 -0.005 -0.012 -0.010 -0.004 -0.011 -0.009 -0.011 -0.006 -0.014 -0.01 -0.008 -0.008

-0.010 -0.012 -0.014 -0.008 -0.010 -0.015 -0.030 -0.017 -0.014 -0.02 -0.02 -0.024 -0.028 -0.022

0.004 0.003 -0.002 -0.004 0.002 0.004 -0.009 0.003 0.001 -0.006 -0.005 0.007 -0.007 -0.002

-0.007 0.005 -0.003 -0.007 0.002 0.006 -0.007 0.002 -0.002 0.005 -0.008 0.004 0.002 0.000

-0.010 -0.002 -0.002 0.006 -0.002 -0.005 -0.015 0.013 0.003 -0.006 0.000 -0.004 -0.004 0.006

1034-1 1034-2 1034-3 1034-4 1034-5 1034-6 1034-7 1034-8 1034-09 1034-10 1034-11 1034-12 1034-13 1034-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.002 -0.006 -0.003 -0.015 -0.009 -0.002 -0.005 -0.004 -0.009 -0.015 -0.016 -0.013 -0.017 -0.016

-0.007 -0.012 -0.007 -0.016 -0.003 -0.008 -0.009 -0.008 -0.016 -0.015 -0.013 -0.016 -0.013 -0.011

-0.003 -0.005 -0.010 -0.009 -0.012 -0.012 -0.018 -0.011 -0.018 -0.015 -0.017 -0.018 -0.02 -0.02

-0.002 -0.004 0.003 -0.012 0.006 0.007 -0.003 0.001 -0.005 -0.006 -0.001 0.003 -0.004 0.001

-0.007 -0.005 0.005 -0.009 0.013 -0.005 -0.001 0.001 -0.008 0.001 0.002 -0.003 0.003 0.002

-0.003 -0.002 -0.005 0.001 -0.003 0.000 -0.006 0.007 -0.007 0.003 -0.002 -0.001 -0.002 0.000

1035-1 1035-2 1035-3 1035-4 1035-5 1035-6 1035-7 1035-8 1035-09 1035-10 1035-11 1035-12 1035-13 1035-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.004 0.010 -0.001 -0.002 0.001 0.004 0.000 -0.001 -0.006 -0.01 0.003 -0.002 -0.01 -0.014

0.000 -0.001 0.002 0.000 0.005 0.001 0.001 -0.002 -0.005 -0.004 -0.007 -0.003 -0.003 -0.003

-0.006 -0.009 -0.007 -0.010 -0.013 -0.009 -0.014 -0.012 -0.009 -0.012 -0.011 -0.018 -0.019 -0.015

0.004 0.006 -0.011 -0.001 0.003 0.003 -0.004 -0.001 -0.005 -0.004 0.013 -0.005 -0.008 -0.004

0.000 -0.001 0.003 -0.002 0.005 -0.004 0.000 -0.003 -0.003 0.001 -0.003 0.004 0.000 0.000

-0.006 -0.003 0.002 -0.003 -0.003 0.004 -0.005 0.002 0.003 -0.003 0.001 -0.007 -0.001 0.004

1036-1 1036-2 1036-3 1036-4 1036-5 1036-6 1036-7 1036-8 1036-09 1036-10 1036-11 1036-12 1036-13 1036-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.011 0.009 0.004 -0.001 0.001 0.002 0.011 -0.002 -0.004 -0.004 -0.002 -0.006 -0.004 -0.004

-0.008 -0.001 -0.005 -0.010 -0.004 -0.009 -0.008 -0.006 -0.016 -0.012 -0.014 -0.011 -0.013 -0.006

-0.008 -0.007 -0.008 -0.011 -0.006 -0.008 -0.020 -0.007 -0.012 -0.017 -0.011 -0.014 -0.022 -0.012

0.011 -0.002 -0.005 -0.005 0.002 0.001 0.009 -0.013 -0.002 0.000 0.002 -0.004 0.002 0.000

-0.008 0.007 -0.004 -0.005 0.006 -0.005 0.001 0.002 -0.010 0.004 -0.002 0.003 -0.002 0.007

-0.008 0.001 -0.001 -0.003 0.005 -0.002 -0.012 0.013 -0.005 -0.005 0.006 -0.003 -0.008 0.010

1037-1 1037-2 1037-3 1037-4 1037-5 1037-6 1037-7 1037-8 1037-09 1037-10 1037-11 1037-12 1037-13 1037-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.012 -0.010 -0.017 -0.020 -0.011 -0.020 -0.012 -0.021 -0.024 -0.027 -0.027 -0.025 -0.027 -0.029

-0.004 -0.005 -0.003 -0.002 0.004 -0.003 0.009 0.000 -0.011 0.004 -0.005 -0.008 -0.004 0.003

-0.004 -0.017 -0.012 -0.011 -0.012 -0.005 -0.021 -0.013 -0.018 -0.011 -0.009 -0.015 -0.024 -0.013

-0.012 0.002 -0.007 -0.003 0.009 -0.009 0.008 -0.009 -0.003 -0.003 0.000 0.002 -0.002 -0.002

-0.004 -0.001 0.002 0.001 0.006 -0.007 0.012 -0.009 -0.011 0.015 -0.009 -0.003 0.004 0.007

-0.004 -0.013 0.005 0.001 -0.001 0.007 -0.016 0.008 -0.005 0.007 0.002 -0.006 -0.009 0.011

1038-1 1038-2 1038-3 1038-4 1038-5 1038-6 1038-7 1038-8 1038-09 1038-10 1038-11 1038-12 1038-13 1038-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.012 -0.012 -0.016 -0.008 -0.008 -0.020 -0.010 -0.024 -0.02 -0.009 -0.019 -0.015 -0.014 -0.022

0.005 0.000 0.003 0.010 0.001 0.000 0.003 0.009 0.003 0.004 0 -0.001 0.005 0.002

0.001 -0.006 -0.014 -0.008 -0.005 -0.015 -0.019 -0.010 -0.019 -0.002 -0.008 -0.015 -0.006 -0.017

-0.012 0.000 -0.004 0.008 0.000 -0.012 0.010 -0.014 0.004 0.011 -0.010 0.004 0.001 -0.008

0.005 -0.005 0.003 0.007 -0.009 -0.001 0.003 0.006 -0.006 0.001 -0.004 -0.001 0.006 -0.003

0.001 -0.007 -0.008 0.006 0.003 -0.010 -0.004 0.009 -0.009 0.017 -0.006 -0.007 0.009 -0.011

1039-1 1039-2

05/10/2018 05/10/2018

-0.012 -0.010

0.001 -0.003

0.002 -0.006

-0.012 0.002

0.001 -0.004

0.002 -0.008

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

8:30am 1:30pm

Ͳ0.008 Ͳ0.005 Ͳ0.005

0.000 Ͳ0.007 0.002

0.000 0.008 Ͳ0.007

0.003 0.001

0.005 0.002

Ͳ0.002 Ͳ0.004

0.002 0.006 Ͳ0.003 0.000

0.002 0.008 0.001 0.003

Ͳ0.002 Ͳ0.007 Ͳ0.022 Ͳ0.009

Ͳ0.006 Ͳ0.011 Ͳ0.004 Ͳ0.011 Ͳ0.013

0.005 Ͳ0.003 0.001 0.003 0.003

Ͳ0.006 Ͳ0.006 Ͳ0.010 Ͳ0.014 Ͳ0.008

Ͳ0.004 Ͳ0.001

Ͳ0.005 0.000

Ͳ0.002 Ͳ0.007

0.006 0.013 0.010 0.011

0.013 0.008 0.007 0.008

Ͳ0.003 Ͳ0.003 Ͳ0.009 Ͳ0.002

Ͳ0.006 Ͳ0.007 Ͳ0.004 Ͳ0.008 Ͳ0.007

0.001 0.003 0.000 0.003 0.005

0.003 0.001 0.000 Ͳ0.002 Ͳ0.002

0.006 Ͳ0.005

Ͳ0.001 0.002

Ͳ0.003 Ͳ0.001

0.003 0.006 0.002 0.001

0.005 0.001 0.001 Ͳ0.002

Ͳ0.003 0.001 Ͳ0.004 Ͳ0.002

Ͳ0.004 0.009 0.004 Ͳ0.004 Ͳ0.008

0.001 Ͳ0.002 0.002 0.002 0.002

Ͳ0.003 Ͳ0.002 Ͳ0.009 Ͳ0.010 Ͳ0.006

Ͳ0.002 0.006

0.007 0.002

0.001 Ͳ0.005

0.002 0.003 0.012 Ͳ0.001

0.006 0.001 0.002 0.004

0.005 0.003 Ͳ0.009 0.004

0.000 0.002 Ͳ0.002 0.000 0.000

0.004 0.002 0.005 0.003 0.010

Ͳ0.005 0.001 Ͳ0.002 Ͳ0.010 0.000

0.002 Ͳ0.005

Ͳ0.001 0.001

Ͳ0.013 Ͳ0.008

0.009 0.000 0.008 Ͳ0.001

0.006 Ͳ0.001 0.011 0.002

Ͳ0.001 0.006 Ͳ0.010 Ͳ0.002

Ͳ0.003 Ͳ0.003 Ͳ0.001 Ͳ0.003 Ͳ0.005

0.015 0.006 0.003 0.007 0.014

0.007 0.009 0.003 Ͳ0.006 0.005

0.000 Ͳ0.004

Ͳ0.005 Ͳ0.002

Ͳ0.007 Ͳ0.015

0.000 Ͳ0.012 Ͳ0.002 Ͳ0.016

Ͳ0.009 Ͳ0.010 Ͳ0.007 Ͳ0.001

0.003 Ͳ0.007 Ͳ0.011 Ͳ0.002

0.011 0.001 0.005 0.006 Ͳ0.002

0.001 Ͳ0.003 Ͳ0.004 0.002 Ͳ0.001

0.017 0.011 0.004 0.013 0.002

0.002

Ͳ0.004

Ͳ0.008

&21),'(17,$/ 1039-3 1039-4 1039-5 1039-6 1039-7 1039-8 1039-09 1039-10 1039-11 1039-12 1039-13 1039-14

05/10/2018

4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.008 -0.022 -0.015 -0.026 -0.013 -0.013 -0.023 -0.026 -0.019 -0.024 -0.021 -0.035

0.002 -0.005 -0.002 -0.005 0.001 0.000 -0.003 -0.009 -0.008 -0.003 -0.006 -0.004

0.000 -0.003 0.007 -0.004 -0.012 -0.002 -0.008 0.011 -0.005 -0.001 -0.006 -0.01

0.002 -0.014 0.007 -0.011 0.013 0.000 -0.010 -0.003 0.007 -0.005 0.003 -0.014

0.005 -0.007 0.003 -0.003 0.006 -0.001 -0.003 -0.006 0.001 0.005 -0.003 0.002

0.006 -0.003 0.010 -0.011 -0.008 0.010 -0.006 0.019 -0.016 0.004 -0.005 -0.004

1040-1 1040-2 1040-3

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

0.001 -0.002 0.000

-0.003 -0.003 0.000

0.009 0.002 0.000

0.001 -0.003 0.002

-0.003 0.000 0.003

0.009 -0.007 -0.002

1041-1 1041-2 1041-3 1041-4 1041-5 1041-6 1041-7 1041-8 1041-09 1041-10 1041-11 1041-12 1041-13 1041-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.012 0.010 0.010 0.005 0.014 0.006 0.008 0.010 0.001 0.001 -0.003 0.001 -0.001 -0.003

0.003 0.000 0.002 0.003 0.006 0.003 -0.002 0.003 -0.001 -0.002 -0.001 -0.004 -0.002 0

0.004 -0.005 -0.009 -0.015 -0.011 -0.014 -0.016 -0.007 -0.016 -0.014 -0.021 -0.015 -0.013 -0.018

0.012 -0.002 0.000 -0.005 0.009 -0.008 0.002 0.002 -0.009 0.000 -0.004 0.004 -0.002 -0.002

0.003 -0.003 0.002 0.001 0.003 -0.003 -0.005 0.005 -0.004 -0.001 0.001 -0.003 0.002 0.002

0.004 -0.009 -0.004 -0.006 0.004 -0.003 -0.002 0.009 -0.009 0.002 -0.007 0.006 0.002 -0.005

1042-1 1042-2 1042-3 1042-4 1042-5 1042-6 1042-7 1042-8 1042-09 1042-10 1042-11 1042-12 1042-13 1042-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.006 -0.002 0.004 -0.006 -0.006 -0.002 -0.001 -0.007 -0.01 -0.016 -0.008 -0.001 -0.014 -0.014

0.004 0.006 -0.001 -0.003 0.002 0.002 0.000 -0.002 0 -0.005 -0.006 -0.001 -0.008 -0.002

-0.008 -0.008 -0.011 -0.019 -0.015 -0.023 -0.023 -0.020 -0.022 -0.029 -0.021 -0.025 -0.023 -0.025

0.006 -0.008 0.006 -0.010 0.000 0.004 0.001 -0.006 -0.003 -0.006 0.008 0.007 -0.013 0.000

0.004 0.002 -0.007 -0.002 0.005 0.000 -0.002 -0.002 0.002 -0.005 -0.001 0.005 -0.007 0.006

-0.008 0.000 -0.003 -0.008 0.004 -0.008 0.000 0.003 -0.002 -0.007 0.008 -0.004 0.002 -0.002

1043-1 1043-2 1043-3 1043-4 1043-5 1043-6 1043-7 1043-8 1043-09 1043-10 1043-11 1043-12 1043-13 1043-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.008 -0.001 -0.009 -0.017 -0.011 -0.026 -0.014 -0.016 -0.021 -0.03 -0.03 -0.015 -0.035 -0.033

-0.009 -0.015 -0.014 -0.012 -0.013 -0.017 -0.021 -0.019 -0.022 -0.022 -0.029 -0.012 -0.024 -0.013

-0.012 -0.004 -0.003 -0.026 -0.004 -0.017 -0.012 -0.009 -0.03 -0.01 -0.008 -0.017 -0.015 -0.022

-0.008 0.007 -0.008 -0.008 0.006 -0.015 0.012 -0.002 -0.005 -0.009 0.000 0.015 -0.020 0.002

-0.009 -0.006 0.001 0.002 -0.001 -0.004 -0.004 0.002 -0.003 0.000 -0.007 0.017 -0.012 0.011

-0.012 0.008 0.001 -0.023 0.022 -0.013 0.005 0.003 -0.021 0.020 0.002 -0.009 0.002 -0.007

1044-1 1044-2 1044-3 1044-4 1044-5 1044-6 1044-7 1044-8 1044-09 1044-10 1044-11 1044-12 1044-13 1044-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.011 0.013 0.008 0.000 0.006 0.003 0.011 0.007 0 0.003 -0.003 0.004 0 -0.001

-0.004 -0.003 0.000 -0.003 0.002 -0.005 -0.005 -0.007 -0.011 -0.02 -0.004 -0.007 -0.011 -0.008

-0.007 -0.010 -0.008 -0.016 -0.013 -0.021 -0.012 -0.014 -0.019 -0.017 -0.022 -0.012 -0.016 -0.018

0.011 0.002 -0.005 -0.008 0.006 -0.003 0.008 -0.004 -0.007 0.003 -0.006 0.007 -0.004 -0.001

-0.004 0.001 0.003 -0.003 0.005 -0.007 0.000 -0.002 -0.004 -0.009 0.016 -0.003 -0.004 0.003

-0.007 -0.003 0.002 -0.008 0.003 -0.008 0.009 -0.002 -0.005 0.002 -0.005 0.010 -0.004 -0.002

1045-1 1045-2 1045-3 1045-4 1045-5 1045-6 1045-7 1045-8 1045-09 1045-10 1045-11 1045-12 1045-13 1045-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.011 0.007 0.003 0.002 0.007 0.003 0.005 0.006 -0.004 -0.008 -0.003 -0.002 -0.001 -0.003

0.000 -0.003 -0.001 -0.003 -0.005 -0.008 -0.005 -0.004 -0.004 -0.007 -0.006 -0.004 -0.01 -0.005

-0.009 -0.011 -0.013 -0.012 -0.015 -0.017 -0.020 -0.012 -0.021 -0.019 -0.017 -0.01 -0.012 -0.02

0.011 -0.004 -0.004 -0.001 0.005 -0.004 0.002 0.001 -0.010 -0.004 0.005 0.001 0.001 -0.002

0.000 -0.003 0.002 -0.002 -0.002 -0.003 0.003 0.001 0.000 -0.003 0.001 0.002 -0.006 0.005

-0.009 -0.002 -0.002 0.001 -0.003 -0.002 -0.003 0.008 -0.009 0.002 0.002 0.007 -0.002 -0.008

