McMurdo Geotech Report 2016 - future.usap.gov

May 2016

GEOTECHNICAL ASSESSMENT REPORT

McMurdo Station, Ross Island, Antarctica

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PO

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Report Number. 1535646_7407-002-R-Rev1

Distribution:

Jeff Fenwick - PAE (New Zealand) Ltd

David Winkler - Lockheed Martin

Submitted to: National Science Foundation C/- PAE (New Zealand) Ltd Private Bag 4747 Christchurch 8140

GEOTECHNICAL ASSESSMENT REPORT - MCMURDO STATION, ROSS ISLAND, ANTARCTICA

May 2016

Report No. 1535646_7407-002-R-Rev1

RECORD OF ISSUE

Company Client Contact Version Date Issued Method of Delivery

PAE (New Zealand) Ltd Jeff Fenwick Rev 0 4 April 2016 Email

Lockheed Martin David Winkler

Brandon Neahusan Rev 0 4 April 2016 Email

PAE (New Zealand) Ltd Jeff Fenwick Rev 1 9 May 2016 Email

Lockheed Martin David Winkler

Brandon Neahusan Rev 1 9 May 2016 Email


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Report No. 1535646_7407-002-R-Rev1

REPORT LIMITATIONS

Your attention is drawn to the document, “Report Limitations”, as attached in APPENDIX A. The statements

presented in that document are intended to advise you of what your realistic expectations of this report

should be, and to present you with recommendations on how to minimise the risks to which this report

relates which are associated with this project. The document is not intended to exclude or otherwise limit the

obligations necessarily imposed by law on Golder Associates (NZ) Limited, but rather to ensure that all

parties who may rely on this report are aware of the responsibilities each assumes in so doing.


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TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................................................................. 1

2.0 SITE DESCRIPTION ............................................................................................................................................ 2

3.0 GEOLOGICAL SETTING ..................................................................................................................................... 3

4.0 GEOTECHNICAL INVESTIGATION ..................................................................................................................... 3

5.0 SUBSURFACE CONDITIONS ............................................................................................................................. 4

5.1.1 Fill ..................................................................................................................................................... 4

5.1.2 Natural ground and ground temperature ............................................................................................. 4

5.1.3 Ice ..................................................................................................................................................... 4

5.1.4 Environmental contamination ............................................................................................................. 4

6.0 BUILDING SPECIFIC GEOLOGIC MODELS AND DISCUSSION ......................................................................... 5

6.1 North of Scott Base Road ........................................................................................................................ 5

6.1.1 Water tanks ....................................................................................................................................... 5

6.1.2 Hazardous waste one ........................................................................................................................ 5

6.1.3 Hazardous waste two ......................................................................................................................... 5

6.1.4 Traverse operations ........................................................................................................................... 5

6.1.5 Waste handling and recycling ............................................................................................................. 5

6.1.6 Helicopter operations ......................................................................................................................... 5

6.2 West of Main Campus ............................................................................................................................. 6

6.2.1 Lodging ............................................................................................................................................. 6

6.3 Main Campus .......................................................................................................................................... 6

6.3.1 Fire, medical, recreation and lounge ................................................................................................... 6

6.3.2 Central services ................................................................................................................................. 6

6.3.3 Trade shop and field science support ................................................................................................. 6

6.4 South and East of Main Campus.............................................................................................................. 7

6.4.1 Data centre and IT support ................................................................................................................. 7

6.4.2 Crary science and engineering laboratory ........................................................................................... 7

6.4.3 Dive locker ........................................................................................................................................ 7

7.0 RECOMMENDATIONS ........................................................................................................................................ 9

7.1 General Design Considerations ............................................................................................................... 9

7.2 General Construction Considerations ....................................................................................................... 9

7.3 Active Layer Affected by Permafrost Processes ..................................................................................... 10

7.4 Bearing Capacity and Creep .................................................................................................................. 10


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7.5 Anchor Capacity for Foundations ........................................................................................................... 10

7.6 Retaining Wall Design Considerations ................................................................................................... 10

7.6.1 General ........................................................................................................................................... 10

7.6.2 Drainage ......................................................................................................................................... 11

7.6.3 Non-pole walls ................................................................................................................................. 11

7.6.4 Pole walls ........................................................................................................................................ 11

7.6.5 Conceptual design parameters ......................................................................................................... 11

7.7 Corrosive Soil Test ................................................................................................................................ 12

7.8 Earthworks............................................................................................................................................ 12

7.8.1 Clearing and site preparation............................................................................................................ 12

7.8.2 Fill material ...................................................................................................................................... 12

7.8.3 Compaction ..................................................................................................................................... 12

7.8.4 Trench backfill and underground utilidors .......................................................................................... 12

7.8.5 Surface drainage ............................................................................................................................. 13

7.8.6 Construction observation.................................................................................................................. 13

8.0 SEISMIC DESIGN PARAMETERS ..................................................................................................................... 13

9.0 CLOSURE ......................................................................................................................................................... 13

10.0 REFERENCES .................................................................................................................................................. 14

TABLES

Table 1: Boreholes and planned buildings. .................................................................................................................... 8

Table 2: Water Soluble Chloride and Sulfate. ............................................................................................................... 12

FIGURES

Figure 1: View of McMurdo Station from Hut Ridge Trail west of the site. ........................................................................ 2


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APPENDICES

APPENDIX A Report Limitations

APPENDIX B Site Plan – Final Borehole Locations

APPENDIX C Proposed Structures and Proposed Borehole Locations

APPENDIX D Geotechnical Logs

APPENDIX E Core Photos

APPENDIX F International Building Code Seismic Design Parameters


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1.0 INTRODUCTION

As part of the Antarctic Infrastructure Modernization for Science (AIMS) project extensive reconstruction to

modernise the facilities at the United States National Science Foundation’s McMurdo Station (the site) is

being considered. Under the Antarctic Support Contract (ASC) held by Lockheed Martin, Golder Associates

(NZ) Ltd. (Golder) has been engaged by PAE (NZ) Ltd (PAE), a subcontractor to Lockheed Martin under

ASC, to provide a geotechnical assessment report in support of the proposed AIMS project.

The scope of this geotechnical assessment is as follows:

Review of the existing geotechnical, geological and topographical data in the vicinity of the site.

Conduct geotechnical investigations comprising 27 machine drilled boreholes; 24 to

approximately 3.0 m below ground level (bgl), one to approximately 5.0 m bgl and two to

approximately 9.5 m bgl. The surveyed locations of the boreholes are presented on the site plan of

APPENDIX B.

Borehole locations were assigned by Lockheed Martin based on the location of proposed

construction as set out in the McMurdo Master Plan (NSF 2015), with minor variations to the

planned locations as drilling progressed. The locations of the new building locations and proposed

borehole locations are shown in APPENDIX C.

Visual-tactile logging of recovered material from each of the boreholes. Logging followed the

New Zealand Geotechnical Society guideline for describing soil and rock (NZGS 2005), and ASTM

D4083-89 (2007) standard for logging frozen soil. The NZGS logging guidelines are based on unified

soil classification system.

Unconfined Compressive Strength (UCS) testing of selected rock core samples to determine typical

strength of bedrock.

Review of tectonic setting and historical earthquake records to estimate seismic design parameters in

accordance with 2015 International Building Code (IBC) and American Society of Civil Engineers

(ASCE) 7-10 standard (presented in APPENDIX F.

Completion of a geotechnical report summarising the work completed on site with recommendations for

future foundation design.

At the time of writing, Golder has not been provided with any preliminary design information such as

foundation loads, footing dimensions or retaining wall plans. It is recommended that Golder reviews and

provides additional geotechnical input and recommendations into any future detailed design where

appropriate. Use of this report is for the exclusive use of PAE and Lockheed Martin.


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2.0 SITE DESCRIPTION

Located on the ice-free southern end of Hut Point Peninsula of Ross Island, McMurdo Station (Figure 1) is

the United States Antarctic Program’s primary scientific research and support station in Antarctica. Originally

established in 1955 – 1956 as a temporary base camp to support construction of the South Pole Station,

McMurdo Station has evolved to become a permanent station currently comprised of approximately 100

buildings (NSF 2015). Extensive development at McMurdo occurred through the 1960s, with less

development occurring since the 1970s (Klein et al 2008). In general, the areal extent of McMurdo Station

was established in the first 10 – 15 years of the station with subsequent development undertaken by infilling

previously disturbed areas such as cargo yards or by replacing old, small buildings with larger more modern

buildings (Klein et al 2008). The site is generally constructed on a series of flat fill platforms resulting in a

somewhat terraced topography from Fortress Rocks and Arrival Heights near the northern extent of the

station down to the Ross Sea at the southern end of the Station. From east to west the Station is bordered

by Winter Quarters Bay to the west and Observation Hill to the east. The existing buildings at McMurdo

Station are typically of light weight construction on raised floors supported on concrete or timber footings.

Figure 1: View of McMurdo Station from Hut Ridge Trail west of the site.


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3.0 GEOLOGICAL SETTING

Ross Island is primarily composed of the overlapping volcanoes Mt. Bird, Mt. Terror, Mt. Terra Nova and the

still active Mt. Erebus. The Cenozoic-aged volcanic rocks of Ross Island as well as other volcanoes of the

Ross Sea area are known as the McMurdo Volcanic Group and are generally composed of alkaline basaltic

rocks (Cox et al 2012).

Hut Point Peninsula, on which McMurdo Station is located, is a 25 km long and 4-6 km wide peninsula

comprised of a series of north-north east trending volcanic cones and lava flows (Cox et al 2012). The rocks

are predominantly basalts, with the exception of Observation Hill trachytes and volcanic breccias near Castle

Rock (Cole et al 1971). The age of the rocks from Hut Point Peninsula range from approximately 1.34 million

years to approximately 0.33 million years (Cox et al 2012). H.T. Ferrar, the geologist accompanying R.F.

Scott’s National Antarctic Expedition of 1901 – 1904, described the McMurdo Area as “four square miles of

bare rock, entirely of volcanic origin…” (Ferrar 1905). McMurdo Station is constructed on this gently sloping

surface interpreted to be the upper contact of a series of basalt lava flows with a thin cover of volcanic

breccia.

Prior to human development, much of the ice-free areas of the McMurdo area was covered by polygonal

patterned ground, referred to by Taylor (1922) and Péwé (1959) as “tessellations.” Such patterned ground is

typical of periglacial landscapes and are indicative of active freeze-thaw processes in the near surface. A

glacial moraine is present at the northern extent of McMurdo Station adjacent to the flat cargo area behind

Fortress Rocks.

As discussed in Section 2.0, since the development of McMurdo Station the natural surface of the area has

been altered by placing fill for the construction of flat platforms, thus creating mixed volcanogenic-

anthropogenic permafrost subsurface.

4.0 GEOTECHNICAL INVESTIGATION

The geotechnical investigation undertaken for the McMurdo Station assessment comprised 27 machine

drilled boreholes advanced at locations selected in consultation with Lockheed Martin to approximately

correspond to the locations of planned developments as part of the AIMS project. The final locations

of the boreholes are shown on the site plan in APPENDIX B. Twenty-four of the boreholes were

advanced to approximately 3.0 m bgl, one advanced to approximately 5.0 m bgl and two advanced to

approximately 9.5 m bgl. The recovered core from the boreholes was immediately logged by an engineering

geologist from Golder upon recovery. The logs are presented in APPENDIX D and core photographs are in

APPENDIX E. The two 9.5 m deep boreholes were installed with thermistor strings in the upper five metres

of the borehole for monitoring of subsurface temperature at discrete intervals below the ground surface.

An air-rotary drill rig provided and operated by Webster Drilling and Exploration Limited was used to drill the

boreholes. Drill cuttings were flushed from the boreholes by compressed air that was cooled through a series

of radiator fans before entering the drill string. Use of cooled air as the drilling fluid allowed for preservation

and recovery of ice from the boreholes.

