SEVEN SISTERS REHABILITATION AND RECOVERY UNIT RELOCATION

GEOTECHNICAL REPORT

SEVEN SISTERS REHABILITATION ANDRECOVERY UNIT RELOCATIONMILLS MEMORIAL HOSPITAL

TERRACE, B.C.

Prepared for

NORTHERN HEALTHPRINCE GEORGE, B.C.

Prepared by

GEONORTH ENGINEERING LTD.3975 18th AVENUE

PRINCE GEORGE, B.C., V2N 1B2Phone: 250-564-4304 Fax: 250-564-9323

PROJECT No. K-4875-7S

February 8, 2019

GEONORTH ENGINEERING LTD.

Northern Health February 8, 2019Seven Sisters Rehabilitation and Recovery Unit Relocation,Mills Memorial Hospital, Terrace, B.C. File No. K-4875-7S

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION 1

2.0 BACKGROUND INFORMATION 2

3.0 SITE INVESTIGATIONS 3

4.0 SUBSURFACE CONDITIONS 5

4.1 Drilling Results 5

4.2 CPT Results 6

4.3 Laboratory Tests 7

5.0 DISCUSSION AND RECOMMENDATIONS 8

5.1 Seismic Site Classification 11

5.2 Liquefaction Assessment 11

5.3 Spread Footing Foundations 11

5.4 Grade-Supported Floor Slabs 13

5.5 Lateral Earth Pressure and Perimeter Drains 15

5.6 Mechanically Stabilized Earth Retaining Wall

Design and Construction 16

6.0 CONSTRUCTION REVIEW 18

7.0 CLOSURE 18

REFERENCES 20



APPENDICES

APPENDIX A

Site Plan Showing Drill Hole and CPT Locations Drawing 4875-7S-A1

Cross Section B-B Drawing 4875-7S-A2

APPENDIX B

Drill Hole Logs Plates 4875-7S-B1 to B19

Explanation of Terms and Symbols 3 pages

APPENDIX C

Cone Penetration Test Results Plates 4875-7S-C1 to C6

APPENDIX D

Laboratory Test Results Plates 4875-7S-D1 to D10

APPENDIX E

Typical Lateral Earth Pressures Drawing 4875-7S-E1

Typical Perimeter Drain Detail Drawing 4875-7S-E2

Water Level Elevation Drawing 4875-7S-E3

Locking Block Retaining Wall

Conceptual Cross Section Drawing 4875-7S-E4



1.0 INTRODUCTION

Northern Health and Partnerships BC are in the planning stages of the Mills Memorial

Hospital Redevelopment Project (MMHRP), which includes construction of a new hospital and

relocation of the Seven Sisters Rehabilitation and Recovery Unit (SSRRU). Northern Health

commissioned GeoNorth Engineering Ltd. to provide geotechnical recommendations for the

proposed relocated SSRRU based on the scope of work outlined in our proposal dated

September 12, 2018. Authorization to proceed with the work was provided by Mr. Albert

Sommerfeld, P.Eng., Director Capital Development and Projects, of Northern Health under

Contract Number CI190249.

The existing SSRRU is adjacent to the east property boundary, and is partly below the

footprint designated for the proposed hospital. The SSRRU will be relocated west of the existing

hospital and south of the proposed hospital footprint. The building will be a single-storey

wood-framed structure with a rectangular footprint measuring approximately 27 by 73 m. It will

have a basement with a finished floor at about geodetic elevation 62 m.

The existing hospital, SSRRU and MMHRP are situated on a seven hectare property

bordered to the north by Keith Avenue and Highway 16, Tetrault Street to the east, Haugland

Avenue to the south and residential and commercial properties accessed by Eby Street to the

west. The existing hospital occupies the south part of the property. The site location and

orientation of the existing and proposed hospitals and SSRRU are on Drawing 4875-7S-A1, in

Appendix A.