1046-1 1046-2 1046-3 1046-4

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018

7:30am

0.007 0.009 0.008 -0.005

0.004 0.006 0.005 -0.006

-0.003 -0.010 -0.010 -0.013

0.007 0.002 -0.001 -0.013

0.004 0.002 -0.001 -0.011

-0.003 -0.007 0.000 -0.003

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

0.004

0.001

Ͳ0.002

0.007 Ͳ0.004 0.009 0.009

0.003 0.000 0.006 0.005

0.010 Ͳ0.001 Ͳ0.009 0.001

Ͳ0.003 0.004 Ͳ0.001 0.002 Ͳ0.012

Ͳ0.006 Ͳ0.005 0.000 Ͳ0.003 Ͳ0.001

0.019 0.003 0.007 0.002 Ͳ0.002

Ͳ0.003

0.000

Ͳ0.007 Accessibly Issues

Ͳ0.002 Ͳ0.002

Ͳ0.003 Ͳ0.001

Ͳ0.009 Ͳ0.013

0.009 0.001 0.003 0.005

0.003 0.000 Ͳ0.005 0.000

0.004 0.001 Ͳ0.001 0.008

0.000 Ͳ0.004 0.000 Ͳ0.002 Ͳ0.004

Ͳ0.001 0.000 Ͳ0.003 Ͳ0.001 0.001

0.002 Ͳ0.005 0.001 0.003 Ͳ0.002

Ͳ0.008 Ͳ0.002

0.002 Ͳ0.005

0.000 Ͳ0.003

0.000 0.004 0.005 Ͳ0.001

0.005 0.005 0.003 0.001

0.004 Ͳ0.004 Ͳ0.004 Ͳ0.001

Ͳ0.006 0.002 0.009 Ͳ0.004 Ͳ0.004

Ͳ0.005 Ͳ0.006 Ͳ0.001 Ͳ0.008 Ͳ0.002

Ͳ0.007 0.001 Ͳ0.003 Ͳ0.001 Ͳ0.003

0.007 Ͳ0.001

Ͳ0.006 Ͳ0.005

0.008 0.009

0.006 Ͳ0.009 0.003 0.001

Ͳ0.001 Ͳ0.005 Ͳ0.009 Ͳ0.007

0.022 0.009 0.014 0.017

Ͳ0.009 Ͳ0.009 0.006 Ͳ0.014 Ͳ0.012

0.000 Ͳ0.007 0.010 Ͳ0.002 0.009

0.020 0.022 0.013 0.015 0.008

0.002 Ͳ0.003

0.001 0.004

Ͳ0.003 Ͳ0.001

0.006 0.003 0.011 0.007

0.005 Ͳ0.002 Ͳ0.002 Ͳ0.004

0.003 Ͳ0.005 0.004 0.002

0.003 Ͳ0.003 0.004 0.000 Ͳ0.001

Ͳ0.009 0.007 0.004 0.000 0.003

0.002 Ͳ0.003 0.007 0.003 0.001

Ͳ0.004 Ͳ0.008

Ͳ0.003 Ͳ0.001

Ͳ0.002 Ͳ0.004

0.005 0.001 0.003 0.004

Ͳ0.002 Ͳ0.005 Ͳ0.002 Ͳ0.001

Ͳ0.003 Ͳ0.005 Ͳ0.008 0.000

Ͳ0.004 0.001 0.002 0.003 0.001

Ͳ0.003 Ͳ0.002 0.000 Ͳ0.006 Ͳ0.001

0.002 0.004 0.011 0.009 0.001

0.002 0.001

Ͳ0.007 Ͳ0.007

&21),'(17,$/ 1046-5 1046-6 1046-7 1046-8 1046-09 1046-10 1046-11 1046-12 1046-13 1046-14

06/10/2018 06/10/2018 06/10/2018 06/10/2018

9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

1047-1 1047-2 1047-3 1047-4 1047-5 1047-6 1047-7 1047-8 1047-09 1047-10 1047-11 1047-12 1047-13 1047-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1048-1 1048-2 1048-3 1048-4 1048-5 1048-6 1048-7 1048-8 1048-09 1048-10 1048-11 1048-12 1048-13 1048-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1049-1 1049-2 1049-3 1049-4 1049-5 1049-6 1049-7 1049-8 1049-09 1049-10 1049-11 1049-12 1049-13 1049-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1050-1 1050-2 1050-3 1050-4 1050-5 1050-6 1050-7 1050-8 1050-09 1050-10 1050-11 1050-12 1050-13 1050-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1051-1 1051-2 1051-3 1051-4 1051-5 1051-6 1051-7 1051-8 1051-09 1051-10 1051-11 1051-12 1051-13 1051-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

1052-1 1052-2 1052-3 1052-4 1052-5 1052-6 1052-7 1052-8 1052-09 1052-10

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 07/10/2018

7:30am 9:30am

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

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&21),'(17,$/ 1052-11 1052-12 1052-13 1052-14

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.02 -0.022 -0.025 -0.03

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1053-1 1053-2 1053-3 1053-4 1053-5 1053-6 1053-7 1053-8 1053-09 1053-10 1053-11 1053-12 1053-13 1053-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1054-1 1054-2 1054-3 1054-4 1054-5 1054-6 1054-7 1054-8 1054-09 1054-10 1054-11 1054-12 1054-13 1054-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

0.000 0.002 -0.009 -0.010 -0.007 -0.014 -0.007 -0.004 -0.014 -0.014 -0.013 -0.019 -0.014 -0.012

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1055-1 1055-2 1055-3 1055-4 1055-5 1055-6 1055-7 1055-8 1055-09 1055-10 1055-11 1055-12 1055-13 1055-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.003 0.007 -0.001 0.006 0.003 -0.002 0.001 -0.005 -0.008 -0.015 -0.01 -0.003 -0.003 -0.011

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1056-1 1056-2 1056-3 1056-4 1056-5 1056-6 1056-7 1056-8 1056-09 1056-10 1056-11 1056-12 1056-13 1056-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1057-1 1057-2 1057-3 1057-4 1057-5 1057-6

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm

-0.014 -0.008 -0.005 -0.004 -0.016 0.000

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1058-1 1058-2 1058-3 1058-4 1058-5 1058-6 1058-7 1058-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

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1059-1 1059-2 1059-3 1059-4 1059-5 1059-6 1059-7 1059-8

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

-0.009 -0.002 -0.001 -0.001 0.001 0.002 0.000 0.029

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1060-1 1060-2 1060-3 1060-4 1060-5 1060-6

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm

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07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

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Run over by Rock Truck Destroyed by Rock Truck

Destroyed by Rock Truck

&21),'(17,$/ 1060-7 1060-8 1060-09 1060-10 1060-11 1060-12 1060-13 1060-14

06/10/2018 06/10/2018

2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

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-0.009 -0.009 -0.01 -0.016 -0.01 -0.013 -0.02 -0.019

0.001 -0.003 -0.006 0.006 -0.007 0.002 0.002 -0.006

0.002 -0.003 0.001 -0.005 -0.003 0.003 0.002 0.002

0.002 0.000 -0.001 -0.006 0.006 -0.003 -0.007 0.001

-0.003 0.000 0.000 -0.006 0.000

0.007 0.000 0.001 0.001 0.000

-0.002 -0.009 -0.007 -0.011 0.000

-0.003 0.003 0.000 -0.006 0.006

0.007 -0.007 0.001 0.000 -0.001

-0.002 -0.007 0.002 -0.004 0.011

-0.001 0.000 -0.005 -0.004 -0.005 -0.006 -0.007 0.005 -0.008 0.003 -0.002 0.005 0.002 -0.003

0.003 0.004 -0.005 -0.004 -0.001 -0.012 -0.015 -0.008 -0.008 -0.017 -0.013 0.002 -0.015 -0.007

-0.018 0.007 -0.005 0.004 0.000 0.003 -0.002 0.000 -0.005 -0.001 -0.003 -0.002 0.002 -0.006

-0.001 0.001 -0.005 0.001 -0.001 -0.001 -0.001 0.012 -0.013 0.011 -0.005 0.007 -0.003 -0.005

0.003 0.001 -0.009 0.001 0.003 -0.011 -0.003 0.007 0.000 -0.009 0.004 0.015 -0.017 0.008

0.001 Ͳ0.002

0.009 0.006

Ͳ0.004 Ͳ0.004

0.006 Ͳ0.001 0.001 0.003 Ͳ0.003

Ͳ0.005 Ͳ0.008 Ͳ0.005 Ͳ0.003 Ͳ0.001

Ͳ0.006 0.000 Ͳ0.003 Ͳ0.010 Ͳ0.009

0.003 0.003 Ͳ0.003

Ͳ0.007 Ͳ0.006 Ͳ0.006

Ͳ0.007 Ͳ0.005 Ͳ0.009

1061-1 1061-2 1061-3 1061-4 1061-5

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018

7:30am 9:45am

1062-1 1062-2 1062-3 1062-4 1062-5 1062-6 1062-7 1062-8 1062-09 1062-10 1062-11 1062-12 1062-13 1062-14

05/10/2018 05/10/2018 05/10/2018

8:30am 1:30pm 4:30pm

06/10/2018 06/10/2018 06/10/2018 06/10/2018 06/10/2018

7:30am 9:45am 12:45pm 2:45pm 4:45pm

07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.018 -0.011 -0.016 -0.012 -0.012 -0.009 -0.011 -0.011 -0.016 -0.017 -0.02 -0.022 -0.02 -0.026

1063-11 1063-12 1063-13 1063-14

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.004 -0.001 0.007

0.005 0.003 0.007

0.011 0.004 0.011

-0.004 0.003 0.008

0.005 -0.002 0.004

0.011 -0.007 0.007

1064-11 1064-12 1064-13 1064-14

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

0.001 0.003 0.003

0.008 0.005 0.006

-0.002 0.006 -0.002

0.001 0.002 0.000

0.008 -0.003 0.001

-0.002 0.008 -0.008

1065-11 1065-12 1065-13 1065-14

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

-0.002 0.007 0.002

0.003 -0.004 0

-0.004 0.001 -0.001

-0.002 0.009 -0.005

0.003 -0.007 0.004

-0.004 0.005 -0.002

0.009 0.004

Ͳ0.007 Ͳ0.003

0.005 0.003

1066-11 1066-12 1066-13 1066-14

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm

0.003 0.009 0.002

-0.01 0 -0.007

0.006 0.005 0.005

0.003 0.006 -0.007

-0.010 0.010 -0.007

0.006 -0.001 0.000

0.006 Ͳ0.001

0.010 0.003

Ͳ0.001 Ͳ0.001

Buried

0.007 0.002

0.001 Ͳ0.004

0.001 Ͳ0.008

0.000 0.003 0.001 0.001

Ͳ0.001 Ͳ0.002 Ͳ0.003 0.009

0.003 Ͳ0.008 Ͳ0.011 Ͳ0.004

Ͳ0.001 Ͳ0.004 Ͳ0.006 Ͳ0.004 Ͳ0.010

0.011 0.006 0.013 0.010 0.005

Ͳ0.009 Ͳ0.005 0.010 Ͳ0.007 0.001

0.003 0.011

Ͳ0.002 0.002

Ͳ0.007 0.000

New Point Installed

New Point Installed 0.002 0.002

Ͳ0.003 Ͳ0.002

0.008 0.000 New Point Installed

New Point Installed

&21),'(17,$/

Monitoring Report Job: 18Ͳ385 Client: Deasan Holdings LTD Units Origin

Meters Original Survey was preformed on 04/10/2018

Northward Movement Southward Movement Eastward Movement Westward Movement Upward Movement Downward Movement

Summary:

Average of a day, only done for 3 days old or more

General Notes: 08/10/2018: The lower section of site was placed off limits at 12pm

Difference from Original Name

Date

Time

ǻ North

ǻ East

ǻ Elevation

Difference from Previous ǻ North

ǻ East

ǻ Elevation

1000 1000 1000-09 1000-10 1000-11 1000-12 1000-13 1000-14 1000-15 1000-16 1000-17 1000-18 1000-19 1000-20

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am 08/10/2018 1:30pm 08/10/2018 3:30pm 08/10/2018 5:30pm

-0.001 0.005 -0.009 -0.006 -0.004 0.002 -0.003 -0.001 0.004 -0.005 -0.008 -0.003 -0.001 -0.005

0.006 0.004 0.007 0.004 0.003 0.007 0.011 0.012 0.010 0.010 0.010 0.019 0.011 0.010

0.002 0.001 0.000 0.000 0.006 0.009 -0.009 0.006 0.009 0.000 0.010 -0.001 0.006 0.005

0.006 -0.014 0.003 0.002 0.006 -0.005 0.002 0.005 -0.009 -0.003 0.005 0.002 -0.004

-0.002 0.003 -0.003 -0.001 0.004 0.004 0.001 -0.002 0.000 0.000 0.009 -0.008 -0.001

-0.001 -0.001 0.000 0.006 0.003 -0.018 0.015 0.003 -0.009 0.010 -0.011 0.007 -0.001

1001 1001 1001-09 1001-10 1001-11 1001-12 1001-13 1001-14 1001-15 1001-16 1001-17 1001-18 1001-19 1001-20

-0.005 -0.004 -0.010 -0.012 -0.013 -0.008 -0.009 -0.006 -0.013 -0.010 -0.011 -0.008 -0.013 -0.013

0.007 0.007 0.008 -0.002 0.003 0.005 0.006 0.001 0.004 0.007 -0.002 0.010 0.005 0.008

0.004 0.003 0.006 -0.006 0.008 0.005 -0.006 0.004 0.002 0.000 0.007 0.016 0.009 0.008

0.000 -0.006 -0.002 -0.001 0.005 -0.001 0.003 -0.007 0.003 -0.001 0.003 -0.005 0.000

0.001 0.001 -0.010 0.005 0.002 0.001 -0.005 0.003 0.003 -0.009 0.012 -0.005 0.003

-0.001 0.003 -0.012 0.014 -0.003 -0.011 0.010 -0.002 -0.002 0.007 0.009 -0.007 -0.001

1002 1002 1002-09 1002-10 1002-11 1002-12 1002-13 1002-14 1002-15 1002-16 1002-17 1002-18 1002-19 1002-20

-0.001 0.002 -0.003 -0.005 -0.013 0.000 0.002 -0.004 -0.014 -0.008 -0.005 -0.002 -0.008 -0.006

0.007 0.004 0.002 0.008 0.003 0.003 0.008 -0.001 0.018 0.007 0.006 -0.001 0.006 0.008

-0.004 -0.004 0.000 -0.004 0.007 -0.005 -0.007 0.000 0.002 0.000 0.000 -0.001 -0.005 0.004

0.002 -0.005 -0.002 -0.008 0.013 0.002 -0.006 -0.010 0.006 0.003 0.003 -0.006 0.002

-0.004 -0.002 0.006 -0.005 0.000 0.005 -0.009 0.019 -0.011 -0.001 -0.007 0.007 0.002

0.000 0.004 -0.004 0.011 -0.012 -0.002 0.007 0.002 -0.002 0.000 -0.001 -0.004 0.009

1003 1003 1003-09 1003-10 1003-11 1003-12 1003-13 1003-14 1003-15 1003-16 1003-17 1003-18 1003-19 1003-20

-0.007 0.001 -0.004 0.001 -0.007 -0.001 0.000 -0.006 -0.011 -0.002 -0.012 -0.003 -0.012 -0.001

0.013 0.004 0.010 0.006 0.011 0.009 0.003 0.009 0.012 0.006 0.003 0.007 0.010 0.014

0.013 0.005 0.005 0.004 0.011 -0.010 0.007 0.014 0.014 0.011 0.011 0.010 0.012 0.009

0.008 -0.005 0.005 -0.008 0.006 0.001 -0.006 -0.005 0.009 -0.010 0.009 -0.009 0.011

-0.009 0.006 -0.004 0.005 -0.002 -0.006 0.006 0.003 -0.006 -0.003 0.004 0.003 0.004

-0.009 0.001 -0.001 0.007 -0.021 0.017 0.007 0.000 -0.003 0.000 -0.001 0.002 -0.003

1004 1004 1004-09 1004-10 1004-11

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am

0.004 0.009 0.007 0.002 0.004

0.008 0.005 -0.001 0.001 -0.002

0.007 0.007 0.012 0.012 0.007

0.005 -0.002 -0.005 0.002

-0.003 -0.006 0.002 -0.003

0.001 0.005 0.000 -0.005

Difference for Day ǻ North

ǻ East

ǻ Elevation

0.003 0.005 0.011 0.006 0.008

Ͳ0.003 Ͳ0.004 0.000 0.004 0.005

0.000 0.006 0.009 Ͳ0.009 0.006

Ͳ0.009 Ͳ0.012 Ͳ0.007 Ͳ0.005 Ͳ0.009

0.000 0.000 0.009 0.001 0.000

Ͳ0.009 0.001 Ͳ0.010 Ͳ0.003 Ͳ0.004

Ͳ0.002 Ͳ0.003 0.002 0.001 0.004

Ͳ0.010 Ͳ0.005 Ͳ0.003 Ͳ0.002 Ͳ0.007

Ͳ0.012 0.002 Ͳ0.001 Ͳ0.012 Ͳ0.002

0.003 0.002 0.005 0.000 0.000

0.003 Ͳ0.006 0.006 0.001 0.004

Ͳ0.002 0.005 0.014 0.007 0.006

Ͳ0.002 Ͳ0.010 0.003 0.005 Ͳ0.001

0.006 0.001 0.001 0.006 Ͳ0.003

Ͳ0.004 0.007 Ͳ0.005 Ͳ0.007 0.000

0.006 0.009 0.012 0.006 0.008

Ͳ0.011 Ͳ0.012 Ͳ0.019 Ͳ0.012 Ͳ0.010

Ͳ0.002 Ͳ0.002 Ͳ0.003 Ͳ0.007 0.002

0.005 Ͳ0.003 0.003 0.004 Ͳ0.002

Ͳ0.004 0.001 Ͳ0.001 Ͳ0.007 Ͳ0.001

Ͳ0.001 0.006 Ͳ0.015 0.002 0.009

0.009 Ͳ0.001 0.008 Ͳ0.001 0.010

Ͳ0.006 Ͳ0.009 Ͳ0.005 Ͳ0.002 0.002

Ͳ0.003 Ͳ0.003 Ͳ0.004 Ͳ0.002 Ͳ0.005

Ͳ0.005 Ͳ0.003

0.002 Ͳ0.001

0.000 Ͳ0.005

Comments

&21),'(17,$/ 1004-12 1004-13 1004-14 1004-15 1004-16 1004-17 1004-18 1004-19 1004-20

07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am 08/10/2018 1:30pm 08/10/2018 3:30pm 08/10/2018 5:30pm