Upon completion of the two 9.5 m boreholes (B14 and B16) these boreholes were instrumented with

thermistor strings (Geokon 3810) in the upper five metres of the subsurface. The thermistor strings consist

of an array of individual temperature sensors every 0.5 metres for the bottom two metres of the array and

every 0.25 metres for the upper three metres. In each borehole the shallowest temperature sensor is at a

depth of 0.25 m bgl and the bottom sensor at 5.0 m bgl. The boreholes were backfilled using “red fines”

(i.e., screened red scoria quarried from McMurdo Station) with the upper 0.25 metres sealed with hydrated

bentonite.


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5.0 SUBSURFACE CONDITIONS

The subsurface geology of McMurdo Station is generally comprised of varying amounts of fill, scoria, basalt

fragments in ice matrix, and basalt bedrock. Ice is also evident in much of the core, either as visible ice or

inferred from ice bonded material where the ice is not visible to the unaided eye.

5.1.1 Fill

Fill is common across McMurdo Station and is typified by well-graded, angular sandy gravel. As the fill is

locally sourced material it is identified as fill by non-naturally occurring material such as wood, metal and

other construction debris that is sometimes observed. Fill material at McMurdo may be in excess of 3 m

thickness and is typically well bonded by ice. Although significant ice lenses are uncommon within the fill

material itself, the base of the fill is typically marked by ice lenses/buried snow.

5.1.2 Natural ground and ground temperature

Natural ground is predominantly composed of scoria and basalt with varying amounts of ice. The basalt is

slightly weathered to unweathered, moderately strong to very strong, non-vesicular to highly vesicular,

grey to black, massive with olivine phenocrysts and common xenoliths. Unconfined compressive strength

(UCS) for the basalt was measured in selected core samples to be between 40 MPa and 80 MPa, with the

difference in strength interpreted to be due to variation in the amount of vesicles in the samples (i.e., more

vesicular rock has lower strength). Widely-spaced, highly-inclined joints, commonly ice filled, were present in

basalt at some locations. The upper portions (approximately 1-2m) of basalt flows are often highly

fragmented with significant amounts of segregated ice, (i.e., angular, coarse gravel to cobble sized basalt

fragments in ice matrix). In B14 where multiple basalt flows were encountered, discrete flows were separated

by layers of scoria and/or weathered basalt with segregated ice. Individual basalt flows are estimated to be

about 1 m to 10 m in thickness.

Scoria is red to grey gravel-sized highly-vesicular fragments of volcanic rock, often with all vesicles and pore

spaces filled with ice. Gravel size clasts are typically strong and angular.

5.1.3 Ice

Ice was encountered in all of the boreholes across McMurdo Station. The presence of ice, when not visible,

was inferred by bonding of soil grains. Ice bonding ranged from friable (i.e., easily disaggregated when

scraped with the point of rock hammer) to well-bonded (i.e., requiring a firm blow of the rock hammer to

break). Where visible, ice ranged from sub-millimetre sized discrete crystals disseminated in the core to

lenses of ice with no other soil or rock constituents. Ice also ranged from cloudy, white and granular ice to

clear, hard, glassy ice. Very thick accumulations of white, granular ice are interpreted to be buried snow

underlying fill. In general the thickest accumulations of ice were observed at geologic contacts, such as the

base of fill or between basalt from different lava flows. Much of the ground beneath the site is ‘ice-rich’ (i.e.,

visually estimated volume of greater than 20% ice) and contains excess, segregated ice matrix around soil

and rock fragments.

5.1.4 Environmental contamination

In the course of the geotechnical investigation environmental contamination was evident in some of the

boreholes. Hydrocarbon odour was detected in the shallow subsurface of B16, B18, B19, B27. While trace

amounts of building material was present in the fill of many boreholes, significant amounts of building debris

(i.e., landfill material) was evident in B8, B19, B27 and B28. An assessment of environmental contamination

is outside the scope of this report. Golder recommends an assessment of the environmental and human

health implications of potential contamination is undertaken prior to further earthworks or development at the

site. Furthermore, hydrocarbon contamination will need to be considered in foundation design due to

potential chemical incompatibility with insulating materials.


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6.0 BUILDING SPECIFIC GEOLOGIC MODELS AND DISCUSSION

This section describes the findings of the drillholes grouped according to the main proposed buildings

described in the current Master Plan (NSF 2015). A generalised summary of ground conditions is presented

in Table 1.

6.1 North of Scott Base Road

Planned development north of the road to Scott Base consists of several isolated structures for water

storage (i.e., large tanks), waste sorting, helicopter operations and traverse operations.

6.1.1 Water tanks

Two new 500,000 gallon (2.5M litre) water tanks are proposed to be located at higher elevation to the north

of the existing buildings for water supply. At the time of writing, the proposed dimensions and loads of the

tanks are unknown.

At the time of the field investigation, the final locations for water tanks were not chosen. Three boreholes

(B23, B27, B28) were advanced at higher elevations above town; one in the ‘red fines’ (B23) area and two

behind Fortress Rocks (B27 and B28). Borehole 23 (B23) encountered ice bonded scoria for the full three

metre depth of the borehole. Boreholes 27 and 28 were advanced in the flat area behind Fortress Rocks.

Both boreholes encountered fill with significant building debris (i.e., landfill material). B27 also had significant

accumulations (>1.3 m thick) of ice. Given the thickness of uncontrolled fill and ice at these locations

remedial works (over-excavation of unsuitable ice and fill materials and replacement with compacted

granular fill) are likely to be required for building at the Fortress Rocks locations to achieve suitable subgrade

conditions for the proposed large, relatively heavy water storage tanks.

6.1.2 Hazardous waste one

The borehole advanced at Hazardous Waste Area 1 (B1) comprised ice for the full depth. Anecdotal

evidence from McMurdo employees suggests that the area of this borehole was once used as a snow dump.

The borehole was located at the edge of an obvious fill platform, which supports the assertion that the thick

ice in this location is due to snow dumping. As such the thick accumulation of ice at this location is

interpreted to be part of a potentially large volume of buried snow. Remedial works (i.e., removal of thick ice

accumulations and replacement with compacted granular aggregate) will likely be required if building work is

to be carried out at this location. Thus it is recommended that an alternative location is considered for the

proposed structure at this location.

6.1.3 Hazardous waste two

The borehole advanced at Hazardous Waste Area 2 (B4) comprised dry, unbonded gravel (scoria) for the full

depth of the borehole.

6.1.4 Traverse operations

The boreholes advanced in the traverse operations area (B2 and B3) is characterised by shallow bedrock.

Bedrock was encountered at less than 0.5 m bgl in B3 to the full depth of the borehole at 3.0 m and was also

observed at surface in the immediate vicinity of the boreholes. It is recommended that foundations in this

area bear directly on the shallow bedrock surface and excavation depths minimised to avoid excavating

bedrock.

6.1.5 Waste handling and recycling

The waste handling and recycling area was investigated by B5. The upper 0.7 m of the borehole comprises

well bonded fill with vesicular basalt fragments in an ice matrix below to the final borehole depth of 3.0 m bgl.

6.1.6 Helicopter operations

The helicopter operations and passenger terminal is proposed for a fill platform located on the north side of

Scott Base Road. Bedrock was encountered in B24 and B25 at approximately 1.0 m bgl and 2.8 m bgl with


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fill and ice above bedrock. Ice lenses up to 0.7 m thick were encountered in these boreholes at the interface

between the fill and the bedrock. Bedrock is exposed at the existing ground surface in Scott Base Road,

immediately south of the fill platform and in the cargo storage areas approximately 100 m east of B25.

6.2 West of Main Campus

6.2.1 Lodging

Lodging facilities at McMurdo comprise three storey structures constructed on post and pad foundations. The

proposed facilities upgrade will include renovation of four existing buildings and construction of two new

lodging buildings.

The lodging area, located west of the proposed main campus area, was investigated by three boreholes (B8,

B9, B11). One of the planned boreholes (B10) in this area was cancelled prior to drilling at the direction of

Lockheed Martin. Fill, including building debris and landfill material, was encountered for the full depth in

borehole B8, which is the furthest west of these boreholes and closest to the edge of the fill platform on

which the current lodging buildings are located. Boreholes B9 and B11 comprise fill over bedrock with depth

to bedrock being greater than 2 m bgl. Bedrock was observed in outcrop at the base of the fill platform below

the southwest corner of Building 151, and approximately corresponds to the depth of bedrock encountered in

B11. Information provided to ASC by a former ASC surveyor indicated that the current dormitory area is

underlain by an old landfill, which is supported by the presence of gravel with occasional intervals with some

(i.e., less than 20%) building debris such as wood, wire and miscellaneous metal for the full depth of B8.

6.3 Main Campus

The proposed main campus area is a large, U-shaped series of connected buildings that will be built around

the current Building 155.

6.3.1 Fire, medical, recreation and lounge

The Fire/Medical and Recreation/Lounge portions of the main campus will be located on the west side of

Building 155 and this area was investigated by B6, B7 and B29, which were advanced within the footprint of

the proposed structure. Several other boreholes are also within the vicinity, though not directly within the

proposed building footprint (i.e., B9 and B12). The current ground level is generally flat with the boreholes

started from similar elevations. This area has variable ground conditions with thick accumulation of ice

(1.8 m thick, to a depth of 2.3 m bgl) in B7 which thins towards the south through B29 and B12. Thick ice

was not encountered in B6, the northern most borehole of this area. Bedrock was encountered at

approximately 2.0 m bgl in B6 and at approximately 2.8 m bgl in B12 and B29 with fragmented basalt and ice

above. Given the thick accumulation of ice/buried snow encountered in B7, remedial ground works (i.e.,

removal of ice) will be likely for this area.

6.3.2 Central services

Central Services is the area of the proposed main campus building that is south of Building 155 and was

characterised by B12, B13, B14 and B15. Boreholes B12 and B13 started from a similar ground elevation

whereas B14 and B15 were topographically lower than B12 and B13. B14, which is the lowest elevation of

these boreholes encountered bedrock from less than half a metre below ground level, whereas bedrock was

not encountered in B15 and B13. Although bedrock was not encountered in B13 and B15, basalt fragments

in ice matrix were encountered below 1.75 m bgl and 2.5 m bgl.

6.3.3 Trade shop and field science support

The proposed trade shop and field science support portion of the main campus, which is south

east of Building 155 was explored by B16, B19, B17 and B18. Most notably, B19 encountered ice

approximately 1.5 m thick. Numerous ice lenses were also encountered in the upper 5 m of B16. Bedrock

was encountered in B16 at the northern portion of the proposed structure at 5.1 m bgl, whereas bedrock was


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encountered at approximately 1.7 m bgl in B18 at the southern end of the proposed building. Bedrock was

not encountered in B17 and B19. A significant volume of cut has been proposed in the northern part of the

building footprint. Final elevations had not been determined at the time of this investigation. However, the

elevation of rock and the potential need for blasting will need to be considered in the final design. Cut slope

design will need to take into account significant ice lenses that are present in the upper 5.0 m of B16.

6.4 South and East of Main Campus

To the south and east of the main campus, three standalone buildings/additions to existing buildings are

proposed. Each of these was explored by a single borehole per structure.

6.4.1 Data centre and IT support

The data centre and IT support building is a proposed addition to an existing structure and was investigated

by B20. This borehole contained fill overlying bedrock, which was encountered at 1.9 m bgl.

6.4.2 Crary science and engineering laboratory

Bedrock was encountered at 1.5 m bgl in B21 adjacent to Crary Laboratory. The bedrock is overlain by

sandy gravel fill to 0.7 m bgl and basalt fragments in ice matrix from 0.7 m bgl to 1.5 m bgl.

6.4.3 Dive locker

The subsurface at the proposed dive locker location comprises fill and ice bonded scoria for the full 3.0 m

depth of the borehole.


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Table 1: Boreholes and planned buildings.