Northern Health commissioned GeoNorth Engineering Ltd. to provide Facility Consultant

Advisory Services for the MMHRP. Our report dated November 13, 2018 under our project

number K-4875 presents the results of geotechnical site investigations carried out at the location

of the proposed hospital and provides indicative geotechnical recommendations for design and

construction of building foundations, grade-supported concrete slabs, discusses frost protection

and the results of an evaluation of seismic site classification and liquefaction potential.

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This report summarises the previous investigations and provides recommendations for

design and construction of building foundations for the SSRRU.

2.0 BACKGROUND INFORMATION

During the last glaciation, the earth’s crust along the west coast was depressed below

present sea level due to the weight of glacial ice that once covered the area. As the glaciers

melted, the Terrace area was inundated by the ocean and subsequently covered by sediments

carried by the melting glacial runoff into what was an extension of Douglas Channel (Clague,

1984). As ground level rose due to isostatic rebound, the glaciomarine sediments were scoured

in places and replaced with clean sandy gravel glaciofluvial deposits. Weak, sensitive

glaciomarine sediments are known to remain in the Terrace area below the glaciofluvial deposits

and on slopes within and around the community up to about elevation 180 m.

A geotechnical investigation for the existing SSRRU (GeoNorth 2003) encountered about

1 m of sandy silt over clean sandy gravel with frequent cobbles. The sandy silt was likely

deposited during ancient, over-bank flow events and the clean sandy gravel is likely reworked

glacial outwash and ancient Skeena River sediments.

Water well logs available on a website maintained by the BC Ministry of Forests Lands

and Natural Resource Operations, Water Stewardship Branch describe soil conditions at a

groundwater well located approximately 300 m east of the site as about 1 m of silt over about

24 m of coarse gravel and sand, glaciofluvial deposits, over clay, silt and fine grained sand,

glaciomarine sediments, to more than 40 m depth. A water well log describes soil conditions in

a water well about 700 m west of the site as about 9 m of glaciofluvial deposits covering the

glaciomarine sediments to more than 60 m depth.

A flood plain map dated August 2011 in the City of Terrace Official Community Plan

shows the Skeena River 200 year return period flood level is between elevations 60 and 61 m.

Skeena River is between 1 and 1.4 km east and south of the proposed building area.

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3.0 SITE INVESTIGATIONS

On June 5 to 7, and September 20 to 22, 2018, GeoNorth carried out geotechnical

investigations for the MMHRP and SSRRU. The investigations included eleven drill holes,

designated DH18-1 to 11, drilled to between 6.1 and 17.4 m depth by Blue Max Drilling Inc.

using sonic drilling methods. Of the eleven drill holes, DH18-10 and 11 bracket the proposed

location for the SSRRU. Standard Penetration Tests (ASTM D1586) (SPT) were carried out at

intervals to the bottom of the drill holes. We logged soil conditions as the drill holes were

advanced and retrieved samples from the SPT and from drill cuttings for laboratory moisture

content and classification testing. The SPT involves driving a standard 50 mm diameter

sampling tube into the bottom of the drill hole using a 62 kg weight free-falling a height of

760 mm. The number of blows needed to advance the sampling tube 300 mm after a 150 mm

seating penetration is referred to as the SPT N value. This value provides information on soil

density and compressibility. The presence of cobbles in the sand and gravel deposit, described

below, prevented sample recovery and penetration of the SPT in some locations, and blocked the

end of the drill core barrel preventing recovery of drill cuttings in some locations.

Drill hole logs describing subsurface conditions are on Plates 4875-7S-B1 to B19, in

Appendix B, and are followed by an explanation of terms and symbols used on the logs. The

results of laboratory tests are shown on the logs and on Plates 4875-7S-D1 to D10, in

Appendix D.

A standpipe piezometer consisting of 50 mm diameter PVC pipe slotted along the bottom

3.0 m was installed to 17.4 m depth in DH18-4. A Solinst water level data logger was installed

in the standpipe to record groundwater level daily. A barometric pressure logger was also

installed in the well to allow the water level data to be corrected for fluctuations in atmospheric

pressure.