0.000 0.003 0.003 0.003 0.004 0.002 0.004 -0.002 0.009

0.001 0.003 0.003 0.002 0.005 0.004 0.005 0.003 0.009

0.013 0.017 0.015 0.011 0.018 0.001 0.010 0.011 0.004

-0.004 0.003 0.000 0.000 0.001 -0.002 0.002 -0.006 0.011

0.003 0.002 0.000 -0.001 0.003 -0.001 0.001 -0.002 0.006

0.006 0.004 -0.002 -0.004 0.007 -0.017 0.009 0.001 -0.007

1005 1005 1005-09 1005-10 1005-11 1005-12 1005-13 1005-14 1005-15 1005-16 1005-17 1005-18 1005-19 1005-20

0.000 0.001 -0.007 -0.002 -0.002 -0.002 -0.006 -0.010 -0.005 -0.003 -0.010 -0.004 -0.013 -0.010

0.005 0.003 -0.008 0.000 0.003 -0.002 -0.001 -0.001 0.003 0.003 0.002 0.005 0.008 0.002

-0.016 -0.017 -0.020 -0.011 -0.015 -0.022 -0.019 -0.006 -0.008 -0.010 -0.014 -0.005 -0.008 -0.011

0.001 -0.008 0.005 0.000 0.000 -0.004 -0.004 0.005 0.002 -0.007 0.006 -0.009 0.003

-0.001 -0.011 0.008 0.003 -0.005 0.001 0.000 0.004 0.000 -0.001 0.003 0.003 -0.006

-0.001 -0.003 0.009 -0.004 -0.007 0.003 0.013 -0.002 -0.002 -0.004 0.009 -0.003 -0.003

1006 1006 1006-09 1006-10 1006-11 1006-12 1006-13 1006-14 1006-15 1006-16 1006-17 1006-18 1006-19 1006-20

0.006 0.006 0.006 0.006 0.002 0.003 0.008 0.005 0.002 0.004 0.003 0.013 0.003 0.003

-0.004 -0.009 -0.014 -0.009 -0.003 -0.011 -0.010 -0.012 -0.008 -0.005 -0.015 -0.009 -0.006 -0.010

-0.008 -0.005 0.004 -0.004 -0.006 -0.002 -0.007 -0.004 0.005 0.000 -0.005 -0.001 0.001 -0.002

0.000 0.000 0.000 -0.004 0.001 0.005 -0.003 -0.003 0.002 -0.001 0.010 -0.010 0.000

-0.005 -0.005 0.005 0.006 -0.008 0.001 -0.002 0.004 0.003 -0.010 0.006 0.003 -0.004

0.003 0.009 -0.008 -0.002 0.004 -0.005 0.003 0.009 -0.005 -0.005 0.004 0.002 -0.003

1007 1007 1007-09 1007-10 1007-11 1007-12 1007-13 1007-14 1007-15 1007-16 1007-17 1007-18 1007-19 1007-20

-0.001 0.000 -0.004 -0.007 -0.001 -0.011 -0.007 -0.002 -0.003 -0.008 -0.009 -0.002 -0.003 -0.008

0.008 0.007 0.002 -0.001 0.003 0.000 0.004 0.004 0.012 0.006 0.004 0.010 0.004 0.006

-0.005 -0.003 -0.002 0.001 0.001 -0.004 0.000 -0.004 0.007 0.006 -0.001 -0.001 0.010 0.001

0.002 -0.004 -0.003 0.006 -0.010 0.004 0.005 -0.001 -0.005 -0.001 0.007 -0.001 -0.005

-0.001 -0.005 -0.003 0.004 -0.003 0.004 0.000 0.008 -0.006 -0.002 0.006 -0.006 0.002

0.002 0.001 0.003 0.000 -0.005 0.004 -0.004 0.011 -0.001 -0.007 0.000 0.011 -0.009

1008 1008 1008-09 1008-10 1008-11 1008-12 1008-13 1008-14 1008-15 1008-16 1008-17 1008-18 1008-19 1008-20

0.004 0.004 0.000 0.007 0.005 0.013 -0.001 0.006 0.002 -0.001 0.000 0.002 0.003 0.000

0.002 0.006 -0.002 0.007 0.009 0.007 0.009 0.003 0.010 0.013 0.012 0.007 0.014 0.009

0.004 0.002 0.001 0.007 0.002 -0.001 0.002 0.009 0.002 0.008 0.000 0.001 0.008 0.002

0.000 -0.004 0.007 -0.002 0.008 -0.014 0.007 -0.004 -0.003 0.001 0.002 0.001 -0.003

0.004 -0.008 0.009 0.002 -0.002 0.002 -0.006 0.007 0.003 -0.001 -0.005 0.007 -0.005

-0.002 -0.001 0.006 -0.005 -0.003 0.003 0.007 -0.007 0.006 -0.008 0.001 0.007 -0.006

1009 1009 1009-09 1009-10 1009-11 1009-12 1009-13 1009-14 1009-15 1009-16 1009-17 1009-18 1009-19 1009-20

0.004 0.003 -0.004 0.005 -0.001 0.001 -0.006 -0.004 -0.004 -0.007 -0.009 0.000 -0.006 -0.007

0.006 0.005 0.000 -0.002 0.002 0.005 0.003 -0.001 0.006 0.002 0.008 0.004 0.010 0.003

0.004 0.003 0.005 0.005 0.004 -0.003 0.004 0.001 0.009 0.009 0.005 0.006 0.008 0.004

-0.001 -0.007 0.009 -0.006 0.002 -0.007 0.002 0.000 -0.003 -0.002 0.009 -0.006 -0.001

-0.001 -0.005 -0.002 0.004 0.003 -0.002 -0.004 0.007 -0.004 0.006 -0.004 0.006 -0.007

-0.001 0.002 0.000 -0.001 -0.007 0.007 -0.003 0.008 0.000 -0.004 0.001 0.002 -0.004

1010 1010 1010-09 1010-10 1010-11 1010-12 1010-13 1010-14 1010-15 1010-16 1010-17

-0.006 -0.005 -0.007 -0.023 -0.016 -0.017 -0.015 -0.010 -0.015 -0.013 -0.021

0.004 0.005 0.000 0.002 -0.005 -0.004 0.000 0.001 0.005 0.001 0.008

-0.008 -0.007 -0.008 -0.028 -0.017 -0.014 -0.014 -0.018 -0.016 -0.010 -0.027

0.001 -0.002 -0.016 0.007 -0.001 0.002 0.005 -0.005 0.002 -0.008

0.001 -0.005 0.002 -0.007 0.001 0.004 0.001 0.004 -0.004 0.007

0.001 -0.001 -0.020 0.011 0.003 0.000 -0.004 0.002 0.006 -0.017

Ͳ0.007 Ͳ0.004 Ͳ0.004

0.002 0.004 0.004

0.001 0.005 0.003

0.001 Ͳ0.001 0.001 Ͳ0.005 0.006

0.003 0.002 0.003 0.001 0.007

0.007 Ͳ0.010 Ͳ0.001 0.000 Ͳ0.007

0.005 0.005 0.005 0.001 Ͳ0.003

0.008 0.011 0.006 0.007 0.007

0.009 0.005 Ͳ0.002 0.001 0.014

0.002 Ͳ0.005 0.001 Ͳ0.008 Ͳ0.005

0.000 Ͳ0.001 0.002 0.005 Ͳ0.001

Ͳ0.002 Ͳ0.006 0.003 0.000 Ͳ0.003

0.000 Ͳ0.004 Ͳ0.003 0.002 Ͳ0.001

0.005 0.011 0.003 0.004 0.002

Ͳ0.008 Ͳ0.010 Ͳ0.006 Ͳ0.011 Ͳ0.008

0.002 0.001 0.011 0.001 0.001

0.003 Ͳ0.007 Ͳ0.001 0.002 Ͳ0.002

Ͳ0.005 Ͳ0.010 Ͳ0.006 Ͳ0.004 Ͳ0.007

Ͳ0.003 0.003 Ͳ0.007 Ͳ0.003 0.002

Ͳ0.003 0.001 Ͳ0.002 0.002 0.002

0.003 0.003 Ͳ0.002 0.002 Ͳ0.002

Ͳ0.005 Ͳ0.006 0.001 0.000 Ͳ0.005

Ͳ0.006 Ͳ0.008 Ͳ0.002 Ͳ0.008 Ͳ0.006

Ͳ0.001 Ͳ0.008 Ͳ0.008 0.003 Ͳ0.006

0.007 0.005 0.013 Ͳ0.001 0.006

0.009 0.011 0.009 0.011 0.005

0.006 0.001 Ͳ0.002 0.001 0.008

Ͳ0.003 Ͳ0.002 0.000 0.001 Ͳ0.002

0.003 0.002 Ͳ0.003 0.004 Ͳ0.001

0.006 Ͳ0.002 Ͳ0.001 0.006 0.000

0.009 0.003 0.005 Ͳ0.002 0.000

Ͳ0.002 0.002 0.005 0.003 Ͳ0.001

0.000 Ͳ0.001 Ͳ0.008 Ͳ0.001 Ͳ0.004

Ͳ0.003 Ͳ0.005 0.004 Ͳ0.002 Ͳ0.003

Ͳ0.004 0.002 Ͳ0.002 0.004 Ͳ0.003

0.000 Ͳ0.004 Ͳ0.003 Ͳ0.001 Ͳ0.005

Ͳ0.016 Ͳ0.009 Ͳ0.010 Ͳ0.008 Ͳ0.003

0.002 Ͳ0.005 Ͳ0.004 0.000 0.001

Ͳ0.020 Ͳ0.009 Ͳ0.006 Ͳ0.006 Ͳ0.010

0.002 Ͳ0.006

Ͳ0.004 0.003

0.006 Ͳ0.011

&21),'(17,$/ 1011 1011 1011-09 1011-10 1011-11 1011-12 1011-13 1011-14 1011-15 1011-16 1011-17

0.005 0.001 -0.006 -0.007 0.005 -0.005 0.002 0.000 -0.007 -0.005 -0.012

-0.007 -0.006 -0.009 -0.009 -0.021 -0.013 -0.013 -0.007 -0.010 -0.011 -0.006

-0.008 -0.007 -0.009 -0.008 -0.010 -0.013 -0.005 -0.010 -0.017 -0.008 -0.016

-0.004 -0.007 -0.001 0.012 -0.010 0.007 -0.002 -0.007 0.002 -0.007

0.001 -0.003 0.000 -0.012 0.008 0.000 0.006 -0.003 -0.001 0.005

0.001 -0.002 0.001 -0.002 -0.003 0.008 -0.005 -0.007 0.009 -0.008

1012 1012 1012-09 1012-10 1012-11 1012-12 1012-13 1012-14 1012-15 1012-16 1012-17

0.007 0.009 -0.001 -0.005 0.002 -0.001 -0.004 0.004 -0.002 -0.001 0.001

0.008 0.003 0.007 -0.004 0.003 0.002 0.000 0.002 0.009 0.005 0.006

-0.005 -0.008 -0.002 -0.004 -0.007 -0.013 -0.002 -0.013 -0.012 -0.014 -0.008

0.002 -0.010 -0.004 0.007 -0.003 -0.003 0.008 -0.006 0.001 0.002

-0.005 0.004 -0.011 0.007 -0.001 -0.002 0.002 0.007 -0.004 0.001

-0.003 0.006 -0.002 -0.003 -0.006 0.011 -0.011 0.001 -0.002 0.006

1013 1013 1013-09 1013-10 1013-11 1013-12 1013-13 1013-14 1013-15 1013-16 1013-17

-0.006 -0.011 -0.005 -0.020 -0.013 -0.005 -0.015 -0.007 -0.016 -0.016 -0.013

0.010 0.005 0.006 0.010 0.005 0.002 0.004 0.004 0.010 0.017 0.012

-0.003 -0.004 -0.011 -0.012 -0.011 -0.018 -0.007 -0.011 -0.018 -0.003 -0.007

-0.005 0.006 -0.015 0.007 0.008 -0.010 0.008 -0.009 0.000 0.003

-0.004 0.001 0.004 -0.005 -0.003 0.002 0.000 0.006 0.007 -0.005

-0.001 -0.007 -0.001 0.001 -0.007 0.011 -0.004 -0.007 0.015 -0.004

1014 1014 1014-09 1014-10 1014-11 1014-12 1014-13 1014-14 1014-15 1014-16 1014-17

0.003 0.002 -0.001 0.000 0.004 0.000 0.000 0.001 -0.005 -0.014 -0.008

0.016 0.011 0.013 0.004 0.004 0.013 0.011 0.008 0.016 0.018 0.014

-0.012 -0.009 -0.005 -0.009 -0.009 -0.016 -0.013 -0.017 -0.012 -0.012 -0.016

-0.001 -0.003 0.001 0.004 -0.004 0.000 0.001 -0.006 -0.009 0.006

-0.005 0.002 -0.009 0.000 0.009 -0.002 -0.003 0.008 0.002 -0.004

0.004 0.004 -0.004 0.000 -0.007 0.003 -0.004 0.005 0.000 -0.004

1015 1015 1015-09 1015-10 1015-11 1015-12 1015-13 1015-14 1015-15 1015-16 1015-17

-0.004 -0.006 -0.012 -0.016 -0.010 -0.015 -0.011 0.000 -0.011 -0.011 -0.015

-0.003 -0.004 -0.007 -0.010 -0.006 -0.010 -0.007 -0.006 -0.002 -0.005 -0.004

-0.010 -0.006 -0.010 -0.010 -0.007 -0.010 -0.006 -0.012 -0.016 -0.015 -0.013

-0.002 -0.006 -0.004 0.006 -0.005 0.004 0.011 -0.011 0.000 -0.004

-0.002 -0.003 -0.003 0.004 -0.004 0.003 0.001 0.004 -0.003 0.001

0.005 -0.004 0.000 0.003 -0.003 0.004 -0.006 -0.004 0.001 0.002

1016 1016 1016-09 1016-10 1016-11 1016-12 1016-13 1016-14 1016-15 1016-16 1016-17

-0.006 -0.008 -0.011 -0.010 -0.007 -0.014 -0.011 -0.012 -0.011 -0.020 -0.015

0.005 0.001 -0.002 0.000 0.001 -0.002 0.003 0.000 0.003 0.008 0.006

-0.007 -0.008 -0.009 -0.014 -0.011 -0.016 -0.009 -0.014 -0.017 -0.005 -0.010

-0.003 -0.003 0.001 0.003 -0.007 0.003 -0.001 0.001 -0.009 0.005

-0.003 -0.003 0.002 0.001 -0.003 0.005 -0.003 0.003 0.005 -0.002

-0.001 -0.001 -0.005 0.003 -0.005 0.007 -0.005 -0.003 0.012 -0.005

1017 1017 1017-09 1017-10 1017-11 1017-12 1017-13 1017-14 1017-15 1017-16 1017-17

-0.013 -0.011 -0.015 -0.022 -0.017 -0.010 -0.021 -0.009 -0.021 -0.021 -0.015

0.009 0.004 0.003 0.000 -0.005 0.002 -0.001 0.000 0.007 0.000 0.002

-0.002 -0.004 0.000 -0.009 -0.004 -0.011 -0.013 -0.008 -0.006 -0.007 -0.001

0.002 -0.004 -0.007 0.005 0.007 -0.011 0.012 -0.012 0.000 0.006

-0.004 -0.001 -0.003 -0.005 0.007 -0.003 0.001 0.007 -0.007 0.002

-0.003 0.004 -0.009 0.005 -0.007 -0.002 0.005 0.002 -0.001 0.006

1018 1018 1018-09 1018-10 1018-11 1018-12 1018-13 1018-14 1018-15 1018-16 1018-17

-0.011 -0.012 -0.013 -0.016 -0.013 -0.009 -0.015 -0.015 -0.014 -0.014 -0.014

-0.004 -0.008 -0.007 -0.010 -0.013 -0.011 -0.006 -0.010 -0.010 -0.011 -0.003

-0.002 -0.003 -0.007 -0.002 -0.009 -0.012 0.001 -0.004 -0.009 -0.008 -0.007

-0.002 -0.001 -0.003 0.003 0.004 -0.006 0.000 0.001 0.000 0.000

-0.004 0.001 -0.003 -0.003 0.002 0.005 -0.004 0.000 -0.001 0.008

-0.001 -0.004 0.005 -0.007 -0.003 0.013 -0.005 -0.005 0.001 0.001

Ͳ0.001 0.011 0.001 0.008 0.006

0.000 Ͳ0.012 Ͳ0.004 Ͳ0.004 0.002

0.001 Ͳ0.001 Ͳ0.004 0.004 Ͳ0.001

0.002 Ͳ0.005

Ͳ0.001 0.004

0.009 0.001

Ͳ0.004 0.003 0.000 Ͳ0.003 0.005

Ͳ0.011 Ͳ0.004 Ͳ0.005 Ͳ0.007 Ͳ0.005

Ͳ0.002 Ͳ0.005 Ͳ0.011 0.000 Ͳ0.011

0.001 0.003

Ͳ0.004 Ͳ0.003

Ͳ0.002 0.004

Ͳ0.015 Ͳ0.008 0.000 Ͳ0.010 Ͳ0.002

0.004 Ͳ0.001 Ͳ0.004 Ͳ0.002 Ͳ0.002

Ͳ0.001 0.000 Ͳ0.007 0.004 0.000

0.000 0.003

0.007 0.002

0.015 0.011

0.001 0.005 0.001 0.001 0.002

Ͳ0.009 Ͳ0.009 0.000 Ͳ0.002 Ͳ0.005

Ͳ0.004 Ͳ0.004 Ͳ0.011 Ͳ0.008 Ͳ0.012

Ͳ0.009 Ͳ0.003

0.002 Ͳ0.002

0.000 Ͳ0.004

Ͳ0.004 0.002 Ͳ0.003 0.001 0.012

Ͳ0.003 0.001 Ͳ0.003 0.000 0.001

0.000 0.003 0.000 0.004 Ͳ0.002

0.000 Ͳ0.004

Ͳ0.003 Ͳ0.002

0.001 0.003

0.001 0.004 Ͳ0.003 0.000 Ͳ0.001

0.002 0.003 0.000 0.005 0.002

Ͳ0.005 Ͳ0.002 Ͳ0.007 0.000 Ͳ0.005

Ͳ0.009 Ͳ0.004

0.005 0.003

0.012 0.007

Ͳ0.007 Ͳ0.002 0.005 Ͳ0.006 0.006

Ͳ0.003 Ͳ0.008 Ͳ0.001 Ͳ0.004 Ͳ0.003

Ͳ0.009 Ͳ0.004 Ͳ0.011 Ͳ0.013 Ͳ0.008

0.000 0.006

Ͳ0.007 Ͳ0.005

Ͳ0.001 0.005

Ͳ0.003 0.000 0.004 Ͳ0.002 Ͳ0.002

Ͳ0.003 Ͳ0.006 Ͳ0.004 0.001 Ͳ0.003

0.005 Ͳ0.002 Ͳ0.005 0.008 0.003

0.000 0.000

Ͳ0.001 0.007

0.001 0.002

&21),'(17,$/

1019 1019 1019-09 1019-10 1019-11 1019-12 1019-13 1019-14 1019-15 1019-16 1019-17