Area Building/Feature Borehole Primary feature

Red Fines and Fortress Rocks Area

Water Tanks B23 Scoria + ice bonded scoria

Water Tanks B27 Fill/Building Debris and Ice – full depth

Water Tanks B28 Fill/Building Debris – full depth

North of Road to Scott Base

Haz Waste B1 Ice/buried snow

Haz Waste (2) B4 Dry, unbonded gravel

Traverse Operations B2 Shallow bedrock

B3 Shallow bedrock

Waste Handling & Recycling

B5 Shallow scoria and ice

Helicopter Operations B24 Fill and ice over bedrock

B25 Fill and ice over bedrock

West of Main Campus

Lodging (1) B8 Fill/Building Debris – full depth

B9 Shallow fill over bedrock

Lodging (2) B11 Fill over bedrock

Main Campus

Fire/Medical & Recreation/Lounge

B6 Fill and Ice with rock fragments over bedrock

B7 Thick ice/buried snow

B29 Fill and scoria over bedrock

Central Services

B12 Shallow fill over bedrock

B13 Fill over ice fragmented basalt

B14 Shallow bedrock

B15 Fill over ice bonded scoria

Trades Shop & Field Science Support

B16 Fill and ice over bedrock

B19 Fill and Ice/Buried Snow

B17 Fill over ice bonded scoria

B18 Fill over bedrock

East of Main Campus

Data Centre IT Support

B20 Fill over bedrock

South of Main Campus

Crary B26 Shallow fill over bedrock

Dive Locker B21 Shallow fill over Scoria


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7.0 RECOMMENDATIONS

7.1 General Design Considerations

As much of the subsurface material at McMurdo Station contains excess ice it is important to make all

attempts to maintain existing thermal regime of the founding material. Given the predominance of excess ice

in the subsurface, the shallow soil should be considered thaw unstable, and as such foundations should be

founded in permanently frozen soil (see Section 7.3) or bedrock. The selection of the founding depth should

be made based on consideration of the site specific geology as well as the expected thermal regime based

on temperature data obtained from the thermistors installed at the site with an appropriate factor of safety for

the likely increase in ground temperature over the design life of the buildings.

Likely foundation solutions for the site are shallow foundations such as individual column footings currently in

use at the site, ‘deep’ piled foundations founded on bedrock, or insulated ground slabs with artificial cooling.

For light buildings shallow foundations are likely to be suitable, and given their current use at the station, are

assumed to be a cost-effective solution. Light buildings will require insulation of the building floor to minimise

heat escape from the building and should be raised (0.6 m – 1.0 m or more as required) above the ground to

allow for air flow and to minimise heat transfer to the ground. Given the possibility creep deformation of

foundations and the possibility of increased soil temperatures over the design life of the buildings, design of

shallow foundations should consider incorporating a mechanism to re-level buildings in the event of future

differential settlement. The mechanism would need to be designed to allow for re-levelling using the

resources available at McMurdo Station (i.e., non-specialised equipment or materials). A re-levellable

structure may also allow for less ground preparation given the reparability of the structure.

For heavy buildings, such as garages, hangars or large storage tanks, it is expected that raised construction

is not likely and large on-grade foundations may be required. As such, a combination of insulation (of both

the ground and the structures) and artificial cooling by use of ground vents or thermosiphons are

recommended to maintain the required ground temperature beneath heavy, on-grade structures.

Appropriate design of an overall surface water management system of the site will be required to ensure

proper drainage and diversion of water/snow melt away from foundations. Flowing water can significantly

alter the thermal regime and cause foundations/embankment settlement.

7.2 General Construction Considerations

As construction activities will alter the ground temperature, sufficient time in construction schedule will be

required to allow the ground equilibrate after any disturbance or land reshaping. For cut faces, the stability

and related maintenance issues will need to be considered.

If placement of fill is required to create new building platforms for the buildings, the fill should extend 2 to 3 m

beyond perimeter of structure to allow for stable, uniform thermal conditions beneath the entire foundation.

As construction is planned to occur in stages to allow for continued use of facilities during infrastructure

upgrade, it will be particularly important to consider the stability of nearby existing buildings that may be

affected by construction. Existing foundations may become destabilised by adjacent construction activities

such as cutting, filling, disrupted subfloor ventilation due to new structures, etc. that may alter the thermal

regime of the existing building.


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7.3 Active Layer Affected by Permafrost Processes

We have not been provided with any measurement of the temperature profile of the ground at McMurdo

Station. Thermistor data been collected from the wind farm area and at Scott Base. At 0.4 m depth and

below the temperatures do not exceed 0°C at any time of the year. Above this depth the ground

temperatures are expected to be above 0°C during the summer months.

Confirmation of the depth of the active layer at McMurdo Station will require access to existing information or

data from the new thermistor arrays installed as part of this investigation. Reliable data from the new

thermistor arrays will require several seasonal cycles. Furthermore, the ground temperatures could be

modelled to estimate the potential effects of climate change and the potential effects on foundation

performance.

7.4 Bearing Capacity and Creep

Bearing capacity of shallow foundations constructed in frozen soil is a function of the time-and-temperature

dependant shear strength of the frozen soil. Provided foundations are installed in permanently frozen soil

and all steps are taken to keep the ground in a frozen state, the highest temperature of the ground will

control the soil’s resistance to shear failure (Johnston 1981). For a square footing similar to those currently in

use at McMurdo Station, a geotechnical ultimate bearing capacity of 300 kPa (i.e., 100 kPa allowable) can

be assumed for frozen (i.e., purely cohesive) soil with a highest temperature of -1ºC.

Bearing capacity of the soil discussed above assumes shear failure of the soil, but does not account for

creep settlement. Although soil may have sufficient bearing capacity to resist shear failure, creep settlement

can occur under similar building loads where large amounts of ice are present beneath the foundation. Creep

settlement will need to be estimated once building dimensions and loads are known.

Compacted gravel fill placed beneath the footings at a depth equal to the footing thickness can help reduce

creep settlement. Where thick accumulations of ice are present, such as those encountered in B1, B7, B8

B19 and B27, or as observed during construction, the ice should be removed entirely during construction and

replaced with well-graded granular fill material.

Where foundations are constructed on basalt, bearing capacity is unlikely to constrain foundation dimensions

and settlement is expected to be negligible. UCS testing of basalt indicates typical strength of between 40

MPa and 80 MPa for vesicular, unweathered basalt typical of the McMurdo subsurface.

It is recommended that Golder provides specific advice on bearing capacity as foundation configurations,

design loads and temperature data from the thermistors installed at the site become available.

7.5 Anchor Capacity for Foundations

Anchors have been used as part of foundation solutions at McMurdo to uplift loads. For relatively competent

rock borehole adhesion of 350 kPa should be achievable in a grouted anchor. In permafrost soil we may

ignore support in the active layer and use 0.3-0.6 times that value.

7.6 Retaining Wall Design Considerations

7.6.1 General

We understand that retaining walls are planned as part of the McMurdo development. Retaining walls have

the potential for cumulative small movement as soil freezes seasonally behind and beneath the wall, which

can result in tilting over time, especially between sections of the wall. Flexible walls including geotextile

reinforced type walls, gabions, or welded wire type walls may provide better long term performance and be

less sensitive to potential thrust forces that might develop. For retaining walls, we recommend that the walls


May 2016

Report No. 1535646_7407-002-R-Rev1 11

are founded on, or embedded within, bedrock where feasible. We understand that a five meter retained cut is

planned near the proposed Trade Shop (i.e., near to B16). Bedrock was encountered at a depth of

approximately five metres in B16. All retaining walls should be backfilled with non-frost susceptible, free-

draining angular aggregate placed in a thawed condition, containing no snow or ice lumps, placed in 200 mm

lifts with each lift being well compacted (see Section 7.8).

7.6.2 Drainage

Control of drainage is critical as water flow in the backfill around the wall may cause much greater thawing

than estimated. The design should allow for positive drainage away from face and top of the wall, including

grading of the surface and base of excavations for the wall and workpad areas. Drainage behind the wall,

including use of heat trace to allow for flow during breakup when drains may be clogged with ice will be

required in the design. Periodic water stops are necessary in long excavations as needed to control flow with

non-frost susceptible backfill along the face of the wall.

7.6.3 Non-pole walls

Non-pole retaining walls (such as pre-cast concrete, gabion walls, etc.) will require excavation and

appropriate backfilling to appropriately control geotechnical hazards related to the ground conditions.

Retaining walls should be backfilled with non-frost susceptible, free-draining angular aggregate placed in a

thawed condition, containing no snow or ice lumps, placed in 200 mm lifts with each lift being well

compacted. The non-frost susceptible backfill should also be placed beneath the wall and in front of the toe

of the wall in order to limit the potential for lateral and vertical thrust that will develop as seasonally thawed

soil refreezes. Insulation can be used to limit the extent of the excavation if required; however, the extent of

excavation may be controlled by the dimension of the base of the wall, which may be greater than the

minimum excavation required to prevent frost action on the vertical face of wall. The base of the wall should

be set so it is below the maximum estimated depth of frost penetration expected during the life of the facility.

It should be noted that the depth of thaw may be deeper at the wall face than in open workpad areas

because of the potential for snow accumulation in flat areas, which serves to insulate the ground

surface. The depth of the backfill beneath the wall should also be sufficient to limit bearing pressures at the

base of the excavation to be less than the allowable necessary to limit creep that will occur due to sustained

loads. Abrupt changes in subgrade conditions often result in differential heave of the ground surface;

therefore, transitions of the subgrade excavation should be sloped (5H:1V).

7.6.4 Pole walls

The use of pole walls require less excavation and subgrade preparation than use of non-pole walls. The

backfill behind pole walls and drainage considerations, however, are the same.

Pole walls should not be battered as battered elements may be susceptible to deformation by frost action. If

the poles are not embedded into bedrock, they should be sufficiently embedded into the permanently frozen

ground. For structural considerations, the structural capacity of the poles due to lateral load can initially be

estimated assuming a point of fixity that is 30 cm below the maximum anticipated depth of thaw during the

life of the project. The structural capacity should also be checked for the winter conditions when fixity will be

at the ground surface. Pole walls embedded in permafrost (instead of rock) can be designed with a tie back

to decrease the lateral load on the portion of the poles embedded in permafrost.

7.6.5 Conceptual design parameters

The parameters below can be used for the conceptual design of the retaining walls. These parameters

assume backfilling and site preparation as detailed in the sections above. An active lateral earth coefficient

(Ka) of 0.3 to 0.4 is appropriate for concept design and friction angle of 35º can be assumed for the granular

aggregate backfill. If the proposed retaining walls are embedded in rock, the passive earth coefficient (Kp) is

not applicable. The passive pressure (Kp), where the retaining wall is constructed on a prepared subgrade as

per the above recommendations, can be assumed as 2.5 - 3.0. An appropriate factor of safety will need to be

applied to the design parameters based on the importance level of the retaining wall.


May 2016

Report No. 1535646_7407-002-R-Rev1 12

7.7 Corrosive Soil Test

A sample of locally derived “red fines” was analysed for water soluble chloride and sulfate in order to assess

the likelihood of this material to be corrosive to concrete. The results of the test are presented in Table 2.

Concrete that will be in contact with soil at McMurdo shall be specified to resist corrosion under contact with

soil with these chemical properties.

Table 2: Water Soluble Chloride and Sulfate.

Sample Soluble Chloride Soluble Sulfate

Red fines 1740 mg/kg 0.11 g/100g

7.8 Earthworks

7.8.1 Clearing and site preparation

Excavations required for construction of foundations and retaining walls at the site should be cleared and

backfilled with suitable material compacted to the requirements given in below. We recommend backfilling

operations for any excavations to remove deleterious material be carried out in consultation with the

Geotechnical Engineer.

7.8.2 Fill material

Fill placed at the site should not contain rocks or lumps of material larger than 150 mm in greatest

dimension, with not more the 15 percent larger than 60 mm. In addition, imported fill should be

predominantly granular with a plasticity index of 12 or less. Imported fill materials falling between

the 37.5 mm and 4.75 mm sieves should have a minimum of 70% by weight of pieces with two or more

broken faces. Engineered fill should be placed in a thawed condition and not contain any frozen soil lumps.

The native granular gravelly sand and sandy gravel derived from volcanic scoria at the site is suitable for use

as fill provided it meets the recommendations presented in this section.