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GeoNorth CPT Investigations Ltd. carried out two cone penetration tests (CPTs)

(ASTM D5778), designated CPT18-1 and 2, using a 20-ton capacity probe manufactured by

Vertek, a division of Applied Research Associates, Inc. CPT18-2 is located adjacent to the north

of the proposed SSRRU building. The CPT uses a 45 mm diameter steel probe with a 60E

conical tip and a 200 mm long section of sleeve just above the tip that are instrumented with load

cells to measure soil resistance. It is also equipped with a pressure transducer that measures the

induced soil pore-water pressure that develops at a filter element between the tip and sleeve as

the probe is advanced. All three readings are recorded at one second intervals in a field computer

as the probe is pushed into the ground at a rate of 2 cm/sec using hydraulic rams. The CPT

apparatus is also equipped with geophones to allow measurement of soil shear wave velocity;

tests were carried out at 1 m intervals. CPT18-1 was carried out to 30 m depth, through DH18-5

after it was drilled to 11.3 m depth, past gravel and cobbles that might have prevented passage

of the probe. CPT18-2 was carried out through DH18-10 after it was drilled to 12.2 m depth and

penetrated to refusal at 23.3 m depth.

CPT logs showing tip and sleeve resistance and the induced pore-water pressures, an

interpretation of the test results and the results of the shear wave velocity measurements are on

Plates 4875-7S-C1 to C6, in Appendix C.

We determined the locations of DH18-10 and 11 by measuring from site landmarks and

estimated their elevations from a site contour map. The drill hole and CPT locations are shown

on Drawing 4875-7S-A1. A summary of subsurface conditions is also shown on a cross section

shown on Drawing 4875-7S-A2, in Appendix A.

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4.0 SUBSURFACE CONDITIONS

4.1 Drilling Results

The drill holes encountered similar conditions consisting of the following soil units;

• Unit 1, loose to compact, non-plastic silt with some fine grained sand and some

gravel.

• Unit 2, compact to very dense sandy gravel with a trace amount of fines and

occasional cobbles.

• Unit 3, soft to firm silty clay of intermediate plasticity with a variable sand and

gravel content.

• Unit 4, fine grained sand with some fines and occasional layers of stiff to very

stiff silty clay.

Table 1, below, summarizes the depths the soil units were encountered in the drill holes.

Table 1 - Summary of Soil Unit Depths

Drill Hole Unit 1 Unit 2 Unit 3 Unit 4

DH18-10 0.6 m 9.1 m* 11.0 m Bottom of Hole 12.2 m

DH18-11 1.8 m 9.4 m 11.0 m Bottom of Hole 14.2 m

* Inferred from drill action.

SPT N values in the sandy gravel unit ranged between 17 and 69 and frequently met

refusal due to the presence of cobbles, indicating compact to very dense conditions.

Groundwater level measured in DH18-4 on June 7, 2018 was 9.6 m below the ground

surface, at about elevation 57.7 m. Water level measured in DH18-5 at the time of drilling on

June 7 was 5.7 m below ground surface, at about elevation 59.0 m. Water level dropped from

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elevation 57.8 to 56.4 m between June 12 and August 17, 2018 as recorded by a

Solinst Levelogger installed in DH18-4. A plot showing the water level readings is on

Plate 4875-7S-E3, in Appendix E. We anticipate groundwater levels below the proposed

SSRRU will be similar to those recorded at DH18-4.

4.2 CPT Results

The soil behaviour type (SBT) plots shown on the CPT18-2 log indicate silty sand to

clean sand from the bottom of DH18-10 to 17.3 m depth, then silty clay to clayey silt 22.8 m

depth, followed by silty sand to clean sand to the bottom of CPT18-2 at 23.3 m depth.