-0.008 -0.011 -0.004 -0.009 -0.011 -0.015 -0.019 -0.012 -0.019 -0.021 -0.026

0.007 0.003 -0.001 -0.006 -0.002 -0.002 -0.004 0.004 0.006 0.006 0.002

-0.007 -0.011 -0.023 -0.019 -0.015 -0.020 -0.014 -0.011 -0.020 -0.021 -0.017

-0.002 0.007 -0.005 -0.002 -0.004 -0.004 0.007 -0.007 -0.002 -0.005

-0.004 -0.004 -0.005 0.004 0.000 -0.002 0.008 0.002 0.000 -0.004

-0.005 -0.012 0.004 0.004 -0.005 0.006 0.003 -0.009 -0.001 0.004

1020 1020 1020-09 1020-10 1020-11 1020-12 1020-13 1020-14 1020-15 1020-16 1020-17

-0.007 -0.007 -0.015 -0.016 -0.010 -0.016 -0.012 -0.014 -0.018 -0.015 -0.018

-0.001 -0.006 -0.008 -0.012 -0.011 -0.007 -0.005 -0.012 -0.003 -0.002 -0.001

-0.008 -0.006 -0.015 -0.008 -0.016 -0.013 -0.011 -0.006 -0.011 -0.010 -0.010

0.000 -0.008 -0.001 0.006 -0.006 0.004 -0.002 -0.004 0.003 -0.003

-0.005 -0.002 -0.004 0.001 0.004 0.002 -0.007 0.009 0.001 0.001

0.002 -0.009 0.007 -0.008 0.003 0.002 0.005 -0.005 0.001 0.000

1021 1021 1021-09 1021-10 1021-11 1021-12 1021-13 1021-14 1021-15 1021-16 1021-17

0.000 0.000 -0.004 -0.010 -0.006 0.003 -0.012 -0.007 -0.005 -0.007 -0.007

-0.012 -0.013 -0.011 -0.016 -0.013 -0.007 -0.017 -0.016 -0.010 -0.017 -0.006

-0.005 -0.004 -0.008 -0.009 -0.009 0.003 0.001 0.003 -0.012 -0.003 0.009

0.000 -0.004 -0.006 0.004 0.009 -0.015 0.005 0.002 -0.002 0.000

-0.002 0.002 -0.005 0.003 0.006 -0.010 0.001 0.006 -0.007 0.011

0.001 -0.004 -0.001 0.000 0.012 -0.002 0.002 -0.015 0.009 0.012

1022 1022 1022-09 1022-10 1022-11 1022-12 1022-13 1022-14 1022-15 1022-16 1022-17

-0.005 -0.009 -0.016 -0.021 -0.015 -0.015 -0.020 -0.019 -0.029 -0.029 -0.018

0.003 0.000 -0.004 -0.004 -0.001 -0.003 -0.005 0.001 0.003 0.001 0.001

-0.011 -0.009 -0.021 -0.010 -0.014 -0.020 -0.017 -0.021 -0.011 -0.007 -0.014

-0.004 -0.007 -0.005 0.006 0.000 -0.005 0.001 -0.010 0.000 0.011

-0.003 -0.004 0.000 0.003 -0.002 -0.002 0.006 0.002 -0.002 0.000

0.002 -0.012 0.011 -0.004 -0.006 0.003 -0.004 0.010 0.004 -0.007

1023 1023 1023-09 1023-10 1023-11 1023-12 1023-13 1023-14 1023-15 1023-16 1023-17

-0.002 -0.008 -0.008 -0.009 -0.019 -0.010 -0.014 -0.014 -0.013 -0.015 -0.019

0.006 0.005 -0.005 -0.006 0.001 0.001 -0.002 0.000 0.005 0.006 0.002

-0.002 -0.008 -0.017 -0.010 -0.012 -0.019 -0.010 -0.011 -0.010 -0.005 -0.011

-0.006 0.000 -0.001 -0.010 0.009 -0.004 0.000 0.001 -0.002 -0.004

-0.001 -0.010 -0.001 0.007 0.000 -0.003 0.002 0.005 0.001 -0.004

-0.006 -0.009 0.007 -0.002 -0.007 0.009 -0.001 0.001 0.005 -0.006

1024 1024 1024-09 1024-10 1024-11 1024-12 1024-13 1024-14 1024-15 1024-16 1024-17

-0.002 -0.012 -0.013 -0.013 -0.018 -0.009 -0.016 -0.016 -0.015 -0.025 -0.021

-0.008 -0.009 -0.018 -0.020 -0.016 -0.016 -0.014 -0.014 -0.008 -0.009 -0.015

-0.005 -0.005 -0.010 -0.011 -0.012 -0.013 -0.009 -0.005 -0.008 -0.012 -0.005

-0.010 -0.001 0.000 -0.005 0.009 -0.007 0.000 0.001 -0.010 0.004

0.000 -0.009 -0.002 0.004 0.000 0.002 0.000 0.006 -0.001 -0.006

0.000 -0.005 -0.001 -0.001 -0.001 0.004 0.004 -0.003 -0.004 0.007

1025

05/10/2018 Summary

-0.003

-0.001

Accessibly Issues

1026

05/10/2018 Summary

-0.003

-0.007

-0.005

Accessibly Issues

1027

05/10/2018 Summary

-0.002

-0.005

0.010

Accessibly Issues

1028 1028 1028-09 1028-10 1028-11 1028-12 1028-13 1028-14 1028-15 1028-16 1028-17

-0.003 -0.006 -0.015 -0.020 -0.009 -0.009 -0.015 -0.020 -0.027 -0.024 -0.022

-0.013 -0.012 -0.021 -0.018 -0.018 -0.023 -0.022 -0.018 -0.010 -0.013 -0.013

0.000 -0.005 -0.012 -0.010 -0.008 -0.017 0.000 0.001 -0.013 -0.011 -0.007

-0.003 -0.009 -0.005 0.011 0.000 -0.006 -0.005 -0.007 0.003 0.002

0.001 -0.009 0.003 0.000 -0.005 0.001 0.004 0.008 -0.003 0.000

-0.005 -0.007 0.002 0.002 -0.009 0.017 0.001 -0.014 0.002 0.004

1029 1029 1029-09 1029-10 1029-11

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am

-0.003 -0.006 -0.009 -0.013 -0.013

-0.009 -0.013 -0.015 -0.015 -0.012

-0.003 -0.005 -0.011 -0.014 -0.012

-0.003 -0.003 -0.004 0.000

-0.004 -0.002 0.000 0.003

-0.003 -0.006 -0.003 0.002

Ͳ0.005 Ͳ0.007 Ͳ0.011 Ͳ0.015 Ͳ0.008

Ͳ0.005 Ͳ0.001 Ͳ0.001 Ͳ0.003 0.005

0.004 0.008 0.003 0.009 0.012

Ͳ0.002 Ͳ0.007

0.000 Ͳ0.004

Ͳ0.001 0.003

Ͳ0.001 0.005 Ͳ0.001 0.003 0.001

Ͳ0.004 Ͳ0.003 0.001 0.003 Ͳ0.004

0.007 Ͳ0.001 0.002 0.004 0.009

0.003 0.000

0.001 0.002

0.001 0.001

Ͳ0.006 Ͳ0.002 0.007 Ͳ0.008 Ͳ0.003

Ͳ0.005 Ͳ0.002 0.004 Ͳ0.006 Ͳ0.005

Ͳ0.001 Ͳ0.001 0.011 0.009 0.011

Ͳ0.002 Ͳ0.002

Ͳ0.007 0.004

0.009 0.021

Ͳ0.005 0.001 0.001 Ͳ0.004 Ͳ0.003

0.000 0.003 0.001 Ͳ0.001 0.005

0.011 0.007 0.001 0.004 0.000

0.000 0.011

Ͳ0.002 Ͳ0.002

0.004 Ͳ0.003

Ͳ0.001 Ͳ0.011 Ͳ0.002 Ͳ0.006 Ͳ0.006

Ͳ0.001 0.006 0.006 0.003 0.005

0.007 0.005 Ͳ0.002 0.007 0.006

Ͳ0.002 Ͳ0.006

0.001 Ͳ0.003

0.005 Ͳ0.001

0.000 Ͳ0.005 0.004 Ͳ0.003 Ͳ0.003

Ͳ0.002 0.002 0.002 0.004 0.004

Ͳ0.001 Ͳ0.002 Ͳ0.003 0.001 0.005

Ͳ0.010 Ͳ0.006

Ͳ0.001 Ͳ0.007

Ͳ0.004 0.003

Ͳ0.005 0.006 0.006 0.000 Ͳ0.005

0.003 0.003 Ͳ0.002 Ͳ0.001 0.003

0.002 0.004 Ͳ0.005 0.012 0.013

0.003 0.005

Ͳ0.003 Ͳ0.003

0.002 0.006

Ͳ0.004 Ͳ0.004

0.000 0.003

Ͳ0.003 Ͳ0.001

&21),'(17,$/ 1029-12 1029-13 1029-14 1029-15 1029-16 1029-17

07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.008 -0.008 -0.013 -0.020 -0.019 -0.023

-0.014 -0.016 -0.012 -0.005 -0.014 -0.014

-0.023 -0.010 -0.006 -0.011 -0.012 -0.010

0.005 0.000 -0.005 -0.007 0.001 -0.004

-0.002 -0.002 0.004 0.007 -0.009 0.000

-0.011 0.013 0.004 -0.005 -0.001 0.002

1030 1030 1030-09 1030-10 1030-11 1030-12 1030-13 1030-14 1030-15 1030-16 1030-17

-0.008 -0.011 -0.018 -0.023 -0.019 -0.019 -0.023 -0.022 -0.027 -0.025 -0.022

0.007 0.001 -0.007 -0.002 0.001 -0.006 -0.005 0.004 0.000 -0.003 -0.001

-0.010 -0.014 -0.017 -0.015 -0.019 -0.023 -0.020 -0.019 -0.024 -0.019 -0.019

-0.003 -0.007 -0.005 0.004 0.000 -0.004 0.001 -0.005 0.002 0.003

-0.006 -0.008 0.005 0.003 -0.007 0.001 0.009 -0.004 -0.003 0.002

-0.005 -0.003 0.002 -0.004 -0.004 0.003 0.001 -0.005 0.005 0.000

1031 1031 1031-09 1031-10 1031-11 1031-12 1031-13 1031-14 1031-15 1031-16 1031-17

-0.007 -0.014 -0.025 -0.018 -0.016 -0.018 -0.019 -0.018 -0.027 -0.025 -0.025

-0.004 -0.011 -0.020 -0.018 -0.014 -0.018 -0.020 -0.015 -0.010 -0.009 -0.010

-0.001 -0.005 -0.007 -0.003 -0.011 -0.010 -0.006 -0.011 -0.011 -0.006 -0.009

-0.007 -0.011 0.007 0.002 -0.002 -0.001 0.001 -0.009 0.002 0.000

-0.007 -0.009 0.002 0.004 -0.004 -0.002 0.005 0.005 0.001 -0.001

-0.004 -0.002 0.004 -0.008 0.001 0.004 -0.005 0.000 0.005 -0.003

1032 1032 1032-09 1032-10 1032-11 1032-12 1032-13 1032-14 1032-15 1032-16 1032-17

0.004 -0.004 -0.006 -0.012 -0.005 -0.014 -0.011 -0.011 -0.012 -0.009 -0.010

-0.010 -0.014 -0.014 -0.015 -0.023 -0.014 -0.021 -0.012 -0.013 -0.016 -0.016

-0.012 -0.012 -0.016 -0.017 -0.012 -0.016 -0.008 -0.023 -0.019 -0.014 -0.020

-0.008 -0.002 -0.006 0.007 -0.009 0.003 0.000 -0.001 0.003 -0.001

-0.004 0.000 -0.001 -0.008 0.009 -0.007 0.009 -0.001 -0.003 0.000

0.000 -0.004 -0.001 0.005 -0.004 0.008 -0.015 0.004 0.005 -0.006

1033 1033 1033-09 1033-10 1033-11 1033-12 1033-13 1033-14 1033-15 1033-16 1033-17

0.005 0.002 0.002 -0.004 -0.009 -0.002 -0.009 -0.011 -0.011 -0.010 -0.009

-0.005 -0.009 -0.011 -0.006 -0.014 -0.010 -0.008 -0.008 -0.008 -0.006 -0.009

-0.012 -0.016 -0.014 -0.020 -0.020 -0.024 -0.028 -0.022 -0.020 -0.024 -0.025

-0.003 0.000 -0.006 -0.005 0.007 -0.007 -0.002 0.000 0.001 0.001

-0.005 -0.002 0.005 -0.008 0.004 0.002 0.000 0.000 0.002 -0.003

-0.004 0.002 -0.006 0.000 -0.004 -0.004 0.006 0.002 -0.004 -0.001

1034 1034 1034-09 1034-10 1034-11 1034-12 1034-13 1034-14 1034-15 1034-16 1034-17

-0.004 -0.007 -0.009 -0.015 -0.016 -0.013 -0.017 -0.016 -0.015 -0.013 -0.020

-0.009 -0.009 -0.016 -0.015 -0.013 -0.016 -0.013 -0.011 -0.010 -0.009 -0.007

-0.006 -0.012 -0.018 -0.015 -0.017 -0.018 -0.020 -0.020 -0.018 -0.017 -0.019

-0.003 -0.002 -0.006 -0.001 0.003 -0.004 0.001 0.001 0.002 -0.007

0.000 -0.007 0.001 0.002 -0.003 0.003 0.002 0.001 0.001 0.002

-0.006 -0.006 0.003 -0.002 -0.001 -0.002 0.000 0.002 0.001 -0.002

1035 1035 1035-09 1035-10 1035-11 1035-12 1035-13 1035-14 1035-15 1035-16 1035-17

0.004 0.000 -0.006 -0.010 0.003 -0.002 -0.010 -0.014 -0.018 -0.012 -0.014

0.000 0.001 -0.005 -0.004 -0.007 -0.003 -0.003 -0.003 -0.005 0.002 0.005

-0.007 -0.012 -0.009 -0.012 -0.011 -0.018 -0.019 -0.015 -0.017 -0.016 -0.015

-0.004 -0.006 -0.004 0.013 -0.005 -0.008 -0.004 -0.004 0.006 -0.002

0.001 -0.006 0.001 -0.003 0.004 0.000 0.000 -0.002 0.007 0.003

-0.004 0.003 -0.003 0.001 -0.007 -0.001 0.004 -0.002 0.001 0.001

1036 1036 1036-09 1036-10 1036-11 1036-12 1036-13 1036-14 1036-15 1036-16 1036-17

0.008 0.002 -0.004 -0.004 -0.002 -0.006 -0.004 -0.004 -0.008 -0.003 -0.011

-0.005 -0.007 -0.016 -0.012 -0.014 -0.011 -0.013 -0.006 -0.006 -0.008 -0.003

-0.008 -0.010 -0.012 -0.017 -0.011 -0.014 -0.022 -0.012 -0.019 -0.021 -0.021

-0.006 -0.006 0.000 0.002 -0.004 0.002 0.000 -0.004 0.005 -0.008

-0.003 -0.009 0.004 -0.002 0.003 -0.002 0.007 0.000 -0.002 0.005

-0.003 -0.002 -0.005 0.006 -0.003 -0.008 0.010 -0.007 -0.002 0.000

1037 1037 1037-09 1037-10 1037-11

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am 07/10/2018 9:30am 07/10/2018 11:30am