7.8.3 Compaction

Engineered fill should be compacted, at optimum moisture content ± 2%, to at least 95% maximum dry

density. Engineered fill material should be spread and compacted in uniform lifts not exceeding 200 mm in

uncompacted thickness. It should be noted that heavy vibrating equipment may not be appropriate for

compacting backfill adjacent to retaining walls due to the potential to overstress the wall.

7.8.4 Trench backfill and underground utilidors

Pipeline and utility trenches should be backfilled with fill placed in lifts of approximately 200 mm in

uncompacted thickness and compacted to at least 90 percent maximum dry density by mechanical means

only. However, thicker lifts can be used provided the method of compaction is approved by the Geotechnical

Engineer, and the required minimum degree of compaction is achieved. Alternatively, a sand-water slurry

backfill may be used. Any underground utilidors should be sufficiently insulated and the insulation must be

waterproof and/or protected from water. The utilidors should be installed below the maximum depth of the

active layer that is anticipated for the design life of the utilidor and should be designed to not thermally

impact the site. Underground utilidors should also have a drain system to allow liquids to escape. A critical

aspect of underground utilidor construction is to include water stops along the utilidor trench to control flow

within the backfill.


May 2016

Report No. 1535646_7407-002-R-Rev1 13

7.8.5 Surface drainage

Effective drainage of seasonal water flows away from foundations and retaining walls is an important

element of reducing the risks of foundation deformation associated with thawing of icebound subgrade soil.

Positive surface gradients should be provided adjacent to buildings and retaining walls to direct surface

water away from foundations and retaining walls.

7.8.6 Construction observation

The opinions and recommendations submitted in this report are based in part upon the data obtained from

drill holes and the conditions existing at the time of site investigation. Variations of subsurface conditions

from those analysed or characterized in the report are possible and may become evident during

construction. In that event, it may be advisable to revisit certain analyses or assumptions. Therefore, we

recommend that Golder be retained to provide geotechnical advice during site grading, foundation

installation and retaining wall earthworks to ensure compliance with design concepts, specifications, and

recommendations presented in this report. This will also allow for modification of design recommendations if

unanticipated subsurface conditions are encountered.

8.0 SEISMIC DESIGN PARAMETERS

Seismic design parameters for the 2015 International Building Code (IBC) and American Society of Civil

Engineers (ASCE) 7-10 standard for McMurdo Station have been estimated based on a review of the

tectonic setting, historical earthquake records and ground conditions.

The results of the review and recommended seismic design parameters are presented in Appendix F.

9.0 CLOSURE

This report summarises the subsurface conditions underneath the proposed structures at McMurdo Station,

and provides foundation design recommendations.

This report is to assist with the preliminary design of foundations and retaining walls. At the time of writing,

Golder has not been provided with any foundation loads or footing dimensions, and as such, we recommend

that Golder review any changes to ensure that the building foundations are suitable for the geotechnical

conditions. Additional geotechnical input with respect to soil temperature, bearing capacity and creep

settlement will be required as more information becomes available through the design process.

We also recommend that Golder review the final design and specifications to check that earthwork and

foundation recommendations presented in this report have been properly interpreted and implemented.


May 2016

Report No. 1535646_7407-002-R-Rev1

10.0 REFERENCES

ASTM D4083-89 (2007), Standard Practice for Description of Frozen Soils (Visual-Manual Procedure),

ASTM International, West Conshohocken, PA, 2007, www.astm.org.

Cole, J.W., Kyle, P.R., and Neall, V.E., 1971: Contributions to Quaternary Geology of Cape Crozier, White

Island and Hut Point Peninsula, McMurdo Sound Region, Antarctica. New Zealand Journal of Geology and

Geophysics, vol. 14, no. 3, 528 – 546.

Cox, S.C., Turnbull, I.M., Isaac, M.J., Townsend, D.B., Smith Lyttle, B. (compilers), 2012: Geology of

Southern Victoria Land, Antarctica. 1:250 000 scale. GNS Science.

Ferrar, H.T., 1905: Report on the field geology of the region explored during the Discovery Antarctic

Expedition 1901 – 1904. Natural History Report of the National Antarctic Expedition Vol. 1 (Geol.)

Johnston, G.H. (ed), 1981: Permafrost Engineering Design and Construction. John Wiley & Sons.

Klein, A.G., Kennicutt II, M.C., Wolff, G.A., Sweet, S.T., Bloxom, T., Gielstra, D.A., Cleckley, M., 2008: The

historical development of McMurdo station, Antarctica, an environmental perspective. Polar Geography,

2008, vol. 31, nos 3-4, 119-144.

McFadden, T.T., and Bennet, F.L., 1991: Construction in Cold Regions: A Guide for Planners, Engineers,

Contractors, and Managers. John Wiley & Sons.

National Science Foundation, 2015: McMurdo Station Master Plan v2.0. dated March 17, 2015.

New Zealand Geotechnical Society (December 2005), Field Description for Soil and Rock - Guideline for the

Field Classification and Description of Soil and Rock for Engineering Purposes.

Péwé , T.L., 1959: Sand-wedge polygons. (tessellations) in the McMurdo Sound region, Antarctica – A

progress report. American Journal of Science vol 257, 245 – 252.

Taylor. G, 1922: The Physiography of the McMurdo Sound and Granite Harbour Region, British Antarctic

(Terra Nova) Expedition 1910 – 1913. Harrison and Sons.

http://www.astm.org/


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX A Report Limitations


May 2016

Report No. 1535646_7407-002-R-Rev1

REPORT LIMITATIONS

This Report/Document has been provided by Golder Associates (NZ) Limited (“Golder”) subject to the

following limitations:

(i). This Report/Document has been prepared for the particular purpose outlined in Golder’s proposal

and no responsibility is accepted for the use of this Report/Document, in whole or in part, in other

contexts or for any other purpose.

(ii). The scope and the period of Golder’s Services are as described in Golder’s proposal, and are

subject to restrictions and limitations. Golder did not perform a complete assessment of all possible

conditions or circumstances that may exist at the site referenced in the Report/Document. If a

service is not expressly indicated, do not assume it has been provided. If a matter is not addressed,

do not assume that any determination has been made by Golder in regards to it.

(iii). Conditions may exist which were undetectable given the limited nature of the enquiry Golder was

retained to undertake with respect to the site. Variations in conditions may occur between

investigatory locations, and there may be special conditions pertaining to the site which have not

been revealed by the investigation and which have not therefore been taken into account in the

Report/Document. Accordingly, if information in addition to that contained in this report is sought,

additional studies and actions may be required.

(iv). The passage of time affects the information and assessment provided in this Report/Document.

Golder’s opinions are based upon information that existed at the time of the production of the

Report/Document. The Services provided allowed Golder to form no more than an opinion of the

actual conditions of the site at the time the site was visited and cannot be used to assess the effect

of any subsequent changes in the quality of the site, or its surroundings, or any laws or regulations.

(v). Any assessments, designs and advice made in this Report/Document are based on the conditions

indicated from published sources and the investigation described. No warranty is included, either

express or implied, that the actual conditions will conform exactly to the assessments contained in

this Report/Document.

(vi). Where data supplied by the client or other external sources, including previous site investigation

data, have been used, it has been assumed that the information is correct unless otherwise stated.

No responsibility is accepted by Golder for incomplete or inaccurate data supplied by others.

(vii). The Client acknowledges that Golder may have retained subconsultants affiliated with Golder to

provide Services for the benefit of Golder. Golder will be fully responsible to the Client for the

Services and work done by all of its subconsultants and subcontractors. The Client agrees that it will

only assert claims against and seek to recover losses, damages or other liabilities from Golder and

not Golder’s affiliated companies. To the maximum extent allowed by law, the Client acknowledges

and agrees it will not have any legal recourse, and waives any expense, loss, claim, demand, or

cause of action, against Golder’s affiliated companies, and their employees, officers and directors.

(viii). This Report/Document is provided for sole use by the Client and is confidential to it. No

responsibility whatsoever for the contents of this Report/Document will be accepted to any person

other than the Client. Any use which a third party makes of this Report/Document, or any reliance

on or decisions to be made based on it, is the responsibility of such third parties. Golder accepts no

responsibility for damages, if any, suffered by any third party as a result of decisions made or actions

based on this Report/Document.


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX B Site Plan – Final Borehole Locations

D-13

J-9

J-8

D-12

J-5

J-3

T-1

M-4

M-5

M-6

2

6

5

7

8

9

10

11

12

EASTSIDE BOLLARDS

A

B

C

1

3

4

B28

AIMS Borehole Locations


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX C Proposed Structures and Proposed Borehole Locations

MCMURDO NEW BUILDINGS AND BORE HOLES ON EXISTING SITE PLAN

LEGEND

NN

300'0 150'

EXISTING ROADWAYS, BUILDINGS

AND UTILITIES

NEW BUILDINGS

POINT NUMBER

ELEVATION

BUILDING

BORE PIT LOCATION


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX D Geotechnical Logs

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B1

-Grid: -Datum:

McMurdo Station AntarcticaLocation: North (m):

East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3.6Hole Depth (m):

Reference:

27 Machine Drilled BoreholesDescription:

Client:

1535646ProjectID:

PAE NZ Ltd/Lockheed Martin

Project Name: McMurdo Station GeotechnicalInvestigation

Rock Drillhole Log

0

0

0

sandy GRAVEL with trace wood fragments (FILL), angular tosubangular, well graded, sand and gravel are basalt and scoriafragments. Well bonded.

No Recovery.

ICE, white, granular, porous.

sandy ICE, sand coarse, angular, poorly graded.

gravelly SAND; subangular to angular; well bonded with fewvisible ice crystals.

ICE and gravelly SAND. Gravelly sand as above; approximately50% ice and 50% gravelly SAND

ICE with some gravelly SAND (approximately 20%).

Gravelly SAND with ICE. Sand, well-graded, angular tosubangular basalt fragments. Approximately 50% ice and 50%gravelly SAND.

1.00

2.00

3.00

EOH: 3.6 m

GW

SW

Nbn

ICE

ICE + SP

ICE + SW

JPB3.6Hole Depth (m):

Page 1 of 13.70Page Depth:

Cluster:

Webster Drilling

Drilling Contractor

Remarks

07/11/2015

06/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B2

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

2.6Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

sandy GRAVEL with some cobbles, greyish-brown. well-graded,angular to subangular. Ice bonded - friable; ice not visible.

Unweathered, grey, vesicular BASALT. Strong; widely spacedjoints, moderately to steeply inclined, narrow. Joints and vesiclesfilled with ice below 0.5 m bgl. Ice is clear, glassy, hard.

1.00

2.00

S

EOH: 2.6 m

GW

Joints closely-spaced, narrow, moderatelyinclined, ice filled

NfPB



Cluster:

Webster Drilling

Drilling Contractor

Remarks

15/11/2015

15/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B3

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Coarse GRAVEL (FILL). Loosely packed; dry; poorly graded;angular; scoria gravel. No ice.

Sandy fine to coarse GRAVEL (FILL); brown; ice bonded, friable;well graded; angular to subrounded; sand, fine to coarse. Ice notvisible.

Unweathered, black, massive, BASALT. Very strong

ICE + unweathered BASALT fragments. ICE clear, glassy, hard.

ICE + unweathered, black SCORIA; Ice, clear, glassy, hard.

Unweathered, black BASALT. Very strong. Fractures randomlyoriented, closely spaced, narrow, ice filled. Ice, clear, glassy,hard.

1.00

2.00

3.00

VS

VS

EOH: 3 m

GP

GW Nf

ICE + BASALT

ICE + SCORIA

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

26/11/2015

26/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B4

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Gravelly fine to coarse SAND (FILL); reddish brown. Poorlybonded - friable, ice not visible; well graded; angular tosubrounded.

Becomes light to dark greyish brown with trace cobbles of basalt (FILL); well bonded below 0.3 m bgl

GRAVEL; black to red; dry; non-bonded; no ice. Angular, slightlyweathered scoria.