A correlation between the soil behaviour type index (Jefferies, 1993), Ic, and SPT “N”

using the formula ((qt / pa) / N60 ) = ( 8.5 * (1 - Ic / 4.6 )) where qt is corrected CPT tip pressure

and pa is atmospheric pressure estimates the “N” values of the silty sand to clean sand are

between 25 and 45 indicating compact to dense conditions.

A second correlation between undrained shear strength (Lunne, 1997), su, and qt using

the formula su = ( qt - óv) / Nkt, where óv is the vertical stress and Nkt is a variable between 10 and

20, shows the silty clay to clayey silt is stiff to very stiff, with an undrained shear strength

between 100 and 150 kPa. Nkt tends to increase with increasing plasticity and decrease with soil

sensitivity. The above calculation is based on an Nkt of 17.

Shear wave velocity measurements in CPT18-2 ranged between 240 and 370 and

averaged 300 m/s.

Bedrock was not encountered in the drill holes or CPTs.

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4.3 Laboratory Tests

To characterise the soil, we carried out laboratory moisture content, Atterberg limits,

grain size distribution and oedometer consolidation tests. The results are presented on the drill

hole logs and in Appendix D. The following table summarizes the results of laboratory Atterberg

plastic and liquid limit tests.

Table 2 - Atterberg Limit Test Results

Drill Hole Depth(m)

LiquidLimit

%

Plastic Limit

%

MoistureContent

%

PlasticityIndex

LiquidityIndex

Symbol

DH18-11 10.1 33 18 28.3 15 0.69 CI

To assess the deformation and settlement characteristics of the silty clay and clayey silt

deposits, Unit 3, we carried out consolidation tests on two Shelby tube samples. Plots showing

the consolidation test results are on Plates 4875-7S-D9 and 10. The results for DH18-11 are

summarized in Table 3, below.

Table 3 - Consolidation Test Results

DrillHole

Depth(m)

CompressionIndex

Ccv

RecompressionIndex

Ccr

Pre-consolidationStress, Pc’

(kPa)

Over-consolidationRatio (OCR)

DH18-11 10.1 0.20 0.061 225 1.1

The pre-consolidation stress and over-consolidation ratio referred to in Table 3 relate the

present vertical stress state of the soil to normally consolidated conditions. A normally

consolidated deposit has experienced no greater vertical load than that from the present

overburden stress at the existing groundwater conditions. Deposits can be over-consolidated due

to the weight of soil that previously covered the area or due to a change in groundwater

conditions, or other factors. The pre-consolidation stress is a measure of the maximum past

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effective vertical stress that has acted on the silty clay and clayey silt deposits.

Over-consolidation ratio (OCR) is a commonly used term to describe the consolidation state, and

is defined as the ratio of the pre-consolidation stress to the present soil stress condition.

Accurately defining the pre-consolidation stress is important for analysis of foundation

settlement. The results of our analysis show that an increase in vertical stress that exceeds the

pre-consolidation stress at this site will result in settlement at a rate three times that of the same

stress increase that does not exceed the pre-consolidation stress. Settlements of normally

consolidated and over-consolidated deposits are determined by the compression and

recompression indices, respectively, noted in Table 3.

Undrained shear strength is related to the state of consolidation of a soil deposit and since

CPT tip resistance is correlated to the undrained shear strength of cohesive soil, the CPT results

can be used to estimate the consolidation state of a fine grained soil deposit. The OCR is shown

on the interpreted CPT results for those deposits that have a soil behaviour type identified as

clay, silty clay or clayey silt. The consolidation state of primarily granular deposits is not defined

using this method. Correlations based on CPT tip pressure to OCR (Kulhawy, 1990) use the

formula “OCR = k (( qt - óvo ) / ó’vo )” where k is a variable between 0.2 and 0.5, óvo is the in-situ

vertical stress and ó’vo is the effective vertical stress. The results show the silty clay to clayey

silt encountered in the tests, is slightly over-consolidated with an OCR of about 2. The above

calculation is based on a k value of 0.33.