-0.013 -0.017 -0.024 -0.027 -0.027

-0.004 0.002 -0.011 0.004 -0.005

-0.011 -0.012 -0.018 -0.011 -0.009

-0.004 -0.007 -0.003 0.000

0.006 -0.013 0.015 -0.009

-0.001 -0.006 0.007 0.002

0.001 0.001 Ͳ0.004

0.001 Ͳ0.001 0.003

Ͳ0.012 0.001 0.005

0.001 Ͳ0.003

Ͳ0.009 Ͳ0.009

Ͳ0.001 0.001

Ͳ0.005 Ͳ0.001 Ͳ0.001 Ͳ0.005 Ͳ0.004

0.005 0.008 0.001 0.002 0.011

0.002 Ͳ0.002 Ͳ0.006 Ͳ0.003 Ͳ0.002

0.002 0.005

Ͳ0.003 Ͳ0.001

0.005 0.005

0.007 0.009 0.007 0.006 0.007

0.002 0.006 0.002 0.000 0.005

0.004 Ͳ0.004 Ͳ0.003 0.001 Ͳ0.004

0.002 0.002

0.001 0.000

0.005 0.002

Ͳ0.006 0.001 Ͳ0.008 Ͳ0.005 Ͳ0.005

Ͳ0.001 Ͳ0.009 0.000 Ͳ0.007 0.002

Ͳ0.001 0.004 0.000 0.008 Ͳ0.007

0.003 0.002

Ͳ0.003 Ͳ0.003

0.005 Ͳ0.001

Ͳ0.006 Ͳ0.011 Ͳ0.004 Ͳ0.011 Ͳ0.013

0.005 Ͳ0.003 0.001 0.003 0.003

Ͳ0.006 Ͳ0.006 Ͳ0.010 Ͳ0.014 Ͳ0.008

0.001 0.002

0.002 Ͳ0.001

Ͳ0.004 Ͳ0.005

Ͳ0.006 Ͳ0.007 Ͳ0.004 Ͳ0.008 Ͳ0.007

0.001 0.003 0.000 0.003 0.005

0.003 0.001 0.000 Ͳ0.002 Ͳ0.002

0.002 Ͳ0.005

0.001 0.003

0.001 Ͳ0.001

Ͳ0.004 0.009 0.004 Ͳ0.004 Ͳ0.008

0.001 Ͳ0.002 0.002 0.002 0.002

Ͳ0.003 Ͳ0.002 Ͳ0.009 Ͳ0.010 Ͳ0.006

0.006 0.004

0.007 0.010

0.001 0.002

0.000 0.002 Ͳ0.002 0.000 0.000

0.004 0.002 0.005 0.003 0.010

Ͳ0.005 0.001 Ͳ0.002 Ͳ0.010 0.000

0.005 Ͳ0.003

Ͳ0.002 0.003

Ͳ0.002 Ͳ0.002

Ͳ0.003 Ͳ0.003

0.015 0.006

0.007 0.009

&21),'(17,$/ 1037-12 1037-13 1037-14 1037-15 1037-16 1037-17

07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.025 -0.027 -0.029 -0.032 -0.034 -0.036

-0.008 -0.004 0.003 -0.001 -0.005 -0.003

-0.015 -0.024 -0.013 -0.022 -0.021 -0.019

0.002 -0.002 -0.002 -0.003 -0.002 -0.002

-0.003 0.004 0.007 -0.004 -0.004 0.002

-0.006 -0.009 0.011 -0.009 0.001 0.002

1038 1038 1038-09 1038-10 1038-11 1038-12 1038-13 1038-14 1038-15 1038-16 1038-17

-0.013 -0.014 -0.020 -0.009 -0.019 -0.015 -0.014 -0.022 -0.022 -0.026 -0.023

0.003 0.005 0.003 0.004 0.000 -0.001 0.005 0.002 0.009 0.002 -0.001

-0.006 -0.011 -0.019 -0.002 -0.008 -0.015 -0.006 -0.017 -0.014 -0.027 -0.005

-0.001 -0.006 0.011 -0.010 0.004 0.001 -0.008 0.000 -0.004 0.003

0.002 -0.002 0.001 -0.004 -0.001 0.006 -0.003 0.007 -0.007 -0.003

-0.005 -0.008 0.017 -0.006 -0.007 0.009 -0.011 0.003 -0.013 0.022

1039 1039 1039-09 1039-10 1039-11 1039-12 1039-13 1039-14 1039-15 1039-16 1039-17

-0.010 -0.018 -0.023 -0.026 -0.019 -0.024 -0.021 -0.035 -0.025 -0.023 -0.020

0.000 -0.002 -0.003 -0.009 -0.008 -0.003 -0.006 -0.004 -0.001 0.000 0.002

-0.001 -0.003 -0.008 0.011 -0.005 -0.001 -0.006 -0.010 -0.012 -0.008 -0.004

-0.008 -0.005 -0.003 0.007 -0.005 0.003 -0.014 0.010 0.002 0.003

-0.002 -0.001 -0.006 0.001 0.005 -0.003 0.002 0.003 0.001 0.002

-0.001 -0.005 0.019 -0.016 0.004 -0.005 -0.004 -0.002 0.004 0.004

1040

05/10/2018 Summary

0.000

-0.002

0.004

1041 1041 1041-09 1041-10 1041-11 1041-12 1041-13 1041-14 1041-15 1041-16 1041-17

0.011 0.009 0.001 0.001 -0.003 0.001 -0.001 -0.003 -0.003 -0.005 -0.001

0.002 0.003 -0.001 -0.002 -0.001 -0.004 -0.002 0.000 -0.005 -0.009 -0.001

-0.003 -0.013 -0.016 -0.014 -0.021 -0.015 -0.013 -0.018 -0.014 -0.017 -0.011

-0.002 -0.008 0.000 -0.004 0.004 -0.002 -0.002 0.000 -0.002 0.004

0.001 -0.004 -0.001 0.001 -0.003 0.002 0.002 -0.005 -0.004 0.008

-0.009 -0.003 0.002 -0.007 0.006 0.002 -0.005 0.004 -0.003 0.006

1042 1042 1042-09 1042-10 1042-11 1042-12 1042-13 1042-14 1042-15 1042-16 1042-17

0.003 -0.004 -0.010 -0.016 -0.008 -0.001 -0.014 -0.014 -0.012 -0.016 -0.013

0.003 0.000 0.000 -0.005 -0.006 -0.001 -0.008 -0.002 -0.003 -0.006 -0.004

-0.009 -0.020 -0.022 -0.029 -0.021 -0.025 -0.023 -0.025 -0.023 -0.025 -0.022

-0.007 -0.006 -0.006 0.008 0.007 -0.013 0.000 0.002 -0.004 0.003

-0.003 0.000 -0.005 -0.001 0.005 -0.007 0.006 -0.001 -0.003 0.002

-0.011 -0.002 -0.007 0.008 -0.004 0.002 -0.002 0.002 -0.002 0.003

1043 1043 1043-09 1043-10 1043-11 1043-12 1043-13 1043-14 1043-15 1043-16 1043-17

-0.006 -0.017 -0.021 -0.030 -0.030 -0.015 -0.035 -0.033 -0.026 -0.032 -0.025

-0.013 -0.016 -0.022 -0.022 -0.029 -0.012 -0.024 -0.013 -0.016 -0.016 -0.016

-0.006 -0.014 -0.030 -0.010 -0.008 -0.017 -0.015 -0.022 -0.014 -0.014 -0.004

-0.011 -0.004 -0.009 0.000 0.015 -0.020 0.002 0.007 -0.006 0.007

-0.004 -0.006 0.000 -0.007 0.017 -0.012 0.011 -0.003 0.000 0.000

-0.007 -0.016 0.020 0.002 -0.009 0.002 -0.007 0.008 0.000 0.010

1044 1044 1044-09 1044-10 1044-11 1044-12 1044-13 1044-14 1044-15 1044-16 1044-17

0.011 0.005 0.000 0.003 -0.003 0.004 0.000 -0.001 -0.002 -0.001 -0.003

-0.002 -0.004 -0.011 -0.020 -0.004 -0.007 -0.011 -0.008 -0.010 -0.011 -0.010

-0.008 -0.015 -0.019 -0.017 -0.022 -0.012 -0.016 -0.018 -0.018 -0.020 -0.015

-0.005 -0.005 0.003 -0.006 0.007 -0.004 -0.001 -0.001 0.001 -0.002

-0.001 -0.007 -0.009 0.016 -0.003 -0.004 0.003 -0.002 -0.001 0.001

-0.007 -0.004 0.002 -0.005 0.010 -0.004 -0.002 0.000 -0.002 0.005

1045 1045 1045-09 1045-10 1045-11 1045-12 1045-13 1045-14 1045-15 1045-16 1045-17

0.007 0.005 -0.004 -0.008 -0.003 -0.002 -0.001 -0.003 -0.008 -0.005 -0.006

-0.001 -0.005 -0.004 -0.007 -0.006 -0.004 -0.010 -0.005 -0.003 -0.005 0.003

-0.011 -0.015 -0.021 -0.019 -0.017 -0.010 -0.012 -0.020 -0.025 -0.017 -0.016

-0.002 -0.009 -0.004 0.005 0.001 0.001 -0.002 -0.005 0.003 -0.001

-0.004 0.001 -0.003 0.001 0.002 -0.006 0.005 0.002 -0.002 0.008

-0.004 -0.006 0.002 0.002 0.007 -0.002 -0.008 -0.005 0.008 0.001

1046 1046 1046-09

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am

0.008 0.002 -0.004

0.005 -0.002 -0.002

-0.008 -0.016 -0.020

-0.006 -0.006

-0.007 0.000

-0.008 -0.004

Ͳ0.001 Ͳ0.003 Ͳ0.005

0.003 0.007 0.014

0.003 Ͳ0.006 0.005

Ͳ0.002 Ͳ0.004

Ͳ0.004 Ͳ0.002

0.001 0.003

0.011 0.001 0.005 0.006 Ͳ0.002

0.001 Ͳ0.003 Ͳ0.004 0.002 Ͳ0.001

0.017 0.011 0.004 0.013 0.002

Ͳ0.004 Ͳ0.001

Ͳ0.007 Ͳ0.010

Ͳ0.013 0.009

Ͳ0.003 0.004 Ͳ0.001 0.002 Ͳ0.012

Ͳ0.006 Ͳ0.005 0.000 Ͳ0.003 Ͳ0.001

0.019 0.003 0.007 0.002 Ͳ0.002

0.002 0.005

0.001 0.003

0.004 0.008 Accessibly Issues

0.000 Ͳ0.004 0.000 Ͳ0.002 Ͳ0.004

Ͳ0.001 0.000 Ͳ0.003 Ͳ0.001 0.001

0.002 Ͳ0.005 0.001 0.003 Ͳ0.002

Ͳ0.002 0.002

Ͳ0.004 0.004

Ͳ0.003 0.003

Ͳ0.006 0.002 0.009 Ͳ0.004 Ͳ0.004

Ͳ0.005 Ͳ0.006 Ͳ0.001 Ͳ0.008 Ͳ0.002

Ͳ0.007 0.001 Ͳ0.003 Ͳ0.001 Ͳ0.003

Ͳ0.004 Ͳ0.001

Ͳ0.003 Ͳ0.001

Ͳ0.002 0.001

Ͳ0.009 Ͳ0.009 0.006 Ͳ0.014 Ͳ0.012

0.000 Ͳ0.007 0.010 Ͳ0.002 0.009

0.020 0.022 0.013 0.015 0.008

Ͳ0.006 0.001

0.000 0.000

0.000 0.010

0.003 Ͳ0.003 0.004 0.000 Ͳ0.001

Ͳ0.009 0.007 0.004 0.000 0.003

0.002 Ͳ0.003 0.007 0.003 0.001

0.001 Ͳ0.001

Ͳ0.001 0.000

Ͳ0.002 0.003

Ͳ0.004 0.001 0.002 0.003 0.001

Ͳ0.003 Ͳ0.002 0.000 Ͳ0.006 Ͳ0.001

0.002 0.004 0.011 0.009 0.001

0.003 0.002

Ͳ0.002 0.006

0.008 0.009

&21),'(17,$/ 1046-10 1046-11 1046-12 1046-13 1046-14 1046-15 1046-16 1046-17

07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.009 -0.006 -0.005 -0.006 -0.007 -0.014 -0.007 -0.005

0.000 0.002 0.001 -0.001 0.002 0.000 0.009 0.001

-0.014 -0.014 -0.009 -0.017 -0.019 -0.013 -0.017 -0.007

-0.005 0.003 0.001 -0.001 -0.001 -0.007 0.007 0.002

0.002 0.002 -0.001 -0.002 0.003 -0.002 0.009 -0.008

0.006 0.000 0.005 -0.008 -0.002 0.006 -0.004 0.010

1047 1047 1047-09 1047-10 1047-11 1047-12 1047-13 1047-14 1047-15 1047-16 1047-17

0.003 0.001 -0.004 -0.009 -0.005 -0.003 -0.005 -0.006 -0.008 -0.006 -0.011

-0.008 -0.007 -0.015 -0.002 -0.010 -0.009 -0.015 -0.015 -0.008 -0.006 -0.018

-0.010 -0.013 -0.013 -0.016 -0.012 -0.014 -0.013 -0.015 -0.015 -0.010 -0.012

-0.002 -0.005 -0.005 0.004 0.002 -0.002 -0.001 -0.002 0.002 -0.005

0.001 -0.008 0.013 -0.008 0.001 -0.006 0.000 0.007 0.002 -0.012

-0.003 0.000 -0.003 0.004 -0.002 0.001 -0.002 0.000 0.005 -0.002

1048 1048 1048-09 1048-10 1048-11 1048-12 1048-13 1048-14 1048-15 1048-16 1048-17

-0.015 -0.019 -0.028 -0.028 -0.025 -0.027 -0.029 -0.033 -0.032 -0.025 -0.032

0.005 0.002 0.000 0.004 0.005 0.009 -0.004 0.002 0.009 0.013 0.007

-0.008 -0.013 -0.013 -0.018 -0.013 -0.015 -0.017 -0.017 -0.012 -0.010 -0.018

-0.004 -0.009 0.000 0.003 -0.002 -0.002 -0.004 0.001 0.007 -0.007

-0.002 -0.002 0.004 0.001 0.004 -0.013 0.006 0.007 0.004 -0.006

-0.005 0.000 -0.005 0.005 -0.002 -0.002 0.000 0.005 0.002 -0.008

1049 1049 1049-09 1049-10 1049-11 1049-12 1049-13 1049-14 1049-15 1049-16 1049-17

0.008 0.002 -0.004 -0.010 -0.007 0.000 -0.009 -0.011 -0.005 -0.005 -0.007

0.001 -0.003 -0.011 -0.001 0.003 -0.002 0.000 0.002 0.003 0.006 0.000

-0.010 -0.017 -0.012 -0.019 -0.020 -0.015 -0.016 -0.018 -0.015 -0.012 -0.013

-0.006 -0.006 -0.006 0.003 0.007 -0.009 -0.002 0.006 0.000 -0.002

-0.004 -0.008 0.010 0.004 -0.005 0.002 0.002 0.001 0.003 -0.006

-0.007 0.005 -0.007 -0.001 0.005 -0.001 -0.002 0.003 0.003 -0.001

1050 1050 1050-09 1050-10 1050-11 1050-12 1050-13 1050-14 1050-15 1050-16 1050-17

-0.005 -0.006 -0.016 -0.010 -0.016 -0.022 -0.015 -0.018 -0.023 -0.026 -0.021

-0.005 -0.008 -0.013 -0.007 -0.008 -0.004 -0.015 -0.010 -0.008 0.000 -0.002

-0.002 -0.008 -0.011 -0.011 -0.016 -0.012 -0.015 -0.017 -0.015 -0.023 -0.012

0.000 -0.010 0.006 -0.006 -0.006 0.007 -0.003 -0.005 -0.003 0.005

-0.003 -0.005 0.006 -0.001 0.004 -0.011 0.005 0.002 0.008 -0.002

-0.006 -0.003 0.000 -0.005 0.004 -0.003 -0.002 0.002 -0.008 0.011

1051 1051 1051-09 1051-10 1051-11 1051-12 1051-13 1051-14 1051-15 1051-16 1051-17

0.008 0.006 -0.002 0.000 -0.004 -0.005 0.000 -0.002 -0.006 -0.014 -0.007

0.003 0.004 0.001 -0.004 -0.008 -0.008 0.001 -0.002 -0.001 0.005 0.011

-0.002 -0.014 -0.014 -0.017 -0.012 -0.019 -0.014 -0.014 -0.011 -0.005 -0.017

-0.003 -0.008 0.002 -0.004 -0.001 0.005 -0.002 -0.004 -0.008 0.007

0.001 -0.003 -0.005 -0.004 0.000 0.009 -0.003 0.001 0.006 0.006

-0.011 0.000 -0.003 0.005 -0.007 0.005 0.000 0.003 0.006 -0.012

1052 1052 1052-09 1052-10 1052-11 1052-12 1052-13 1052-14 1052-15 1052-16 1052-17

-0.011 -0.017 -0.023 -0.018 -0.020 -0.022 -0.025 -0.030 -0.031 -0.023 -0.029

-0.003 -0.007 -0.016 -0.008 -0.007 -0.007 -0.013 -0.004 -0.002 -0.002 -0.004

-0.005 -0.011 -0.010 -0.016 -0.005 -0.012 -0.015 -0.014 -0.008 -0.012 -0.014

-0.006 -0.006 0.005 -0.002 -0.002 -0.003 -0.005 -0.001 0.008 -0.006

-0.004 -0.009 0.008 0.001 0.000 -0.006 0.009 0.002 0.000 -0.002

-0.006 0.001 -0.006 0.011 -0.007 -0.003 0.001 0.006 -0.004 -0.002

1053 1053 1053-09 1053-10 1053-11 1053-12 1053-13 1053-14 1053-15 1053-16 1053-17