Sandy coarse GRAVEL; black to red; poorly bonded; ice visibleon broken faces. Angular, slightly weathered scoria. Poorrecovery of sand fraction.

1.00

2.00

3.00EOH: 3 m

GW

GP

Nf

Nbn

Vx

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

07/11/2015

07/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B5

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL; brown. Well bonded, ice notvisible; well graded, angular to subrounded; sand fine to coarse.

ICE + unweathered, grey BASALT fragments. (BASALT in icematrix). Ice clear, glassy, hard. Basalt fragments, very strong,vesicular.

1.00

2.00

3.00EOH: 3 m

GW

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

08/11/2015

08/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B6

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Medium to coarse GRAVEL, grey and red. Loosely packed; dry;poorly graded, angular to subrounded.

Sandy fine to coarse GRAVEL; brown. Well bonded, ice notvisible; well graded, angular to subrounded; sand fine to coarse.

No Recovery

Sandy fine to coarse GRAVEL; grey. Well bonded, ice notvisible; well graded, angular, sand, medium to coarse.

ICE + sandy, cobbley, fine to coarse GRAVEL with some silt;grey to tan. Well bonded. Ice, clear, glassy, hard; unweatheredbasalt gravel and sand; silt, weathered basalt.

ICE + unweathered grey BASALT fragments in segregated icematrix. Ice, clear, glassy, hard; basalt unweathered, very strong.

Unweathered grey BASALT; very strong.

1.00

2.00

3.00

VS

EOH: 3 m

GP

GW

GW

Nbn

Nbn

ICE + GW

ICE + BASALT

WB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

24/11/2015

24/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B7

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL with some cobbles and tracewood (FILL); greyish brown. Well bonded; ice not visible; wellgraded, angular to subrounded.

Becomes poorly bonded - friable below 0.5 m bgl

ICE, white, cloudy, granular to candled, porous.

Sandy, fine to coarse GRAVEL (SCORIA); red. Well bonded; icein all pore spaces and as coatings around grains, uniformlydistributed.

ICE with trace SAND (rock fragments). Ice, white, cloudy,granular.

Gravelly fine to coarse SAND with trace cobbles (weatheredBASALT). Well bonded; ice in all pore spaces and as coatingsaround grains, uniformly distributed; well graded; angular tosubrounded.

ICE + unweathered grey BASALT fragments. (basalt insegregated ice matrix). ICE clear, glassy, hard. BASALT, verystrong.

1.00

2.00

3.00EOH: 3 m

GWNbn

Nf

ICE

Vu

ICE

Vu

ICE + BASALT

WB

PB

WB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

18/11/2015

18/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B8

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL; greyish brown. Poorly bonded -friable; ice non-visible; well graded; angular to subrounded;gravel, fine to coarse; sand, fine to coarse.

Becomes well bonded below 0.1 m bgl

trace wood fragments below 0.5 m bgl.

stratified ICE + sandy GRAVEL (as above). Ice lenses 5 - 25 mmthick, interbedded with sandy GRAVEL. Ice, white, cloudy,granular. Individual, randomly oriented ice crystals visible insandy GRAVEL.

ICE; white, granular, cloudy

Sandy fine to coarse GRAVEL with some building material (i.e.metal, wood, rope); greyish brown. Well bonded; Discrete icecrystals (~0.25 mm) visible on fresh faces; well graded; angularto subrounded; gravel, fine to coarse; sand, fine to coarse.

1.00

2.00

3.00EOH: 3 m

GW

Nf

Nbn

Vs

ICE

Vx

PB

WB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

17/11/2015

17/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B9

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Highly weathered reddish brown to grey SCORIA. Weak; Wellbonded, ice not visible. Scoria fragments coarse sand to cobblesized.

Platy, randomly oriented ice crystals up to 3 mm long visible inpore spaces below 0.6 m bgl. Ice is white to brown.

ICE + SCORIA; Ice, fills all pore spaces, granular, becomesglassy below 0.9 m bgl. SCORIA, moderately weathered,moderately strong, cobble to coarse gravel sized.

Unweathered, black SCORIA; strong + glassy, clear, hard ice.Ice fills pore spaces; uniformly distributed.

Moderately weathered, black, vesicular BASALT, moderatelystrong. Ice fractured vesicles. Glassy, clear, hard ICE fillsvesicles.

ICE; glassy, clear, hard.

1.00

2.00

3.00EOH: 3 m

Nbn

Vx

ICE + SCORIA

Vu

ICE

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

21/11/2015

21/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B11

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy, fine to coarse GRAVEL; greyish brown. Poorly bonded -friable, ice non-visible; angular to subrounded, weathered basaltand scoria sand and gravel; sand, fine to coarse.

Becomes reddish brown and well-bonded below 0.5 m bgl

Uniformly distributed ICE visible below 0.6 m bgl. Clear, glassy,hard. Fills pores spaces and forms coating around grains.

Moderately weathered, reddish-brown BASALT; moderatelystrong. Ice lenses up to 10mm thick and discrete, elongatecrystals visible on fresh faces. Ice joining of vesicles at 1.9 m bgl.

Unweathered, grey BASALT; very strong; moderately widelyspaced joints narrow to moderately narrow. Joints and vesiclesfilled with clear, glassy, hard ICE.

1.00

2.00

3.00

MS

VS

EOH: 3 m

GW

Joints closely spaced, moderately narrow,gently to moderately inclined.

Nf

Nbn

Vu

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

16/11/2015

16/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B12

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy, medium to coarse GRAVEL, greyish brown. Well bonded;well graded; angular to subrounded; sand, fine to coarse, ice notvisible.

Unweathered, grey BASALT fragments; strong + ICE.(fragmented basalt in ice matrix). Ice uniformly distributed inlenses/veins up to 40 mm thick.

BASALT fragments become slightly weathered; moderatelystrong below 1.2 m bgl

BASALT fragments become unweathered; strong below 1.4 mbgl

Moderately weathered, red SCORIA + ICE. Ice, clear, glassy,hard, uniformly distributed. Scoria; ice bonded - friable.

Scoria becomes weak below 2.65 m bgl.

1.00

2.00

3.00EOH: 3 m

GW Nbn

ICE + Basalt

ICE + Scoria

WB

PB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

17/11/2015

17/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B13

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

SNOW

GRAVEL; red and grey; loosely packed; dry; poorly graded;angular to sub angular basalt and scoria gravel.

Sandy, fine to coarse GRAVEL; greyish-brown; well bonded; icenot visible. Well graded; angular to subrounded; sand, fine tocoarse.

Becomes friable below 0.4 m bgl

ICE + sandy, fine to coarse GRAVEL. Sandy GRAVEL as above.Ice cloudy to clear, glassy, hard. Ice approximately 60% of core(by visual estimation).

Sandy, fine to medium GRAVEL; red. Ice bonded by uniformlydistributed ice; clear, glassy, hard. Well graded, angular tosubangular scoria sand and gravel. Sand, fine to coarse.

ICE + red sandy GRAVEL as above with approximately 70% iceby visual estimation.

sandy, cobbley GRAVEL with some silt (weathered BASALT).Ice bonded - friable. Discrete clusters of ice crystals visible onfresh surfaces. Ice coats larger grains. Well graded, angular tosubrounded.

Becomes well bonded; ice uniformly distributed below 1.4 m bgl.

ICE + fragments of unweathered, grey BASALT; strong. Ice,clear, glassy, hard. Approximately 60% ice by visual estimation.

Ice becomes approximately 20% below 2.1 m bgl.

Becomes red below 2.7 m bgl

1.00

2.00

3.00EOH: 3 m

GP

GW

Nbn

Nf

ICE + GW

Vu

ICE + GW

Vx

Vu

ICE + Basalt

Vu

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

17/11/2015

17/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B14

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

9.5Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

SNOW

GRAVEL; loosely packed, unbonded; poorly graded, angular tosubrounded, no ice.

Slightly weathered, grey, vesicular BASALT; strong; ice invesicles.

Highly weathered, grey vesicular BASALT; moderatelystrong/well bonded. Vesicles filled with ice (approximately 30%by visual estimation). Vesicles have become joined by ice.Crumbles when melted; well bonded when frozen.

ICE, clear, glassy, hard

Unweathered, grey, vesicular BASALT, very strong. Ice invesicles. Vesicles not interconnected by ice.

Unweathered, grey, vesicular BASALT. Steeply inclined, closelyspaced (~ 100 mm) joints, narrow. Joints ice filled.

Joints become very closely spaced, randomly oriented below 2.4m bgl

ICE + moderately weathered red SCORIA and ice fracturedBASALT. Ice bonded, clear, glassy, hard ice. Scoria fragmentscoarse sand to cobble sized. Ice approximately 40% by visualestimation.

Unweathered, grey, vesicular BASALT, very strong. Ice filledvesicles, approximately 20% by visual estimation. Joints gently toand steeply inclined, very closely spaced, narrow, ice filled.

ICE, clear, glassy, hard.

ICE + highly weathered, red SCORIA; weak. Well bonded. Iceapproximately 30% by visual estimation.

Unweathered, grey, vesicular BASALT, very strong.

Becomes non-vesicular below 5.1 m bgl with gently inclined, veryclosely to closely spaced, ice filled, narrow joints.


ICE + highly weathered, red SCORIA. Well bonded. Ice 30 - 50%by visual estimations. SCORIA is medium to coarse gravel sizedwith few cobbles of basalt.

Unweathered, black BASALT; very strong. Ice in vesicles.

ICE + highly weathered SCORIA and BASALT. Ice bonded, up to60% ice by visual estimations.

Slightly weathered reddish grey BASALT; strong.

Unweathered grey BASALT; strong; ice veins up to 10mm wide.

Moderately weathered grey vesicular BASALT; strong; vesiclesfilled and joined by ice.

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

S

MS

VS

VS

VS

VS

S

EOH: 9.5 m

GP

Joints widely spaced, narrow, gentlyinclined, ice filled

Joints closely spaced, narrow, moderatelyinclined, ice filled

Joints closely spaced, moderately wide, subhorizontal, ice filled

Joints closely spaced, narrow, sub-horizontal to gently inclined, ice filled.

Joints closely spaced, narrow, sub-horizontal, ice filled

Joints closely spaced, very narrow, sub-horizontal, ice filled

Joints closely spaced, narrow, gentlyinclined, ice filled

ICE

ICE + SCORIA

ICE

ICE + SCORIA

ICE

ICE + SCORIA

ICE + SCORIA

WB

WB

WB

WB

WB



Cluster:

Webster Drilling

Drilling Contractor

Remarks

25/11/2015

24/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B15

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

coarse GRAVEL; loosely packed; poorly graded; angular tosubrounded; no ice (FILL).

Sandy, fine to coarse GRAVEL; greyish brown; well bonded, icenot visible; well graded; angular to subrounded; sand, fine tocoarse (FILL).

Becomes red below 0.84

Becomes dry - unbonded below 1.24 m bgl. Poor recovery.

Sandy, fine to coarse GRAVEL; dark brown; well bonded; ice notvisible; well graded; angular to subrounded; sand very fine tocoarse. Loading strap in core at 2.0 m bgl (FILL).

Becomes yellow-grey with cobbles below 2.15. Ice visible as 1mm lenses.

ICE + SCORIA; Ice approximately 50% by visual estimate.Scoria fragments, moderately weathered, moderately strong,medium gravel sized. Ice uniformly distributed, clear, glassy,hard.

Ice becomes approximately 20% by visual estimate below 2.7 mbgl.

1.00

2.00

3.00EOH: 3 m

GP

GW

Nbn

Nbn

Vs

Ice + Scoria

Vu

WB

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

20/11/2015

20/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B16

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

9.5Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

GRAVEL; grey; loosely packed; no ice; poorly graded; angular tosub angular; moderately weathered basalt gravel.

Sandy, fine to coarse GRAVEL; reddish-brown; well bonded - icevisible on freshly broken faces; well graded; angular tosubangular; sand, fine to coarse.