5.0 DISCUSSION AND RECOMMENDATIONS

Subsurface conditions at the site arise from a complex depositional environment as

described in Section 2.0. We interpret the drilling and CPT results to indicate several cycles of

deposition and erosion with the ground surface having at one time been higher then present.

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The surface layer of compact silt, Unit 1, has properties of low to moderate shear

strength, low to moderate compressibility, is sensitive to disturbance and has a high susceptibility

to the development of frost lenses. The natural, compact to very dense sandy gravel, Unit 2, and

sand with some fines, Unit 4, have properties of moderate to high shear strength, low to moderate

compressibility and the Unit 2 gravel has low susceptibility to the development of frost lenses.

The silty clay to clayey silt, Unit 3 has low shear strength and moderate to high compressibility.

The results of our site investigation indicate that conventional pad and strip footing

foundations constructed on the natural sandy gravel unit or on compacted structural fill placed

on the natural sandy gravel unit are feasible. The compact silt, organic soil, fill and disturbed

soil are not suitable for support of building foundations as they have relatively low shear strength

when compared to the gravel unit, and variable compaction and gradation characteristics which

can contribute to differential settlement.

Over-excavation to remove cobbles will likely be required in some areas for preparation

of building foundations. Details on foundation preparation are outlined below.

The depth of fill may vary across the site and the depth of fill in some locations might

be deeper than was encountered during our investigation. This investigation was not intended

to determine the full extent of existing fill across the site.

As noted above, the low over-consolidation ratio of the natural silty clay deposit, Unit 3,

indicates moderate to high susceptibility to consolidation settlement. The stress from building

foundations extends to about three times the foundation width, but the stress drops to about a

tenth of the foundation bearing pressure at a depth equal to twice the foundation width.

Assuming a basement floor elevation of 62.0 m and spread footing foundations at elevation

61.6 m, the compressible clay deposit, Unit 3, encountered in DH18-11 at elevation 55.8 m, is

below the zone of influence of strip and pad spread footing foundations. Consolidation

settlement due to the stress from shallow spread footing foundations is unlikely.

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Site grading fills of up to elevation 67 m may be required to bring parts of the site to

design grade. The wide area covered by site grading fill will result in stress increases that extend

to greater depth than that from a conventional narrow spread footing. This will cause

consolidation of Unit 3 and layers of silty clay encountered in Unit 4. To determine the amount

of settlement below the site grading fill, we developed a geological model based on the results

of our investigations and laboratory tests. Our analysis indicates the weight of fill up to elevation

67 m, assuming a unit weight of 22 kN/m3, will cause about 3 cm of settlement, provided Unit 3

is no more than 2 m thick. The length of time for this process to occur depends on the hydraulic

conductivity of the soil, on the thickness and depth to compressible layers and the distance

between permeable layers that allow drainage. We estimate settlement will occur over a period

of about one month. The risk of differential settlement caused by site grading fill can be avoided

by pre-constructing fill in advance of construction.

Groundwater levels likely vary seasonally and in response to precipitation, snow melt and

water levels in Skeena River. Water levels at the site are likely to be slightly higher than river

level although the available data does not provide a correlation. We anticipate groundwater level

could be 1 or 2 m higher than river level and, based on the projected 200 year return period flood

levels between 60 and 61 m, groundwater levels could approach elevation 62 m, the proposed

basement floor elevation. Basements that extend below the groundwater level will need to be

water-proof and designed to resist buoyant uplift pressure.

The recommendations in this report are based on the necessary assumption that soil

conditions encountered in the drill holes and CPTs are representative of soil conditions

elsewhere on the site. Please contact our office for additional recommendations if conditions

encountered during construction differ in any way from those described in this report.