-0.012 -0.011 -0.015 -0.013 -0.016 -0.016 -0.020 -0.017 -0.015 -0.018 -0.016

-0.001 -0.003 -0.009 -0.009 -0.009 -0.007 -0.009 -0.017 -0.009 0.003 -0.008

0.007 -0.006 -0.002 -0.014 0.000 0.000 -0.008 -0.005 0.006 -0.004 -0.006

0.001 -0.004 0.002 -0.003 0.000 -0.004 0.003 0.002 -0.003 0.002

-0.003 -0.006 0.000 0.000 0.002 -0.002 -0.008 0.008 0.012 -0.011

-0.013 0.004 -0.012 0.014 0.000 -0.008 0.003 0.011 -0.010 -0.002

1054 1054 1054-09

05/10/2018 Summary 06/10/2018 Summary 07/10/2018 7:30am

-0.002 -0.008 -0.014

0.012 0.008 0.000

-0.007 -0.020 -0.024

-0.006 -0.006

-0.004 -0.008

-0.013 -0.004

Ͳ0.005 Ͳ0.002 Ͳ0.001 Ͳ0.002 Ͳ0.003

0.002 0.004 0.003 0.001 0.004

0.006 0.006 0.011 0.003 0.001

0.007 0.009

0.009 0.001

Ͳ0.004 0.006

Ͳ0.005 Ͳ0.001 0.001 Ͳ0.001 Ͳ0.002

0.013 0.005 0.006 0.000 0.000

Ͳ0.003 0.001 Ͳ0.001 0.000 Ͳ0.002

0.002 Ͳ0.003

0.002 Ͳ0.010

0.005 0.003

0.000 0.003 0.001 Ͳ0.001

0.004 0.005 0.009 Ͳ0.004

Ͳ0.005 0.000 Ͳ0.002 Ͳ0.004

0.001 0.008

0.007 0.011

0.005 0.007

Ͳ0.006 Ͳ0.003 0.004 Ͳ0.005 Ͳ0.007

0.010 0.014 0.009 0.011 0.013

Ͳ0.007 Ͳ0.008 Ͳ0.003 Ͳ0.004 Ͳ0.006

0.000 Ͳ0.002

0.003 Ͳ0.003

0.003 0.002

0.006 0.000 Ͳ0.006 0.001 Ͳ0.002

0.006 0.005 0.009 Ͳ0.002 0.003

0.000 Ͳ0.005 Ͳ0.001 Ͳ0.004 Ͳ0.006

Ͳ0.003 0.002

0.008 0.006

Ͳ0.008 0.003

0.002 Ͳ0.002 Ͳ0.003 0.002 0.000

Ͳ0.005 Ͳ0.009 Ͳ0.009 0.000 Ͳ0.003

Ͳ0.003 0.002 Ͳ0.005 0.000 0.000

Ͳ0.008 Ͳ0.001

0.006 0.012

0.006 Ͳ0.006

0.005 0.003 0.001 Ͳ0.002 Ͳ0.007

0.008 0.009 0.009 0.003 0.012

Ͳ0.006 0.005 Ͳ0.002 Ͳ0.005 Ͳ0.004

0.008 0.002

0.000 Ͳ0.002

Ͳ0.004 Ͳ0.006

0.002 Ͳ0.001 Ͳ0.001 Ͳ0.005 Ͳ0.002

0.000 0.000 0.002 0.000 Ͳ0.008

Ͳ0.012 0.002 0.002 Ͳ0.006 Ͳ0.003

Ͳ0.003 Ͳ0.001

0.012 0.001

Ͳ0.010 Ͳ0.012

&21),'(17,$/ 1054-10 1054-11 1054-12 1054-13 1054-14 1054-15 1054-16 1054-17

07/10/2018 9:30am 07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.014 -0.013 -0.019 -0.014 -0.012 -0.014 -0.023 -0.015

0.001 0.002 0.003 0.005 0.005 0.007 0.005 0.017

-0.027 -0.018 -0.027 -0.024 -0.029 -0.030 -0.031 -0.026

0.000 0.001 -0.006 0.005 0.002 -0.002 -0.009 0.008

0.001 0.001 0.001 0.002 0.000 0.002 -0.002 0.012

-0.003 0.009 -0.009 0.003 -0.005 -0.001 -0.001 0.005

1055 1055 1055-09 1055-10 1055-11 1055-12 1055-13 1055-14 1055-15 1055-16 1055-17

0.001 0.001 -0.008 -0.015 -0.010 -0.003 -0.003 -0.011 -0.014 -0.012 -0.014

0.004 0.004 -0.004 -0.005 0.001 0.001 0.001 -0.007 0.000 0.009 0.008

0.002 -0.008 -0.014 -0.014 -0.008 -0.008 -0.008 -0.008 -0.011 -0.016 -0.010

0.000 -0.009 -0.007 0.005 0.007 0.000 -0.008 -0.003 0.002 -0.002

0.000 -0.008 -0.001 0.006 0.000 0.000 -0.008 0.007 0.009 -0.001

-0.010 -0.006 0.000 0.006 0.000 0.000 0.000 -0.003 -0.005 0.006

1056 1056 1056-09 1056-10 1056-11 1056-12 1056-13 1056-14 1056-15 1056-16 1056-17

0.000 -0.001 -0.010 -0.005 -0.011 -0.003 -0.012 -0.013 -0.009 -0.010 -0.005

0.006 0.006 -0.002 0.004 0.003 0.006 0.002 0.001 0.000 0.008 0.010

-0.002 -0.011 -0.013 -0.009 -0.010 -0.002 -0.008 -0.009 -0.003 -0.018 -0.009

-0.002 -0.009 0.005 -0.006 0.008 -0.009 -0.001 0.004 -0.001 0.005

0.000 -0.008 0.006 -0.001 0.003 -0.004 -0.001 -0.001 0.008 0.002

-0.009 -0.002 0.004 -0.001 0.008 -0.006 -0.001 0.006 -0.015 0.009

1057 1057

05/10/2018 Summary 06/10/2018 Summary

-0.009 -0.007

0.009 0.005

-0.004 -0.005

Buried

1058 1058

05/10/2018 Summary 06/10/2018 Summary

-0.009 -0.007

0.004 0.009

-0.007 -0.014

Destroyed by Rock Truck

1059 1059

05/10/2018 Summary 06/10/2018 Summary

-0.004 0.001

0.009 0.009

-0.007 -0.012

Destroyed by Rock Truck

1060 1060 1060-09 1060-10 1060-11 1060-12 1060-13 1060-14 1060-15 1060-16 1060-17

-0.005 -0.006 -0.015 -0.009 -0.016 -0.014 -0.012 -0.018 -0.010 -0.019 -0.016

0.010 0.013 0.014 0.009 0.006 0.009 0.011 0.013 0.014 0.015 0.017

-0.002 -0.008 -0.010 -0.016 -0.010 -0.013 -0.020 -0.019 -0.012 -0.011 -0.018

1061 1061

05/10/2018 Summary 06/10/2018 Summary

-0.001 -0.003

0.003 0.001

-0.006 -0.006

1062 1062 1062-09 1062-10 1062-11 1062-12 1062-13 1062-14 1062-15 1062-16 1062-17

-0.015 -0.011 -0.016 -0.017 -0.020 -0.022 -0.020 -0.026 -0.013 -0.019 -0.013

-0.002 -0.003 -0.008 0.003 -0.002 0.005 0.002 -0.003 0.006 0.004 0.008

0.001 -0.008 -0.008 -0.017 -0.013 0.002 -0.015 -0.007 -0.015 -0.014 -0.016

0.004 -0.005 -0.001 -0.003 -0.002 0.002 -0.006 0.013 -0.006 0.006

-0.001 -0.005 0.011 -0.005 0.007 -0.003 -0.005 0.009 -0.002 0.004

-0.009 0.000 -0.009 0.004 0.015 -0.017 0.008 -0.008 0.001 -0.002

1063-11 1063-12 1063-13 1063-14 1063-15 1063-16 1063-17

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.004 -0.001 0.007 0.007 0.003 -0.006

0.005 0.003 0.007 0.003 0.004 -0.002

0.011 0.004 0.011 0.015 0.009 0.003

-0.004 0.003 0.008 0.000 -0.004 -0.009

0.005 -0.002 0.004 -0.004 0.001 -0.006

0.011 -0.007 0.007 0.004 -0.006 -0.006

1064-11 1064-12 1064-13 1064-14 1064-15 1064-16 1064-17

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

0.001 0.003 0.003 0.004 -0.005 -0.006

0.008 0.005 0.006 0.014 0.001 0.011

-0.002 0.006 -0.002 0.002 0.000 -0.012

0.001 0.002 0.000 0.001 -0.009 -0.001

0.008 -0.003 0.001 0.008 -0.013 0.010

-0.002 0.008 -0.008 0.004 -0.002 -0.012

1065-11 1065-12 1065-13 1065-14 1065-15 1065-16 1065-17

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm 07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

-0.002 0.007 0.002 -0.008 -0.002 -0.003

0.003 -0.004 0.000 0.005 0.005 0.008

-0.004 0.001 -0.001 -0.006 -0.001 0.006

-0.002 0.009 -0.005 -0.010 0.006 -0.001

0.003 -0.007 0.004 0.005 0.000 0.003

-0.004 0.005 -0.002 -0.005 0.005 0.007

1066-11 1066-12 1066-13

07/10/2018 11:30am 07/10/2018 1:30pm 07/10/2018 3:30pm

0.003 0.009

-0.010 0.000

0.006 0.005

0.003 0.006

-0.010 0.010

0.006 -0.001

-0.001 -0.009 0.006 -0.007 0.002 0.002 -0.006 0.008 -0.009 0.003

0.003 0.001 -0.005 -0.003 0.003 0.002 0.002 0.001 0.001 0.002

-0.006 -0.002 -0.006 0.006 -0.003 -0.007 0.001 0.007 0.001 -0.007

0.000 0.001 Ͳ0.005 0.000 0.002

0.001 0.002 0.003 0.005 0.005

Ͳ0.003 0.006 Ͳ0.003 0.000 Ͳ0.005

Ͳ0.009 Ͳ0.001

Ͳ0.002 0.010

Ͳ0.001 0.004

Ͳ0.007 Ͳ0.002 0.005 0.005 Ͳ0.003

Ͳ0.001 0.005 0.005 0.005 Ͳ0.003

0.000 0.006 0.006 0.006 0.006

0.002 0.000

0.009 0.008

Ͳ0.005 0.001

0.005 Ͳ0.001 0.007 Ͳ0.002 Ͳ0.003

0.006 0.005 0.008 0.004 0.003

0.004 0.003 0.011 0.005 0.004

Ͳ0.001 0.004

0.008 0.010

Ͳ0.015 Ͳ0.006

0.006 Ͳ0.001 0.001 0.003 Ͳ0.003

Ͳ0.005 Ͳ0.008 Ͳ0.005 Ͳ0.003 Ͳ0.001

Ͳ0.006 0.000 Ͳ0.003 Ͳ0.010 Ͳ0.009

Ͳ0.009 Ͳ0.006

0.001 0.003

0.001 Ͳ0.006

Buried

Ͳ0.001 Ͳ0.004 Ͳ0.006 Ͳ0.004 Ͳ0.010

0.011 0.006 0.013 0.010 0.005

Ͳ0.009 Ͳ0.005 0.010 Ͳ0.007 0.001

Ͳ0.006 0.000

Ͳ0.002 0.002

0.001 Ͳ0.001 New Point Installed 11:30am

0.003 0.011

Ͳ0.002 0.002

Ͳ0.007 0.000

Ͳ0.004 Ͳ0.013

0.001 Ͳ0.005

Ͳ0.006 Ͳ0.012 New Point Installed 11:30am

0.002 0.002

Ͳ0.003 Ͳ0.002

0.008 0.000

Ͳ0.009 Ͳ0.010

Ͳ0.013 Ͳ0.003

Ͳ0.002 Ͳ0.014 New Point Installed 11:30am

0.009 0.004

Ͳ0.007 Ͳ0.003

0.005 0.003

0.006 0.005

0.000 0.003

0.005 0.012 New Point Installed 11:30am

0.006

0.010

Ͳ0.001

&21),'(17,$/ 1066-14 1066-15 1066-16 1066-17

07/10/2018 5:30pm 08/10/2018 7:30am 08/10/2018 9:30am 08/10/2018 11:30am

0.002 -0.001 0.018 -0.003

-0.007 0.003 0.005 -0.001

0.005 -0.001 -0.009 0.004

-0.007 -0.003 0.019 -0.021

-0.007 0.010 0.002 -0.006

0.000 -0.006 -0.008 0.013

Ͳ0.001

0.003

Ͳ0.001

0.019 Ͳ0.002

0.002 Ͳ0.004

Ͳ0.008 0.005

KE&/ Ed/ >

ƉƉĞŶĚŝǆ < /ŶƚĞƌƉƌĞƚĂƚŝŽŶ ĂŶĚ hƐĞ ŽĨ ^ƚƵĚǇ ĂŶĚ ZĞƉŽƌƚ ĂŶĚ >ŝŵŝƚĂƚŝŽŶƐ ŽĨ >ŝĂďŝůŝƚǇ

ǁǁǁ͘ĂƌǇĂĞŶŐ͘ĐĂ

KE&/ Ed/ > KůĚ &Žƌƚ >ĂŶĚƐůŝĚĞ ; ŝƐĐŽǀĞƌĞĚ ŽŶ ^ĞƉƚĞŵďĞƌ Ϯϵ͕ ϮϬϭϴͿ͕ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ͘ ͘

&ŝůĞ EŽ͗͘ ϭϵͲϭϬϯͲ>D

/ŶƚĞƌƉƌĞƚĂƚŝŽŶ ĂŶĚ hƐĞ ŽĨ ^ƚƵĚǇ ĂŶĚ ZĞƉŽƌƚ ĂŶĚ >ŝŵŝƚĂƚŝŽŶƐ ŽĨ >ŝĂďůŝƚǇ dŚĞ ƵƐĞ ŽĨ ƚŚŝƐ ĂƚƚĂĐŚĞĚ ƌĞƉŽƌƚ ŝƐ ƐƵďũĞĐƚ ƚŽ ƚŚĞ ĨŽůůŽǁŝŶŐ ŐĞŶĞƌĂů ƚĞƌŵƐ ĂŶĚ ĐŽŶĚŝƚŝŽŶƐ͘ ϭ͘

^d E Z K& Z ʹ dŚĞ ƐĞƌǀŝĐĞƐ ;͞^ĞƌǀŝĐĞƐ͟Ϳ ƉĞƌĨŽƌŵĞĚ ďǇ Zz ŶŐŝŶĞĞƌŝŶŐ /ŶĐ͘ ;͞ Zz ͟Ϳ ĨŽƌ ƚŚĞ ĐůŝĞŶƚ ;͞ ůŝĞŶƚͿ ŚĂǀĞ ďĞĞŶ ĐŽŶĚƵĐƚĞĚ ŝŶ Ă ŵĂŶŶĞƌ ĐŽŶƐŝƐƚĞŶƚ ǁŝƚŚ ƚŚĞ ůĞǀĞů ŽĨ ƐŬŝůů ŽƌĚŝŶĂƌŝůǇ ĞǆĞƌĐŝƐĞĚ ďǇ ŵĞŵďĞƌƐ ŽĨ ƚŚĞ ĞŶŐŝŶĞĞƌŝŶŐ ƉƌŽĨĞƐƐŝŽŶ ĐƵƌƌĞŶƚůǇ ƉƌĂĐƚŝĐŝŶŐ ŝŶ ƚŚĞ ƐĂŵĞ Žƌ ƐŝŵŝůĂƌ ũƵƌŝƐĚŝĐƚŝŽŶƐ ŝŶ ǁŚŝĐŚ ƚŚĞ ƐĞƌǀŝĐĞƐ ŚĂǀĞ ďĞĞŶ ƉƌŽǀŝĚĞĚ͘ EŽ ŽƚŚĞƌ ǁĂƌƌĂŶƚǇ ĞǆƉƌĞƐƐĞĚ Žƌ ŝŵƉůŝĞĚ ŝƐ ŵĂĚĞ ŝŶ ĂŶǇ ŵĂŶŶĞƌ͘ dŽ ƉƌŽƉĞƌůǇ ƵŶĚĞƌƐƚĂŶĚ ƚŚĞ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ĞǆƉƌĞƐƐĞĚ ŚĞƌĞŝŶ͕ ƌĞĨĞƌĞŶĐĞ ŵƵƐƚ ďĞ ŵĂĚĞ ƚŽ ƚŚĞ ǁŚŽůĞ ƌĞƉŽƌƚ͘ Zz ĐĂŶŶŽƚ ďĞ ƌĞƐƉŽŶƐŝďůĞ ĨŽƌ ƵƐĞ ďǇ ĂŶǇ ƉĂƌƚǇ ŽĨ ƉŽƌƚŝŽŶƐ ŽĨ ƚŚĞ ƌĞƉŽƌƚ ǁŝƚŚŽƵƚ ƌĞĨĞƌĞŶĐĞ ƚŽ ƚŚĞ ĞŶƚŝƌĞ ĐŽŵƉůĞƚĞ ƌĞƉŽƌƚ͘

Ϯ͘

>/D/d d/KE K& >/ />/dz ʹ /Ŷ ĐŽŶƐŝĚĞƌĂƚŝŽŶ ƚŽ ƚŚĞ ƉƌŽǀŝƐŝŽŶ ŽĨ ^ĞƌǀŝĐĞƐ ďǇ Zz ͕ ƚŚĞ ůŝĞŶƚ ĂŐƌĞĞƐ ƚŽ ƚŚĞ ĨŽůůŽǁŝŶŐ ůŝŵŝƚĂƚŝŽŶ ŽĨ ůŝĂďŝůŝƚǇ ƉƌŽǀŝƐŝŽŶƐ͕ ďŽƚŚ ŽŶ ƚŚĞ ůŝĞŶƚ͛Ɛ ŽǁŶ ďĞŚĂůĨ͕ ĂŶĚ ĂƐ ĂŶ ĂŐĞŶƚ ŽŶ ďĞŚĂůĨ ŽĨ ŝƚƐ ĞŵƉůŽǇĞĞƐ ĂŶĚ ƉƌŝŶĐŝƉĂůƐ͘