ICE + sandy GRAVEL (as above) below 0.5 m bgl. Iceapproximately 60% by visual estimate. Ice, cloudy, white.

sandy GRAVEL (as above); ice present as fine to medium sandsized individual crystals. between grains.

ICE + sandy GRAVEL (as above) below1.2 m bgl. Ice up toapproximately 40% by visual estimate. Ice, clear, withapproximately 20% air bubbles.

Becomes grey below 2.5 m bgl

ICE; cloudy, grey to white, granular, porous (air bubblesapproximately 40%); soft. Trace sand.

Ice becomes clear to white with no sand inclusions below 3.3 mbgl.

ICE + gravelly coarse SAND; well bonded, ice approximately30% by visual estimate; sand, well graded, angular tosubrounded.

ICE; grey; cloudy; granular; porous; soft.

ICE + grey gravelly coarse SAND; well bonded, ice, grey, glassy,hard approximately 60% by visual estimate; sand and gravel,well graded, angular to subrounded.

Gravelly coarse SAND with large basalt cobble; well bonded;well graded

ICE, clear, glassy, hard; few cobble-sized fragments ofunweathered basalt.

ICE + slightly weathered, grey BASALT; strong. Ice clear, glassy,hard, approximately 25% by visual estimate.

Unweathered, grey to black BASALT; very strong; Joints steep,narrow, moderately widely spaced. Ice in vesicles and in joints.

No ice below 5.9 m bgl.

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

S

VS

EOH: 9.5 m

GP

GW

SW

SW

Joints moderately widely spaced, narrow,moderately to steeply inclined.

Vx

ICE + GW

Vx

ICE + GW

ICE

ICE + SW

ICE

ICE + SW

Vu

ICE

ICE + BASALT

WB

WB

WB

WB



Cluster:

Webster Drilling

Drilling Contractor

Remarks

14/11/2015

13/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B17

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL; red. Poorly bonded - friable, icenot visible. Well graded; angular to subrounded; sand fine tocoarse. (FILL)

Sandy fine to coarse GRAVEL with minor cobbles; red. Wellbonded - friable, individual ice crystals up to 2 mm long visible onfresh surfaces. sandy gravel; well graded; angular tosubrounded; sand fine to coarse. (FILL)

Becomes grey with 1 mm lenses of stratified ice and trace woodfragments below 0.5 m bgl. (FILL)

Cobbely, sandy fine to coarse GRAVEL, grey. Well bonded. Icevisible as thin lenses and ice coatings around individual grains.Well graded; angular to subrounded; sand fine to coarse. (FILL)

ICE + medium GRAVEL. Ice, cloudy white to clear, crystalline.Ice approximately 60% by visual estimate. (FILL)

Sandy fine to coarse GRAVEL; red. Well bonded, ice visible ascoatings around grains up to 2 mm thick and fills all pore spaces.Well graded; angular to subrounded; slightly weathered basaltand scoria fragments. (FILL)

ICE + sandy GRAVEL. Ice is white, crystalline, hard, up to 90%ice by visual estimate.

Silty, sandy GRAVEL with minor cobbles; brownish grey. Wellbonded, ice visible as grain coatings around cobble sized clasts.Weathered scoria/basalt.

ICE + moderately weathered, grey, cobble-sized SCORIAfragments. Well bonded; ice, clear, glassy, hard, approximately60% - 80% ice by visual estimate.

Slightly weathered, grey SCORIA; strong. Well bonded.Uniformly distributed ice, clear, glassy, hard, approximately 20%by visual estimate.

1.00

2.00

3.00EOH: 3 m

GW

GP

GW

Nf

Vx

Vs

ICE + GW

Vr/Vc

ICE + GW

Vc

ICE + SCORIA

Vu

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

18/11/2015

18/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B18

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy, fine to coarse GRAVEL; greyish brown; well bonded, icenot visible. Well graded, angular to subrounded; sand very fine tocoarse.

Becomes dark brown with hydrocarbon odour below 0.5 m bgl.

ICE + sandy GRAVEL (as above). Ice is white, cloudy, granularto glassy, hard. Ice is approximately 60% by visual estimate.

Sandy, cobbley GRAVEL with trace silt. Well bonded with lensesof clear ice less than 10 mm thick. Well graded; angular tosubangular moderately weathered to unweathered clasts ofbasalt.

Moderately weathered, grey BASALT; moderately strong, wellbonded. Ice in few discontinuous fractures. Crumbles whenthawed.

Becomes slightly weathered; strong below 1.7 m bgl.


Becomes unweathered; very strong below 2.1 m bgl.

Becomes more vesicular with steeply inclined narrow jointsbelow 2.5 m bgl.

1.00

2.00

3.00

MS

S

VS

EOH: 3 m

GW

Nbn

ICE + GW

Vs

ICE

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

19/11/2015

19/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B19

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy, fine to coarse GRAVEL; dark brown; non-bonded; wellgraded; subangular to subrounded; sand fine to coarse.Hydrocarbon odour (FILL).

Becomes poorly bonded - friable below 0.2 m bgl (FILL).

ICE, cloudy, white to brown, soft.

WOOD

ICE; cloudy, white, granular to candled, porous, soft. Minor sand.

GRAVEL; unbonded; poorly graded; subrounded.

ICE; cloudy, white, granular, porous, soft.

ICE + sandy, fine to coarse GRAVEL. Ice, clear, glassy,approximately 60% by visual estimation. Gravel well graded;angular to subrounded; sand, medium to coarse.

1.00

2.00

3.00EOH: 3 m

GW

GP

GW

Nf

ICE

ICE

ICE

ICE + GW

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

18/11/2015

18/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B20

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

GRAVEL; loosely packed; dry; unbonded; no ice; poorly graded;angular to subrounded

Sandy, cobbley fine to coarse GRAVEL with trace silt; greyishbrown. Poorly bonded - friable; ice not visible; well graded,angular to subrounded; sand very fine to coarse.

GRAVEL; loosely packed; dry; unbonded; no ice; poorly graded;angular to subrounded

Sandy, fine to coarse GRAVEL with cobbles; greyish brown. Wellbonded; ice crystals visible on fresh surfaces; well graded,angular to subangular; sand very fine to coarse.

Slightly weathered, reddish brown, BASALT, moderately strong.

Becomes black below 2.05 m bgl.

Becomes unweathered strong below 2.3 m bgl

ICE, clear, glassy, hard, trace rock inclusions.

ICE + BASALT fragments (coarse gravel sized), unweathered,strong.

1.00

2.00

3.00

MS

S

EOH: 3 m

GP

GW

GP

GW

Nf

Vx

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

10/11/2015

10/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B21

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

SNOW

Sandy, fine to coarse GRAVEL, greyish brown; Well bonded; fine(0.2 mm) ice crystals visible on fresh faces; well graded; angularto subrounded; sand, fine to coarse.

Medium to coarse GRAVEL; poorly graded; subrounded.

ICE + slightly weathered, red SCORIA; strong. Well bonded; ice;clear, glassy, hard; uniformly distributed, up to 40% by visualestimate.

Becomes black below 1.2 m bgl

Becomes unweathered below 1.5 m bgl.

1.00

2.00

3.00EOH: 3 m

GW

Vx

ICE + SCORIA

WB

PB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

10/11/2015

09/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B23

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL; well bonded; ice not visible. Wellgraded; angular to subangular; sand fine to coarse.

ICE + Unweathered, black SCORIA, moderately strong. Ice,clear, glassy, hard; ice fills all vesicles with lenses up to 20 mmthick.

Becomes red and black SCORIA + ICE below 2.1 m bgl.

1.00

2.00

3.00EOH: 3 m

GW

ICE + SCORIA

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

11/11/2015

11/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B24

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

SNOW

Gravelly SAND with minor silt; greyish brown; unbonded, novisible ice.

Moderately weathered, grey, vesicular BASALT; moderatelystrong. Vesicles filled with clear ice. Vesicles joined by ice.

Becomes unweathered; strong. Joints are randomly oriented,closely spaced, narrow, ice filled.

ICE and fractured BASALT fragments; Ice is clear, glassy, hard.

Unweathered, grey, vesicular BASALT; strong. Ice not invesicles. Joints, subvertical, narrow, ice filled.

1.00

2.00

3.00

MS

S

S

EOH: 3 m

SW

Vertical joint along length of core, narrow,ice-filled

ICE

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

08/11/2015

08/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B25

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL with cobbles and silt; greyishbrown; well bonded, ice not visible. Well graded; angular tosubangular; sand fine to coarse. (Fill)

ICE + sandy GRAVEL (as above). Ice, cloudy, white, soft

ICE, clear, glassy, hard below 1.4 m bgl

ICE + unweathered SCORIA, moderately strong. Ice clear,glassy, hard, approximately 40% by visual estimate.

Ice becomes approximately 20% by visual estimation.

Unweathered, grey BASALT; very strong.

1.00

2.00

3.00

VS

EOH: 3 m

GW Nbn

ICE + GW

ICE

ICE + SCORIA

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

08/11/2015

08/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B26

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL with some silt; brownish grey; wellbonded - ice not visible. Well graded; angular to subrounded;sand fine to coarse (FILL).

Sandy fine to medium GRAVEL with some silt; reddish brown;well bonded - individual ice crystals visible on fresh faces; largepores ice lined. Well graded; angular to subrounded; sand fine tocoarse (FILL).

Sandy fine to medium GRAVEL with trace wood; greyish black;poorly bonded - friable; well graded; angular (FILL).

Highly weathered, grey to black BASALT; very weak; poorlybonded - friable.

ICE, cloudy, white to clear, porous, granular, soft.

Moderately weathered, black BASALT; moderately strong. Ice invesicles.

Becomes unweathered, very strong below 1.8 m bgl.

1.00

2.00

3.00

VW

MS

VS

EOH: 3 m

GW

Nbn

Vx/Vc

Nf

ICE

WB

PB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

09/12/2015

09/12/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B27

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL with minor cobbles; reddishbrown; well bonded, ice coatings visible around grains. Wellgraded; angular to subrounded. Metal and wood fragments andwire from 0.45 m bgl to 1.1 m bgl. Hydrocarbon odour at 0.7 mbgl (FILL).

ICE with trace sand sized rock fragments. ICE, white, cloudy,granular, soft.

Gravelly medium SAND; brown, well bonded, well graded,angular to subrounded.

ICE + gravelly SAND (as above). Ice is white, cloudy, granular,soft.

ICE, white cloudy, granular, porous, soft, with few lenses ofglassy ice.

Ice becomes, clear, glassy, hard.

ICE + unweathered, grey, strong, cobble sized BASALTfragments. Ice, clear, glassy, hard.

1.00

2.00

3.00EOH: 3 m

Vc

ICE

Nbn

ICE + SW

ICE

WB

WB

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

11/11/2015

11/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B28

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

3Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

sandy fine to coarse GRAVEL with silt and cobbles; reddishbrown; well bonded, fine sand sized (0.2 mm) individual icecrystals visible on fresh faces. Well graded; angular tosubrounded (FILL).

Becomes dark brown below 0.5 m bgl.

Sandy fine to medium GRAVEL interbedded with 5 mm - 10 mmthick ice lenses; grey-brown. Well graded; angular tosubrounded; sand fine to coarse (FILL).

Ice becomes uniformly distributed below 1.3 m bgl (i.e. nolenses).

Becomes red below 1.85 m bgl.

Metal fragments observed at 2.1 m bgl.

Becomes grey below 2.2 m bgl.

Metal and wood fragments below 2.3 m bgl.

ICE; white, cloudy, granular, porous, soft.

1.00

2.00

3.00EOH: 3 m

GW

Vx

Vs

Vu

ICE

WB

JPB3Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

11/11/2015

11/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Description

Gra

ph

icL

og Backfill

Details

RQD(%)

Discontinuities

25

50

75

US

C

Perm

afr

ost

Cla

ssif

icati

on

Description

Ice

Bo

nd

ing Rock

Strength

VW W MS S VS

Dep

th

B29

-Grid: -Datum:


East (m):

Elevation (m):

-Orientation (°):

90Inclination (°):

5Hole Depth (m):

Reference:


Client:

1535646ProjectID:



Rock Drillhole Log

0

0

0

Sandy fine to coarse GRAVEL with trace wood fragments,greyish brown; poorly bonded - friable, ice not visible. Wellgraded, angular to subrounded; sand, fine to coarse (FILL).