ϯ͘ Ă͘

ď͘ Đ͘

dŚĞ ůŝĞŶƚ ŚĂƐ ĂŐƌĞĞĚ ƚŚĂƚ Zz ͛Ɛ ƚŽƚĂů ůŝĂďŝůŝƚǇ ƚŽ ƚŚĞ ůŝĞŶƚ ĨŽƌ ĂŶǇ ĂŶĚ Ăůů ŝŶũƵƌŝĞƐ͕ ĐůĂŝŵƐ͕ ůŽƐƐĞƐ͕ ĞǆƉĞŶƐĞƐ Žƌ ĚĂŵĂŐĞƐ ǁŚĂƚƐŽĞǀĞƌ ĂƌŝƐŝŶŐ ĨƌŽŵ Žƌ ŝŶ ĂŶǇ ǁĂǇ ƌĞůĂƚĞĚ ƚŽ ƚŚĞ WƌŽũĞĐƚ ŝƐ ĐŽŶƚƌĂĐƚƵĂůůǇ ůŝŵŝƚĞĚ ƚŽ ƚŚŝƌƚǇ ƉĞƌĐĞŶƚ ŽĨ ƚŚĞ ĨĞĞ ĐŚĂƌŐĞĚ ƚŽ ƚŚĞ ůŝĞŶƚ ďǇ Zz ĨŽƌ ƚŚĞ ^ĞƌǀŝĐĞƐ͘ &ƵƌƚŚĞƌ͕ ŶŽ ĐůĂŝŵ ƐŚĂůů ďĞ ďƌŽƵŐŚƚ ďǇ ƚŚĞ ůŝĞŶƚ ĂŐĂŝŶƐƚ Zz ŵŽƌĞ ƚŚĂŶ ŽŶĞ ǇĞĂƌ ĂĨƚĞƌ ĐŽŵƉůĞƚŝŽŶ ŽĨ ƚŚĞ ^ĞƌǀŝĐĞƐ Žƌ ƚĞƌŵŝŶĂƚŝŽŶ ŽĨ ƚŚĞ ĂŐƌĞĞŵĞŶƚ ƚŽ ƉƌŽǀŝĚĞ ƚŚĞ ƐĞƌǀŝĐĞƐ͘ dŚĞ ůŝĞŶƚ ŚĂƐ ĂŐƌĞĞĚ ƚŚĂƚ Zz ŝƐ ŶŽƚ ůŝĂďůĞ ƚŽ ƚŚĞ ůŝĞŶƚ ĨŽƌ ĂŶǇ ƐƉĞĐŝĂů͕ ŝŶĚŝƌĞĐƚ Žƌ ĐŽŶƐĞƋƵĞŶƚŝĂů ĚĂŵĂŐĞƐ ǁŚĂƚƐŽĞǀĞƌ͕ ƌĞŐĂƌĚůĞƐƐ ŽĨ ĐĂƵƐĞ͘ dŚĞ ůŝĞŶƚ ƐŚĂůů ŚĂǀĞ ŶŽ ƌŝŐŚƚ ƚŽ ƐĞƚ ŽĨĨ ĂŐĂŝŶƐƚ ĂŶǇ ĂŵŽƵŶƚƐ ŽǁĞĚ ƚŽ Zz ǁŝƚŚ ƌĞƐƉĞĐƚ ƚŽ ƚŚĞ ^ĞƌǀŝĐĞƐ͘

ϰ͘

/E DE/&/ d/KE ʹ dŚĞ ůŝĞŶƚ ŚĂƐ ĂŐƌĞĞĚ ƚŽ ĚĞĨĞŶĚ͕ ŝŶĚĞŵŶŝĨǇ ĂŶĚ ŚŽůĚ Zz ͕ ŝƚ͛Ɛ ĚŝƌĞĐƚŽƌƐ͕ ŽĨĨŝĐĞƌƐ͕ ĞŵƉůŽǇĞĞƐ͕ ĂŐĞŶƚƐ ĂŶĚ ƐƵďĐŽŶƚƌĂĐƚŽƌƐ͕ ŚĂƌŵůĞƐƐ ĨƌŽŵ ĂŶĚ ĂŐĂŝŶƐƚ ĂŶǇ ĂŶĚ Ăůů ĐůĂŝŵƐ͕ ĚĞĨĞŶƐĞ ĐŽƐƚƐ͕ ŝŶĐůƵĚŝŶŐ ůĞŐĂů ĨĞĞƐ ŽŶ Ă ĨƵůů ŝŶĚĞŵŶŝƚǇ ďĂƐŝƐ͕ ĚĂŵĂŐĞƐ ĂŶĚ ŽƚŚĞƌ ůŝĂďŝůŝƚŝĞƐ ĂƌŝƐŝŶŐ ŽƵƚ ŽĨ Žƌ ŝŶ ĂŶǇ ǁĂǇ ƌĞůĂƚĞĚ ƚŽ Zz ͛Ɛ ǁŽƌŬ͕ ƌĞƉŽƌƚƐ Žƌ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ͘

ϱ͘

>/D/d d/KE^ KE ^ KW K& /Es ^d/' d/KE E t ZZ Edz /^ > D Z ʹ dŚĞƌĞ ŝƐ ŶŽ ǁĂƌƌĂŶƚǇ͕ ĞǆƉƌĞƐƐĞĚ Žƌ ŝŵƉůŝĞĚ ďǇ Zz ƚŚĂƚ͗ Ă͘

ď͘

ǆĐĞƉƚ ǁĞƌĞ ƐƉĞĐŝĨŝĐĂůůǇ ƐƚŝƉƵůĂƚĞĚ ŝŶ ƚŚĞ ƌĞƉŽƌƚ͕ Zz ŚĂƐ ŶŽƚ ĂĚĚƌĞƐƐĞĚ ŝŶǀĞƐƚŝŐĂƚĞĚ Žƌ ĐŽŶƐŝĚĞƌĞĚ ĞŶǀŝƌŽŶŵĞŶƚĂů Žƌ ƌĞŐƵůĂƚŽƌǇ ŝƐƐƵĞƐ ǁŝƚŚ ƌĞƐƉĞĐƚ ƚŽ ƚŚĞ ƐŝƚĞ ƚŽ ǁŚŝĐŚ ƚŚĞ ^ĞƌǀŝĐĞƐ ƉĞƌƚĂŝŶ͘ Zz ŵĂǇ ďĞ ƌĞƋƵŝƌĞĚ ƚŽ ĚŝƐĐůŽƐĞ ƚŽ ƌĞŐƵůĂƚŽƌǇ ďŽĚŝĞƐ ŚĂǌĂƌĚŽƵƐ ĐŽŶĚŝƚŝŽŶƐ ĚŝƐĐŽǀĞƌĞĚ ƚŚŽƵŐŚ ƚŚĞ ƉƌŽǀŝƐŝŽŶ ŽĨ ƚŚĞ ^ĞƌǀŝĐĞƐ͕ ƚŚĞ ůŝĞŶƚ ƐŚĂůů ŶŽƚ ŵĂŬĞ ĂŶǇ ĐůĂŝŵ ĂŐĂŝŶƐƚ Zz ĨŽƌ ĂŶǇ ƐƵĐŚ ĚŝƐĐůŽƐƵƌĞ͘ dŚĞ ůŝĞŶƚ ĂĐŬŶŽǁůĞĚŐĞƐ ƚŚĂƚ ƚŚĞ ŝŶǀĞƐƚŝŐĂƚŝŽŶ ƉĞƌƚĂŝŶŝŶŐ ƚŽ ƚŚĞ ^ĞƌǀŝĐĞƐ ŝƐ ůŝŵŝƚĞĚ ƚŽ ƚŚĞ ƐƉĞĐŝĨŝĐ ƐĂŵƉůŝŶŐ ůŽĐĂƚŝŽŶƐ ĂŶĚ ĚĞƉƚŚƐ ĂŶĚ ƚŚĂƚ ĐŽŶĚŝƚŝŽŶƐ ŵĂǇ ĐŚĂŶŐĞ ďĞƚǁĞĞŶ ƐĂŵƉůŝŶŐ ůŽĐĂƚŝŽŶƐ ĂŶĚ ĂĐƌŽƐƐ ƚŚĞ ƐŝƚĞ͕ ŚĞŶĐĞ ƚŚĞƌĞ ĐĂŶ ďĞ ŶŽ ĂƐƐƵƌĂŶĐĞ ƚŚĂƚ ƵŶĚĞƚĞĐƚĞĚ ĐŽŶĚŝƚŝŽŶƐ ĂƌĞ ŶŽƚ ůŽĐĂƚĞĚ ŽŶ ƐŝƚĞ͘ ǆƚƌĂƉŽůĂƚŝŽŶ ďĞƚǁĞĞŶ ƚŚĞ ƐĂŵƉůŝŶŐ ůŽĐĂƚŝŽŶƐ ŝƐ ƵŶĚĞƌƚĂŬĞŶ Ăƚ ƚŚĞ ůŝĞŶƚ͛Ɛ ƌŝƐŬ͘ ĚĚŝƚŝŽŶĂůůǇ͕ ƚŚĞ ůŝĞŶƚ ĂĐŬŶŽǁůĞĚŐĞƐ ƚŚĂƚ ĐŽŶĚŝƚŝŽŶƐ ŽŶ ƐŝƚĞ ŵĂǇ ĐŚĂŶŐĞ ŽǀĞƌ ƚŝŵĞ ĂŶĚ ƚŚĞ ZĞƉŽƌƚ ŽŶůǇ ƉĞƌƚĂŝŶƐ ƚŽ ĐŽŶĚŝƚŝŽŶƐ Ăƚ ƚŚĞ ƚŝŵĞ ŽĨ ƚŚĞ ŝŶǀĞƐƚŝŐĂƚŝŽŶ͘ /Ĩ ƚŚĞ ůŝĞŶƚ ƌĞƋƵŝƌĞƐ ĂĚĚŝƚŝŽŶĂů ŝŶǀĞƐƚŝŐĂƚŝŽŶ ŽƵƚƐŝĚĞ ƚŚĞ ƐĐŽƉĞ ŽĨ ƚŚĞ ZĞƉŽƌƚ͕ ƚŚĞ ůŝĞŶƚ ŵƵƐƚ ƌĞƋƵĞƐƚ ƚŚŽƐĞ ĂĚĚŝƚŝŽŶĂů ŝŶǀĞƐƚŝŐĂƚŝŽŶƐ ĨƌŽŵ Zz ͘

ϮϬϮϬ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ

Ɖ Ɖ Ğ Ŷ Ě ŝ ǆ <

KE&/ Ed/ > KůĚ &Žƌƚ >ĂŶĚƐůŝĚĞ ; ŝƐĐŽǀĞƌĞĚ ŽŶ ^ĞƉƚĞŵďĞƌ Ϯϵ͕ ϮϬϭϴͿ͕ &Žƌƚ ^ƚ͘ :ŽŚŶ͕ ͘ ͘

&ŝůĞ EŽ͗͘ ϭϵͲϭϬϯͲ>D

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ϮϬϮϬ ƌǇĂ ŶŐŝŶĞĞƌŝŶŐ /ŶĐ

Ɖ Ɖ Ğ Ŷ Ě ŝ ǆ <

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

APPENDIX B

PHOTOGRAPHS

P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

ED2247 June 30, 2020

PHOTO 1: Panoramic photograph looking east from Peace Point Lookout showing the mine site at the far upper left, the ridge in the centre. The flow slide extended from the lower left to far right side. The re-aligned Old Fort Road is visible along the right side of the image. (May 19, 2020). PHOTO 2: Detailed view from Peace Point looking northeast showing the mine, the Platform area, exposed failure scarps, and the east face of the Ridge. (May 19, 2020). NOTE: Both images are a composite of multiple frames, adjusted for exposure, colour and clarity in Adobe Lightroom

PHOTO 2

PHOTO 1

CLIENT:

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 4

PHOTO 3

CLIENT:

NOTE: 1. Both images are a composite of multiple frames, adjusted for exposure, colour and clarity in Adobe Lightroom.

PHOTO 4: Panoramic view from Peace Point lookout showing the south edge of the Ridge, Old Fort and the flow side extending past the Old Fort Road towards the Peace River. Note in the bottom left is waste debris that was pushed over the escarpment from the lookout. There are at least 5 car bodies in the photograph (May 19, 2020).

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 3: Panoramic photograph taken from the Platform at the south end of the Deasan mine, looking south. The ridge is on the left side of the image, with the Peace Point lookout to the right of centre. The flow slide zone is seen between the Ridge and the lookout (May 19, 2020).

PHOTO 5

PHOTO 5: A drone image taken facing east on October 10, 2018, about 11 days after the failure. Significant tension cracks were visible on the slopes below the newly formed Platform area. The size of the vertical displacement of the Platform below the mine floor is evident between the two access roads built to allow removal of the large gravel pile.

PHOTO 6

NOTE: 1. Photographs provided by Deasan Holdings Ltd.

CLIENT:

PHOTO 6: Looking south, this drone image (taken October 10, 2018) shows the flow mass extending from the lower left towards the Peace River side channel. The West Slide area shows significant failure zones including significant distress to the pavement to the right (west) of the flow mass.

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 7

PHOTO 7: A north facing view taken by drone on October 10, 2018 shows the east and west flanks of the Ridge, the upper part of the flow slide area (centre left), the Platform (centre top) and the upper part of the East Slide area (right of centre).

PHOTO 8

NOTE: 1. Photographs provided by Deasan Holdings Ltd.

CLIENT:

PHOTO 8: This drone image taken facing south-southeast on October 10, 2018, about 11 days after the failure. The crumbling east face of the Ridge is visible along with the East Slide area. Tension cracks show that this portion of the Platform first failed to the south, then began failing eastwards. The main failure line is clearly visible extending from the Platform towards Old Fort (as shown with the arrow).

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 10

PHOTO 9

CLIENT:

NOTE: 1. Photograph 9 is a composite of multiple frames, adjusted for exposure, colour and clarity in Adobe Lightroom.

PHOTO 10: Several ponds have formed on the east slide mass indicating the area has very poor drainage. The areas with sparse tree cover is a zone where a large flow side occurred between 1970 and 1978 (May 19, 2020).

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 9: Taken from just off the Platform looking southeast, this panoramic view shows the east landslide as it extends towards Old Fort to the right of centre of the image. The highly disturbed terrain is characteristic of recent landslide activity (May 19, 2020).

PHOTO 11

PHOTO 11: The east face of the Ridge clearly shows the shale bedding and significant accumulated colluvium that has accumulated as a result of significant weathering of the shale. The upper 5 m of the Ridge is gravel deposits, indicating that the ridge was once within the same fluvial channel that the Deasan mine sits. This photograph was taken from the Platform, and shows that the Platform is well below the original ground elevation (May 19, 2020).

PHOTO 12

CLIENT:

PHOTO12: This detailed image facing southwest shows the west flank of the flow slide at the toe of Peace Point Lookout. The west slide area begins on the far side of the exposed soil ridge. Debris from dumping over Peace Point Lookout is visible at the slope toe (May 19, 2020).

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 13

PHOTO 13: The zoomed in image showing the new and original Old Fort Road and the damaged house. The lines shows the southwestern edge of the west slide mass (May 19, 2020).

PHOTO 14

CLIENT:

PHOTO 14: Looking south to southwest from Peace Point lookout, this image shows the west slide mass extending across the lower half of the image. The home that was damaged and evacuated is shown in the centre left, as well as Old Fort Road running across the image. The line shows the edge of the west slide area (May 19, 2020).

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

PHOTO 15

PHOTO 15: This panoramic image is looking further southwest and shows the Site C Dam area, including construction staging area. An old gravel pit was located as shown, but this was well outside the west slide zone (May 19, 2020).

PHOTO 16

NOTE: 1. Photograph 15 is a composite of multiple frames, adjusted for exposure, colour and clarity in Adobe Lightroom. 2. Photograph 16 provided by Deasan Holdings Ltd.

CLIENT:

PHOTO 16: Drone images were taken by Deasan prior to the start of actual mining in early 2018. This view shows Platform area being stripped by dozer while other equipment is located further upslope. Exact date of image unknown.

AS SHOWN

SCALE:

JOB NO.

ED2247

SHEET

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

PHOTOGRAPHS

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

APPENDIX C

AERIAL AND SATELLITE IMAGERY

P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

ED2247 June 30, 2020

2019

-200

-100

100

SCALE (metres)

200

400

2018 NOTE: 1. 2019 (Sept. 17) aerial photograph from Google Earth. 2. 2018 aerial photograph supplied by Deasan Holdings Ltd.

CLIENT:

SCALE:

1:9000

JOB NO.

ED2247

FIGURE C1

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPHS 2019 & 2018

2018

-200

-100

DETAIL

100

SCALE (metres)

FAILURE LARGER

200

400

2018 DETAIL NOTE: 1. 2018 (September 18) aerial photograph from Google Earth. 2. 12 days prior to slope failure.

FAILURE LARGER

CLIENT:

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C2

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 2018

-40

SCALE 1:3000 (metres)

2017

-200

-100

100

SCALE (metres)

EROSION CAUSING DEEPER GULLY

DETAIL

200

400

TENSION CRACK VISIBLE APRIL 2016

2017 DETAIL NOTE: 1. 2017 (July 29) aerial photograph from Google Earth.

LARGE SUMP EAST SIDE OF RIDGE

FAILURE CRACK

EROSION CAUSING DEEPER GULLY

CLIENT:

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C3

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 2017

-40

SCALE 1:2000 (metres)

LARGE SUMP EAST SIDE OF RIDGE

TENSION CRACK VISIBLE APRIL 2016

FAILURE CRACK

2016

-200

-100

100

SCALE (metres)

200

400

2015 NOTE: 1. 2016 (April 25) and 2015 (May 18) aerial photographs from Google Earth.

CLIENT:

PONDING WATER AT BASE OF CONE

SCALE:

1:9000

JOB NO.

ED2247

FIGURE C4

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPHS 2016 & 2015

2012

-200

-100

100

SCALE (metres)

200

400

2007 NOTE: 1. 2012 (July 11) and 2007 (July 30) aerial photographs from Google Earth.

CLIENT:

SCALE:

1:9000

JOB NO.

ED2247

FIGURE C5

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPHS 2012 & 2007

1997

-200

-100

100

SCALE (metres)

FAILURE WEST SIDE OF CONE

DETAIL

200

400

1997 DETAIL NOTE: 1. 1997 (August 24) aerial photograph from GeoBC.

EROSION GULLY FROM MINE DRAINAGE

CLIENT:

SCALE:

-20

SCALE 1:2000 (metres)

1:9000

JOB NO.

ED2247

FIGURE C6

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1997

-40

EROSION GULLY FROM MINE DRAINAGE

1996

-200

-100

TENSION CRACKS

DETAIL

100

SCALE (metres)

200

400

LARGE FAILURE WEST FLANK OF RIDGE

NOTE: 1. 1996 (July 11) aerial photograph from GeoBC.

1996 DETAIL

TENSION CRACKS

CLIENT:

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C7

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1996

-40

SCALE 1:2000 (metres)

LARGE FAILURE WEST FLANK OF RIDGE

1990

-200

-100

100

SCALE (metres)

DETAIL

200

400

TENSION CRACK

1990 DETAIL NOTE: 1. 1990 (April 30) aerial photograph from GeoBC.

CLIENT:

TENSION CRACK

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C8

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1990

-40

SCALE 1:2000 (metres)

1987

-200

-100

100

SCALE (metres)

DETAIL

200

400

1987 DETAIL NOTE: 1. 1987 (June 8) aerial photograph from GeoBC.

SLUMP AND EROSION AREA

CLIENT:

SCALE:

-20

SCALE 1:2000 (metres)

1:9000

JOB NO.

ED2247

FIGURE C9

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH1987

-40

SLUMP AND EROSION AREA

1982

-200

-100

100

SCALE (metres)

LANDSLIDE

200

400

DETAIL

1982 DETAIL NOTE: 1. 1982 (August 8) aerial photograph from GeoBC.

CLIENT:

LANDSLIDE

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C10

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1982

-40

SCALE 1:2000 (metres)

1978

-200

-100

100

SCALE (metres)

200

DETAIL

400

1978 DETAIL NOTE: 1. 1978 (June 3) aerial photograph from GeoBC.

DEBRIS FLOW SLIDE

FILL

CLIENT:

FILL

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C11

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1978

-40

SCALE 1:2000 (metres)

DEBRIS FLOW SLIDE

1970

POSSIBLE SLIDE OR EROSION SCAR

-200

-100

FILL

100

SCALE (metres)

TENSION CRACK

200

SCARP

400

SCARP

1970 DETAIL NOTE: 1. 1970 (Aug 3) aerial photograph from GeoBC.

SLOPE INSTABILITY STARTING

DETAIL

CLIENT:

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C12

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1970

-40

SCALE 1:2000 (metres)

SLOPE INSTABILITY STARTING

1962

-200

DEBRIS DUMPING AND BURN AREA AT PEACE POINT

-100

100

SCALE (metres)

SLOPE FAILURE

200

400

FAILURE ON WEST FLANK OF RIDGE

NOTE: 1. 1962 aerial photograph from GeoBC.

OVERBANK FILL

DETAIL

1962 DETAIL CLIENT:

FAILURE ON WEST FLANK OF RIDGE

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C13

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1962

-40

SCALE 1:2000 (metres)

OVERBANK FILL

1950

-200

-100

100

SCALE (metres)

200

400

NOTE: 1. 1950 aerial photograph from GeoBC.

DETAIL

1950 DETAIL CLIENT:

SCALE:

-20

1:9000

JOB NO.

ED2247

FIGURE C14

DRAWING NO.

OLD FORT LANDSLIDE GEOTECHNICAL ASSESSMENT

AERIAL PHOTOGRAPH 1950

-40

SCALE 1:3000 (metres)

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

APPENDIX D

SLOPE STABILITY ANALYSES MODELS

P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

ED2247 June 30, 2020

Elevation (m)

700 680 660 640 620 600 580 560 540 520 500 480 460 440 420 400 300

400

DH19-02

500

DH19-01

Slipped Area

700

Distance (m)

600

100

165

320

06/25/2020

11.5 1

Piezometric Line

Figure D1

DATE:

Cone, Prefailure Conditions

1,000

Mohr-Coulomb 22

Weathered Shale

900

Mohr-Coulomb 22

Mohr-Coulomb 23

Upper Shale, Fresh Weak Shale

Mohr-Coulomb 18

Overbank Material

Mohr-Coulomb 19 Mohr-Coulomb 24

Lower Shale, Fresh

Gravel

Decomposed/Jointed Mohr-Coulomb 22 Shale

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³) 0

Model

Mohr-Coulomb 16

CH Clay

Name

Deasan Mine Investigation JOB NO.: ED2247

800

1.008

Color

Elevation (m)

700 680 660 640 620 600 580 560 540 520 500 480 460 440 420 400 300

400

DH19-02

500

DH19-01

Slipped Area

700

Distance (m)

600

100

165

320

06/25/2020

11.5 1

Piezometric Line

Figure D2

DATE:

Cone Stability, Failure Conditions

1,000

Mohr-Coulomb 22

Weathered Shale

900

Mohr-Coulomb 22

Mohr-Coulomb 23

Upper Shale, Fresh Weak Shale

Mohr-Coulomb 18

Overbank Material

Mohr-Coulomb 19 Mohr-Coulomb 24

Lower Shale, Fresh

Gravel

Decomposed/Jointed Mohr-Coulomb 22 Shale

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³) 0

Model

Mohr-Coulomb 16

CH Clay

Name

Deasan Mine Investigation JOB NO.: ED2247

800

0.999

Color

Elevation (m)

700 680 660 640 620 600 580 560 540 520 500 480 460 440 420 400 300

400

DH19-02

500

DH19-01

Slipped Area

700

Distance (m)

600

800

Mohr-Coulomb 16

JOB NO.:

ED2247

1,000

Slope Regression

900

Mohr-Coulomb 22

Weathered Shale

Mohr-Coulomb 23

Upper Shale, Fresh

Mohr-Coulomb 22

(None)

Unassigned

Weak Shale

Mohr-Coulomb 18

Mohr-Coulomb 24

Mohr-Coulomb 19

Overbank Material

Lower Shale, Fresh

Gravel

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

06/25/2020

11.5 1

Piezometric Line

Figure D3

DATE:

100

165

320

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation

0.993

Color

Elevation (m)

400 300

500

600

700

400

DH19-02

500

DH19-01

Slipped Area

700

Weathered Shale

ED2247

165

320

1,000

06/25/2020 Figure D4

DATE:

11.5 1

Platform Stability Without Cone

900

Mohr-Coulomb 22 Mohr-Coulomb 22

Weak Shale

800

Mohr-Coulomb 23

Upper Shale, Fresh

Mohr-Coulomb 18

Mohr-Coulomb 24

Lower Shale, Fresh Overbank Material

Mohr-Coulomb 19

Gravel

Decomposed/Jointed Mohr-Coulomb 22 Shale

Mohr-Coulomb 16

CH Clay

Unit Cohesion' Phi' Piezometric Weight (kPa) (°) Line (kN/m³)

Model

Name

Deasan Mine ,QYHVWLJDWLRQ JOB NO.:

Distance (m)

600

1.044

Color

Elevation (m)

700 680 660 640 620 600 580 560 540 520 500 480 460 440 420 400 300

400

DH19-02

500

DH19-01

Slipped Area

700

Distance (m)

600

1.224

JOB NO.:

ED2247

100

165

320

06/25/2020

11.5 1

Piezometric Line

)LJXUH '

DATE:

Pre-Failure Global Stability

1,000

Mohr-Coulomb 22

Weathered Shale

900

Mohr-Coulomb 22

Mohr-Coulomb 23

Upper Shale, Fresh Weak Shale

Mohr-Coulomb 18

Overbank Material

Mohr-Coulomb 19 Mohr-Coulomb 24

Lower Shale, Fresh

Gravel

Decomposed/Jointed Mohr-Coulomb 22 Shale

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³) 0

Model

Mohr-Coulomb 16

CH Clay

Name

Deasan Mine Investigation

800

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

165

Piezometric Line

06/25/2020

990

11.5 1

Figure D

DATE:

Mohr-Coulomb 22

Weathered Shale

890

Mohr-Coulomb 22

Weak Shale

790

Mohr-Coulomb 23

Upper Shale, Fresh

Current Mine Stability

690

(None)

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.175

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

Mohr-Coulomb 22 Mohr-Coulomb 22

Weak Shale Weathered Shale

890

Mohr-Coulomb 23

790

(None)

Upper Shale, Fresh

Lower Shale, Fresh Unassigned

Mohr-Coulomb 19 Mohr-Coulomb 24

Gravel

165

320

Piezometric Line

06/25/2020

990

11.5 1

Figure D

DATE:

Mine Stability, Platform Elev. 597 m

690

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.101

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

Mohr-Coulomb 22

Weathered Shale

890

Mohr-Coulomb 22

Weak Shale

790

Mohr-Coulomb 23

Upper Shale, Fresh

165

Piezometric Line

06/25/2020

990

11.5 1

Figure D

DATE:

Mine Stability, Platform Elev. 589 m

690

(None)

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.005

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

Mohr-Coulomb 22 Mohr-Coulomb 22

Weak Shale Weathered Shale

890

Mohr-Coulomb 23

790

(None)

Upper Shale, Fresh

Lower Shale, Fresh Unassigned

Mohr-Coulomb 19 Mohr-Coulomb 24

Gravel

165

320

990

06/25/2020 Figure D

DATE:

Piezometric Line

11.5 1

Expected Worst Case Scenario - 9 Degree Slope

690

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

0.899

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

690

165

Piezometric Line

06/25/2020

990

11.5 1

Figure D1

DATE:

Allowable Stockpile Setback

890

Mohr-Coulomb 22

790

Mohr-Coulomb 22

Weathered Shale

Mohr-Coulomb 23

Upper Shale, Fresh Weak Shale

(None)

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.200

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

690

165

Piezometric Line

06/25/2020

990

11.5 1

Figure D1

DATE:

Effect of Stockpile on Stability

890

Mohr-Coulomb 22

790

Mohr-Coulomb 22 Weathered Shale

Mohr-Coulomb 23

Upper Shale, Fresh Weak Shale

(None)

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.197

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

790

890

Mohr-Coulomb 22

165

Piezometric Line

06/25/2020

990

11.5 1

Figure D1

DATE:

Allowable Stockpile Setback, Elev. 589 m

690

Mohr-Coulomb 22 Weathered Shale

Upper Shale, Fresh Weak Shale

(None) Mohr-Coulomb 23

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.202

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

790

890

Mohr-Coulomb 22

165

Piezometric Line

06/26/2020

990

11.5 1

Figure D13

DATE:

Mine Stability - Intact Soil Strength

690

Mohr-Coulomb 22 Weathered Shale

Upper Shale, Fresh Weak Shale

(None) Mohr-Coulomb 23

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.059

DH19-01

Slipped Area

Color

Elevation (m)

400 90

500

600

700

190

290

390

DH19-02

590

790

890

Mohr-Coulomb 22

165

Piezometric Line

06/26/2020

990

11.5 1

Figure D14

DATE:

Stockpile Setback - Intact Soil Strength

690

Mohr-Coulomb 22 Weathered Shale

Upper Shale, Fresh Weak Shale

(None) Mohr-Coulomb 23

Unassigned

Mohr-Coulomb 18

Overbank Material

320

Mohr-Coulomb 24

Lower Shale, Fresh

Mohr-Coulomb 19

Gravel

0 50

Mohr-Coulomb 16

Decomposed/Jointed Mohr-Coulomb 22 Shale

CH Clay

Unit Cohesion' Phi' Weight (kPa) (°) (kN/m³)

Model

Name

Deasan Mine Investigation JOB NO.: ED2247

Distance (m)

490

1.203

DH19-01

Slipped Area

Color

Deasan Holdings Ltd. Geotechnical Slope Assessment and Review South of 240 and East of 265 Roads, Fort St. John, B.C.

LIMITATIONS

GENERAL TERMS AND CONDITIONS

P:\Projects 2200-2249\ED2247 Desan Holdings Old Fort Landslide GEO\Report\Deasan Pit Geotechnical Assessment and Review r0.docx

ED2247 June 30, 2020

THE PARKLANDGEO CONSULTING GROUP GENERAL TERMS, CONDITIONS AND LIMITATIONS The CLIENT acknowledged that: a) the investigation findings are based solely on the information generated as a result of the specific scope of the investigation authorized by the CLIENT; b) unless specifically stated in the agreed Scope of Work, the investigation will not, nor is it intended to assess or detect potential contaminants or environmental liabilities on the Site; c) any assessment regarding geological conditions on the Site is based on the interpretation of conditions determined at specific sampling locations and depths and that conditions may vary between sampling locations, hence there can be no assurance that undetected geological conditions, including soils or groundwater are not located on the Site; d) any assessment is also dependent on and limited by the accuracy of the analytical data generated by the sample analyses; e) any assessment is also limited by the scientific possibility of determining the presence of unsuitable geological conditions for which scientific analyses have been conducted; and f) the laboratory testing program and analytical parameters selected are limited to those outlined in the CLIENT's authorized scope of investigation; and g) there are risks associated with the discovery of hazardous materials in and upon the lands and premises which may inadvertently discovered as part of the investigation. The CLIENT acknowledges that it may have a responsibility in law to inform the owner of any affected property of the existence or suspected existence of hazardous materials and in some cases the discovery of hazardous conditions and materials will require that certain regulatory bodies be informed. The CLIENT further acknowledges that any such discovery may result in the fair market value of the lands and premises and of any other lands and premises adjacent thereto to be adversely affected in a material respect.

The use of this attached report is subject to the following general terms and conditions. 1.

STANDARD OF CARE - In the performance of professional services, ParklandGEO used the degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession practicing in the same or similar localities. No other warranty expressed or implied is made in any manner.

INTERPRETATION OF THE REPORT - The CLIENT recognizes that subsurface conditions will vary from those encountered at the location where borings, surveys, or explorations are made and that the data, interpretations and recommendation of ParklandGEO are based solely on the information available to him. Classification and identification of soils, rocks, geological units, contaminated materials and contaminant quantities will be based on commonly accepted practices in geotechnical or environmental consulting practice in this area. ParklandGEO will not be responsible for the interpretation by others of the information developed.

SITE INFORMATION - The CLIENT has agreed to provide all information with respect to the past, present and proposed conditions and use of the Site, whether specifically requested or not. The CLIENT acknowledged that in order for ParklandGEO to properly advise and assist the CLIENT, ParklandGEO has relied on full disclosure by the CLIENT of all matters pertinent to the Site investigation.

COMPLETE REPORT - The Report is of a summary nature and is not intended to stand alone without reference to the instructions given to ParklandGEO by the CLIENT, communications between ParklandGEO and the CLIENT, and to any other reports, writings or documents prepared by ParklandGEO for the CLIENT relative to the specific Site, all of which constitute the Report. The word "Report" shall refer to any and all of the documents referred to herein. In order to properly understand the suggestions, recommendations and opinions expressed by ParklandGEO, reference must be made to the whole of the Report. ParklandGEO cannot be responsible for use of any part or portions of the report without reference to the whole report. The CLIENT has agreed that "This report has been prepared for the exclusive use of the named CLIENT. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. ParklandGEO accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report."

COST ESTIMATES - Estimates of remediation or construction costs can only be based on the specific information generated and the technical limitations of the investigation authorized by the CLIENT. Accordingly, estimated costs for construction or remediation are based on the known site conditions, which can vary as new information is discovered during construction. As some construction activities are an iterative exercise, ParklandGEO shall therefore not be liable for the accuracy of any estimates of remediation or construction costs provided.

LIMITATION OF LIABILITY - The CLIENT has agreed that to the fullest extent permitted by the law ParklandGEO’s total liability to CLIENT for any and all injuries, claims, losses, expenses or damages whatsoever arising out of or in anyway relating to the Project is contractually limited, as outlined in ParklandGEO’s standard Consulting Services Agreement. Further, the CLIENT has agreed that to the fullest extent permitted by law ParklandGEO is not liable to the CLIENT for any special, indirect or consequential damages whatsoever, regardless of cause.

INDEMNIFICATION - To the fullest extent permitted by law, the CLIENT has agreed to defend, indemnify and hold ParklandGEO, its directors, officers, employees, agents and subcontractors, harmless from and against any and all claims, defence costs, including legal fees on a full indemnity basis, damages, and other liabilities arising out of or in any way related to ParklandGEO's work, reports or recommendations.

The CLIENT has agreed that in the event that any such report is released to a third party, the above disclaimer shall not be obliterated or altered in any manner. The CLIENT further agrees that all such reports shall be used solely for the purposes of the CLIENT and shall not be released or used by others without the prior written permission of ParklandGEO. 5.

LIMITATIONS ON SCOPE OF INVESTIGATION AND WARRANTY DISCLAIMER There is no warranty, expressed or implied, by ParklandGEO that: a) the investigation uncovered all potential geo-hazards, contaminants or environmental liabilities on the Site; or b) the Site is entirely free of all geo-hazards or contaminants as a result of any investigation or cleanup work undertaken on the Site, since it is not possible, even with exhaustive sampling, testing and analysis, to document all potential geo-hazards or contaminants on the Site.

M:\Contracts\ParklandGEO Limitations Terms and Conditions Jan 2014.wpd