ICE + sandy fine to coarse GRAVEL; reddish brown; wellbonded; ice approximately 60% by visual estimate. Well graded;angular to subangular.

SAND and GRAVEL; reddish brown; well bonded; ice uniformlydistributed Well graded; angular to subangular.

ICE; white; cloudy; granular; soft.

ICE + moderately weathered, red and black SCORIA with somesilt. Scoria fine to coarse gravel sized. Ice, clear, glassy, hard,approximately 40% by visual estimate. Scoria in silt and icematrix.

Moderately weathered, red SCORIA; well bonded, ice visible ascoatings around scoria grains. Scoria is coarse sand to mediumgravel sized; well graded.

Sandy fine to coarse GRAVEL with minor cobbles and silt(weathered BASALT). Well bonded, ice uniformly distributed,approximately20% by visual estimation. Well graded; angular tosubangular basalt fragments in silt and ice matrix.

ICE + moderately weathered BASALT fragments. Basalt, strongcobble sized fragments. Ice white to clear, glassy, hard,approximately 50% by visual estimate.

Slightly weathered, black, vesicular BASALT; very strong. Clear,glassy, hard ice in vesicles and in few lenses and veins up to 7mm thick.

BASALT becomes unweathered below 3.5 m bgl.

1.00

2.00

3.00

4.00

VS

EOH: 5 m

GW

Nf

ICE + GW

Vu

ICE

ICE + SCORIA

Vc

Vu

ICE + BASALT

PB

WB

WB

JPB5Hole Depth (m):


Cluster:

Webster Drilling

Drilling Contractor

Remarks

23/11/2015

23/11/2015

End Date:

Start Date:

Logged By

James Taylor

Driller

Random or irregularlyoriented ice formations

Ice coatingson particles

CLASSIFY SOIL BY THE UNIFIED SOIL CLASSIFICATION SYSTEM

No excessice

NFS(3)

[MOA NFS]

F2[MOA F2]

(1) From U.S. Army Corps of Engineers (USACE), EM 1110-3-138, "Pavement Criteria for Seasonal Frost Conditions," April 1984(2) USACE frost groups directly correspond to frost groups listed in Municipality of Anchorage (MOA) design criteria manual (DCM), 2007;except as noted.(3) Non-frost susceptible(4) Possibly frost susceptible, requires lab test for void ratio to determine frost design soil classification. Gravel with void ratio > 0.25 wouldbe NFS; Gravel with void ratio < 0.25 would be S1; Sands with void ratio > 0.30 would be NFS; Sands with void ratio < 0.30would be S2 or F2

0 to 1.5

0 to 3

FROZEN SOIL CLASSIFICATION (ASTM D4083)

[MOA F2]

S2[MOA F2] Sandy soils

SW, SP SW-SM, SP-SM,SW-SC, SP-SC

Gravelly soilsGM, GC, GM-GC, GW-GM,GP-GM, GW-GC, GP-GC

GW, GP GW-GM, GP-GM,GW-GC, GP-GC(a) Gravelly soils

(b) Sands

FROSTGROUP(2)

1.5 to 3

3 to 10

3 to 6

3 to 6

6 to 10

10 to 20

6 to 15

F1[MOA F1]

SM, SW-SM, SP-SM, SC,SW-SC, SP-SC, SM-SC

(a) Gravelly soils(b) Sands, except very fine silty sands(c) Clays, PI>12

GM, GC, GM-GCSM, SC, SM-SCCL, CH

(a) Silts(b) Very fine silty sands(c) Clays, PI<12

ML, MH, ML-CLSM, SC, SM-SCCL, ML-CL

FROST DESIGN SOIL CLASSIFICATION (1)

--Over 15

--

(d) Varved clays or other fine- grained banded sediments --

CL or CH layered with ML, MH,ML-CL, SM, SC, or SM-SC

Excessice

Wellbonded

Individual ice crystalsor inclusions

FROZEN SOIL CLASSIFICATION / LEGEND

LIB

RA

RY

-AN

C(1

-21-

14).

GLB

[A

NC

_IC

E_L

EG

EN

D]

1/2

8/1

4

No ice-bonded soil observed

Poorly bonded or friable

Well bonded

ICE BONDING SYMBOLS

FigureA-2

3. MODIFY SOIL DESCRIPTION BY DESCRIPTION OF SUBSTANTIAL ICE STRATA

2. MODIFY SOIL DESCRIPTION BY DESCRIPTION OF FROZEN SOIL

1. DESCRIBE SOIL INDEPENDENT OF FROZEN STATE

DEFINITIONS

DESIGNATION

Nf

Nbn

Nbe

Vx

Vc

Vr

Vs

Vu

ICE+soil type

ICE

SUBGROUP

DESIGNATION

N

V

ICE

TYPICAL USCS SOIL CLASSGENERAL SOIL TYPE

% FINERTHAN 0.02

mm BYWEIGHT

(a) Gravels Crushed stone Crushed rock(b) Sands

GW, GP

SW, SP

(a) Gravels Crushed stone Crushed rock(b) Sands

GW, GP

SW, SP

PFS(4)

[MOA NFS]

S1[MOA F1] Gravelly soils

GW, GP GW-GM, GP-GM,GW-GC, GP-GC

DESCRIPTION

MAJOR GROUP

Segregatedice notvisible by eye

Segregatedice visible byeye (ice lessthan 25 mmthick)

F3[MOA F3]

F4[MOA F4]

Over 20Over 15

--

Ice greaterthan 25 mmthick

DESCRIPTION

Poorly bondedof friable

Ice withoutsoil inclusions

Ice with soilinclusions

Uniformlydistributed ice

Stratified or distinctlyoriented ice formations

Candled Ice is ice which has rotted orotherwise formed into long columnar crystals,very loosely bonded together.

Clear Ice is transparent and contains only amoderate number of air bubbles.

Cloudy Ice is translucent, but essentiallysound and non-pervious

Friable denotes a condition in which materialis easily broken up under light to moderatepressure.

Granular Ice is composed of coarse, more orless equidimensional, ice crystals weaklybonded together.

Ice Coatings on particles are discerniblelayers of ice found on or below the larger soilparticles in a frozen soil mass. They aresometimes associated with hoarfrost crystals,which have grown into voids produced by thefreezing action.

Ice Crystal is a very small individual iceparticle visible in the face of a soil mass.Crystals may be present alone or in acombination with other ice formations.

Ice Inclusions are individual ice massesvisible in the face of a soil mass. Inclusionsmay be present alone or in a combinationwith other ice formations.

Ice Lenses are lenticular ice formations insoil occurring essentially parallel to eachother, generally normal to the direction ofheat loss and commonly in repeated layers.

Ice Segregation is the growth of ice asdistinct lenses, layers, veins and masses insoils, commonly but not always orientednormal to direction of heat loss.

Massive Ice is a large mass of ice, typicallynearly pure and relatively homogeneous.

Poorly-bonded signifies that the soil particlesare weakly held together by the ice and thatthe frozen soil consequently has poorresistance to chipping or breaking.

Porous Ice contains numerous voids, usuallyinterconnected and usually resulting frommelting at air bubbles or along crystalinterfaces from presence of salt or othermaterials in the water, or from the freezing ofsaturated snow. Though porous, the massretains its structural unity.

Thaw-Stable frozen soils do not, on thawing,show loss of strength below normal, long-timethawed values nor produce detrimentalsettlement.

Thaw-Unstable frozen soils show on thawing,significant loss of strength below normal,long-time thawed values and/or significantsettlement, as a direct result of the melting ofthe excess ice in the soil.

Well-Bonded signifies that the soil particlesare strongly held together by the ice and thatthe frozen soil possesses relatively highresistance to chipping or breaking.


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX E Core Photos

REPORT OF CORE PHOTOGRAPHS: B1

SHEET: 1 OF 1 PROJECT: McMurdo Station Geotechnical Investigation DRILL RIG: HPP150

CLIENT: PAE NZ, Lockheed Martin CONTRACTOR: Webster LOCATION: McMurdo Station INCLINATION: -90° CREATED: JPB DATE: 01/21/16 JOB NO: 1535646 HOLE DEPTH: 3.6 m CHECKED: TJM DATE: 05/09/16

B1 : Box 1, 0.00 – 3.60 m

From 1.73 m less than 25% recovery to 3.6 m




B2 : Box 1, 0.00 – 2.60 m,




B3 : Box 1, 0.00 – 3.00 m




B4 : Box 1, 0.00 – 3.00 m

NO RECOVERY




B5 : Box 1, 0.00 – 3.00 m

REPORT OF CORE PHOTOGRAPHS: B-6



B6 : Box 1, 0.00 – 3.00 m




B7 : Box 1, 0.00 – 3.00 m




B8 : Box 1, 0.00 – 3.00 m




B9 : Box 1, 0.00 – 3.00 m




B11 : Box 1, 0.00 – 3.00 m




B12 : Box 1, 0.00 – 3.00 m

REPORT OF CORE PHOTOGRAPHS: B-13



B-13 : Box 1, 0.00 – 3.00 m




B14 : Box 1, 0.00 – 3.17 m




B14 : Box 2, 3.17 - 6.54 m




B14 : Box 3, 6.54 - 9.50 m




B15 : Box 1, 0.00 – 3.00 m




B16 : Box 1, 0.00 – 3.43 m




B16 : Box 2, 3.43 – 6.8




B16 : Box 3, 6.8 – 9.5




B17 : Box 1, 0.00 – 3.0 m




B18 : Box 1, 0.00 – 3.0 m




B19 : Box 1, 0.00 – 3.00 m




B20: Box 1, 0.00 – 3.00 m




B21: Box 1, 0.00 – 3.00 m




B23: Box 1, 0.00 – 3.00 m




B24: Box 1, 0.00 – 3.00 m




B25: Box 1, 0.00 – 3.00 m




B26: Box 1, 0.00 – 3.00 m




B27: Box 1, 0.00 – 3.00 m




B28: Box 1, 0.00 – 3.00 m




B29: Box 1, 0.00 – 3.22 m




B29: Box 2, 3.22 – 5.00 m


May 2016

Report No. 1535646_7407-002-R-Rev1

APPENDIX F International Building Code Seismic Design Parameters

APPENDIX F INTERNATIONAL BUILDING CODE SEISMIC DESIGN PARAMETERS,

MCMURDO STATION, ANTARCTICA

May 2016

Report No. 1535646_7407-002-R-Rev1 1/7

This document provides estimated seismic design parameters for the 2015 International Building Code (IBC)

and American Society of Civil Engineers (ASCE) 7-10 standard for McMurdo Station, Antarctica. This document forms an appendix to the geotechnical assessment report for McMurdo Station (Golder 2016).

1.0 INTRODUCTION

Golder Associates (Golder) is at present undertaking geotechnical investigations for the design and

construction of proposed extensions to facilities at the United States Antarctic Program base — McMurdo

Station — located on Ross Island, Antarctica. Golder’s studies include field geotechnical investigations,

seismic hazard estimates and foundation recommendations. Golder’s work is being undertaken under

contract to PAE (NZ) Limited under the direction of Lockheed-Martin. Golder (2016) contains the initial

investigation results and recommendations.

Golder has reviewed the seismotectonic conditions and seismic hazard estimates in the region surrounding

McMurdo Station. We note that recommended seismic parameters for US building codes or standards are

not available for sites in Antarctica, including the US Military United Facilities Criteria (UFC) 3-301-01 that

contains seismic design parameters for many non-USA locations. In the absence of code values or a site-

specific seismic hazard analysis for McMurdo Station, seismic design parameters can only be estimated from

existing regional or global seismic hazard studies. We understand that seismic design parameters for

the 2015 IBC and ASCE 7-10 standard for the USA are required for structural design for proposed

modifications to McMurdo Station. This document presents estimated seismic design parameters consistent

with the requirements in 2015 IBC-ASCE 7-10.

2.0 SEISMOTECTONIC SETTING

McMurdo Station is located on the Antarctica tectonic plate, which comprises two main regions: East

Antarctica and West Antarctica. Both of these regions are relatively tectonically stable continental blocks,

separated by the West Antarctic Rift System (WARS) (Hall et al., 2007). The southern margin of the WARS

is bounded by the extensive transcontinental mountain chain comprising the Transantarctic Mountains

(Figure 1). Donnellan and Luyendyk (2004) found that the present relative horizontal motion between East

and West Antarctica is less than 1-2 mm/yr. They also estimated post-glacial isostatic rebound uplift rates of

up to 12±4 mm/yr in Western Marie Byrd Land in West Antarctica.

Hall et al. (2007) completed submarine seismic surveys immediately north of Ross Island. Their

interpretation corroborated previous studies that had identified a major graben structure named the Terror

Rift. They found that faults within the Terror Rift had a predominant normal (extensional) sense of slip, with

some strike-slip faults associated with transfer zones between the normal faults. Hall et al., (2007) identified

fault structures that offset the sea floor that they suggested indicated recent activity. Based on crustal-scale

geophysical studies, Bannister et al. (2003) estimated a crustal thickness of ~20 km near Ross Island, and

increasing to ~40 km on the southern side of the Transantarctic Mountains.

Ross Island is located in a rift basin (Hall et al., 2007), and the ongoing active volcanism is probably

associated with the continued crustal extension in the Terror Rift (Decesari et al., 2007).

Historical Earthquakes

In a review of Antarctic seismicity, Kanao (2014) found that earthquake activity in the continental areas of

Antarctica is generally very low, perhaps because of the very sparse recording stations and short duration of

instrumentation. The Wilkes Land region of West Antarctica (south of Australia) is the most active area in the

Antarctic continent based on recorded events. Three volcanic areas, Deception Island, Mt. Erebus and Mt.

Melbourne, were also areas of relatively high earthquake activity.

We searched the US Geological Survey (USGS) global earthquake catalogue within a 500 km radius of

McMurdo Station. The USGS global earthquake catalogue includes information from seismograph station



May 2016

Report No. 1535646_7407-002-R-Rev1 2/7

SBA, installed at Scott Base, 2 km from McMurdo Station. The catalogue has the following five instrumental

period earthquakes (shown on Figure 2):

20 May 1997, a magnitude 4.0 earthquake with an epicenter located approximately 460 km north of

McMurdo Station.

1 April 2002, a magnitude 2.5 earthquake with an epicenter located approximately 270 km north

northwest of McMurdo Station.

3 August 2012, a magnitude 5.1 earthquake with an epicenter located approximately 180 km northwest

of McMurdo Station.

1 June 2012, a magnitude 4.2 earthquake with an epicenter located approximately 370 km southwest of

McMurdo Station.

16 January 1996, a magnitude 4.3 earthquake with an epicenter located approximately 400 km

southwest of McMurdo Station.

These results confirm the general low level of earthquake activity for moderate to large earthquakes in the

region surrounding McMurdo Station. There are sufficient recorded earthquakes, however, to confirm that

moderate earthquakes can be expected to occur in the McMurdo Sound region. Earthquakes are probably

associated with the development of Mt Erebus and associated volcanic centers (Kanao 2014) and ongoing extension of basins within the Terror Rift northwest of Ross Island (Figure 1).



May 2016

Report No. 1535646_7407-002-R-Rev1 3/7

Figure 1: Regional Tectonic setting of Ross Island (from Hall et. al., 2007).

#*McMurdo Station

M5.1 - 03 Aug 2012

M4.3 - 16 Jan 1996

M4.2 - 01 June 2010

M4 - 20 May 1997

M2.5 - 04 Jan 2002

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S:\GIS\Projects-Dynamics\2014\7407\1413806_ScottBase_GeotechInvestigation\MapDocuments\Fig02_EpicentreLocationsMcMurdoMSLC_A4P_GIS.mxd

1. Aerial Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community.2. Earthquake magnitudes and locations from USGS: http://earthquake.usgs.gov/earthquakes/3. Schematic only, not to be interpreted as an engineering design or construction drawing.4. Drawn by: RW. Reviewed by: KC.

0 50 100 150Kilometres

Coordinate System: RSRGD2000 MSLC2000

¯

Legend#* McMurdo Station

Ross IslandEarthquake Epicentre

<= 3.0> 3.0 - 4.0> 4.0 - 5.0> 5.0

HISTORICAL EARTHQUAKESIN THE ROSS SEA REGION 2APRIL 2016

1535646PROJECT

TITLE

Ross Island

Mo u

n ta i

ns

East Antarctica

West Antarctica

Ross Ice Shelf

Transanta

rcti

c



May 2016

Report No. 1535646_7407-002-R-Rev1 5/7

3.0 SEISMIC PARAMETERS

3.1 General

The bases for the 2015 IBC-ASCE 7-10 are 5%-damped spectral accelerations for 0.2 seconds (SS) and

1 second (S1) at a weak rock-very stiff soil site (soil Site Class B). The 5%-damped spectral accelerations

are established for the Maximum Considered Earthquake (MCE) that in most cases are uniform hazard

spectral accelerations for a return period of 2,475-years (2% probability of exceedance in 50 years). Soil amplification factors (Fa and Fv) are applied to SS and S1 to modify the MCE spectral accelerations as a

function of soil Site Class and SS and S1 value to develop a modified 5%-damped MCE acceleration

response spectrum (Sms and Sm1). The final design spectrum is two thirds of the soil Site Class-modified

MCE acceleration response spectrum (SDs and SD1).

In the United States and its territories values for SS and S1 are interpolated from maps provided in the 2015

IBC-ASCE 7-10, the online calculator provided by the USGS or a site-specific seismic hazard analysis as specified in ASCE 7-10 Chapter 21. The long period transition period (TL) is also provided on maps in

Chapter 16 of 2015 IBC.

3.2 McMurdo Station Site

3.2.1 Soil site class

The McMurdo Station site is located on a parasitic cone of the Mt Erebus volcanic complex—an historic,

continuously erupting basalt volcano. Geotechnical investigations reported by Golder (2016) confirm that the

McMurdo Station site has a typical volcanic subsurface stratigraphy of interbedded lava flows and airfall and

pyroclastic ash/scoria/gravel beds. Shear wave velocity measurements have not been undertaken at the site.

However, we estimate that the site is a 2015 IBC-ASCE 7-10 soil Site Class B site based on our

observations of the near surface stratigraphy. While more than 10 m of unweathered and strong basalt flow

rocks are present at some locations on the site, near-surface layers of loose ash/scoria and gravel up to 3 m

thick (e.g. B1, B13) suggests that the McMurdo Station site is best classified as soil Site Class B.

3.2.2 Development of seismic parameters

We reviewed the geological setting and historic seismic activity rates of the McMurdo Sound region to

estimate the SS and S1 values. The purpose of the review is to locate an area where the known geologic

processes, Quaternary tectonic activity and earthquake recurrence (number and magnitude of earthquakes)

surrounding McMurdo Station appear similar to an area of the United States where 2015 IBC-ASCE 7-10

seismic parameters are available. We consider that a good seismotectonic analog for the McMurdo Station

site is in the Albuquerque-Socorro area of New Mexico that is located along the western margin of the Rio

Grande Rift.

Key similarities between the two seismotectonic regions are:

Location along the margins of a major intracontinental rift (Rio Grande for New Mexico, Terror Rift for

McMurdo Station)

Evidence for Quaternary-active faults along the margin(s) and within sub-basins of the intracontinental

rift (Albuquerque Basin in New Mexico, Victorialand basin for McMurdo Station)

A record of Quaternary volcanism along the rift margins

An instrumental record of spatially and temporally irregular moderate earthquakes (M 4 to M 6)

We recognize, however, that direct comparison between the geological evolution and present-day activity of

the McMurdo Station region and the western margins of the Rio Grande Rift in the United States is

speculative. Our comparison assumes similar geologic and tectonic settings, rates of long-term earthquake



May 2016

Report No. 1535646_7407-002-R-Rev1 6/7

activity, and that the ground motion prediction equations used for the development of the 2008 US

Geological Survey National Seismic Hazard Maps are applicable to the crustal rocks in this part of

Antarctica.

3.2.3 Recommended 2015 IBC-ASCE 7-10 seismic parameters

Table 1 provides Golder’s recommended 2015 IBC-ASCE 7-10 seismic parameters based on the following assumptions:

Values are for a Risk Category IV—Essential Facility structure(s)

Site values assume McMurdo Station is equivalent to a site located near Socorro, New Mexico at 34ºN,

106.886ºW

CRS and CR1 values are the same for McMurdo Station as at the location in New Mexico

Table 1: Recommended 2015 IBC-ASCE Seismic Parameters.

2015 IBC-ASCE 7-10 Seismic Parameter Value

Soil Site Class B

0.2 sec (SS) 0.454 g

1 sec (S1) 0.128 g

Site Coefficient, Fa 1.0

Site Coefficient, Fv 1.0

Sms 0.454 g

Sm1 0.128 g

Long Period Transition Period (TL) 6 seconds

PGAM 0.189 g

4.0 CONCLUSIONS

1) McMurdo Station is located in the vicinity of the West Antarctic Rift System, an area of the Antarctic continent that is characterized by slow tectonic extension. Measured rates of extension are less than 1 - 2 mm/yr.

2) Historical earthquake records held by USGS confirm a general low level of earthquake activity for moderate to large earthquakes in the region surrounding McMurdo Station. There are sufficient recorded earthquakes, however, to confirm that moderate earthquakes can be expected to occur in the McMurdo region.

3) The geotechnical characteristics described in this report suggest that the site is a 2015 IBC-ASCE 7-10 soil Site Class B site.

4) The Albuquerque-Socorro area of New Mexico that is located along the western margin of the Rio Grande Rift is a good seismotectonic analog for the McMurdo Station based on the tectonic setting and rate of instrumental seismicity.

5) 2015 IBC-ASCE 7-10 seismic design parameters, based on the analog site of Albuquerque-Socorro area of New Mexico, are presented in Table 1.



May 2016

Report No. 1535646_7407-002-R-Rev1 7/7

1.0 REFERENCES

Bannister, S., F. J. Davey, B. Kennett, (2003), Variations in Crustal structure across the transition from West to East Antactica, Southern Victoria Land, International Journal of Geophysics, Volume 155, pages 870-884.

Decesari, R.C., C.C. Sorlien, B.P. Luyendyk, D.S. Wilson, L. Bartek, J, Diebold and S.E. Hopkins. (2007),

Regional seismic stratigraphic correlations of the Ross Sea: Implications for the tectonic history of the West

Antarctic Rift System, in Antarctica: A Keystone in a Changing World – Online Proceedings of the 10

ISAES, edited by A.K. Cooper and C.R. Raymond et al., USGS Open File Report 2007-1047, Short Research Paper 052, 4 p.; doi:10.3133/of2007-1047.srp052.

Kanao, M, (2014), Seismicity of the Antarctic Continent and surrounding Ocean. Open Journal of Earthquake Research, 2014, 3, 5-14.

Golder Associates New Zealand Limited (Golder), (2016), Geotechnical Assessment Report, McMurdo Station, Ross Island, Antarctica. Report Number 1535646-7407-002-R-Rev0, March 2016.

Hall, J.M., T.J. Wilson, and S. Henrys (2007), Structure of the central Terror Rift, western Ross Sea,

Antarctica, in Antarctica: A Keystone in a Changing World – Online Proceedings of the 10th ISAES, edited

by A.K. Cooper and C.R. Raymond et al., USGS Open-File Report 2007-1047, Short Research Paper 108, 5 p.; doi:10.3133/of2007-1047.srp108.

i:\projects-dynamics\2015\7407\1535646_lockheed_antarctica\deliverables\002 gar\rev1-final\appendices\appendix f - seismic design\1535646_7407-002-rev1-appendix f_seismic

design.docx

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