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5.1 Seismic Site Classification

The 2018 B.C. Building Code defines the “Site Classification for Seismic Site Response”

in Table 4.1.8.-A. The seismic site classification depends on measurements of the shear wave

velocity, SPT ‘N’ or undrained shear strength of the soil to a depth of at least 30 m. We used the

results of shear wave velocity measurements in CPT18-1 and 2, and calculate the Site

Classification for Seismic Site Response corresponds to be Site Class “D”, “stiff soil”

(180<Vs30<360).

5.2 Liquefaction Assessment

National Resources Canada (NRC) 2015 National Building Code of Canada seismic

hazard calculator indicates a peak horizontal ground acceleration (PGA) with a 2% probability

of exceedance in 50 years of 0.072g. This value is based on Site Class “C”.

To assess the potential for liquefaction at the site we used the program CLiq v2.0 by

Geologismiki Geotechnical Software. Based on a magnitude 7.5 earthquake and a PGA of

0.072g, no zones of soil are susceptible to liquefaction. As a sensitivity check, we carried out

a back-analysis using CLiq and determined that the PGA required to induce liquefaction is 0.13,

equal to a scaling factor of 1.8.

CLiq indicates that during earthquake shaking, as much as 6 cm of settlement could occur

but based on a probabilistic analysis less than 2 cm is expected.

5.3 Spread Footing Foundations

We recommend supporting pad and strip footings on the natural, compact to dense sandy

gravel with a trace amount of fines or on compacted structural fill placed on the natural sandy

gravel. Existing fill, silt, organic and disturbed soil are not suitable for foundation support.

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Design spread footings using a factored bearing resistance of 400 kPa (limit states

design), and an allowable bearing pressure of 270 kPa (working stress design). The allowable

bearing pressure may be increased by one-third for transient loads caused by wind or seismic

events. Use a minimum footing width of 400 mm for strip footings and 600 mm for square pad

footings.

To prepare foundation areas, remove all existing fill, silt, debris, organic and disturbed

soil to expose the natural compact to dense sandy gravel with a trace amount of fines.

Over-excavate as required to remove cobbles that protrude above design grade. Compact the

surface of the excavation with several passes of a vibrating plate compactor weighing at least

450 kg. Bring foundation areas to grade using clean granular fill that meets the gradation

specifications for Select Granular Subbase (SGSB), defined in Table 4, in Section 5.4 below.

Place the SGSB in thin, uniform layers no thicker than 300 mm and compact each layer to at

least 100% Standard Proctor Density (SPD) (ASTM D698). Place the fill out beyond the edges

of each footing a horizontal distance equal to the depth of fill under the footing to allow for a

1H:1V load distribution through the fill to the natural ground.

We estimate that a 2.4 m square pad footing placed on the natural compact to dense sandy

gravel, and subjected to the allowable bearing pressure, will settle less than 2 cm. Differential

settlement between footings could be up to 75% of the total settlement. We can carry out

additional settlement analysis as required.

Provide 1.2 m of cover over perimeter foundations for confinement and to protect against

accidental undermining, and at least 300 mm of cover over interior footings for confinement,

measured from the slab surface to the base of the footing.

The natural, compact to dense sandy gravel and structural fill meeting our specifications

for SGSB and Well Grade Base (WGB) contain less than 5% fines, which consists of soil

particles smaller than 0.075 mm diameter, and are considered to have a low susceptibility to frost

heave. Footings placed on this soil do not require further protection from frost.

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Use a slope no steeper than 2 horizontal to 1 vertical (2H:1V) between footings at

different elevations, unless site specific analysis indicates that steeper angles are appropriate.

Step strip footings that cross areas of different elevations using a maximum vertical rise of

600 mm between horizontal steps. Construct the steps at an overall slope no steeper than 2H:1V.

If buried utilities are installed parallel to building foundations, place the footings or the utility

so that the utility is above a line drawn down at a slope of 2H:1V from the edge of the footing.

Excavations for installation of buried services that extend within a 1H:1V line extending

down from the outside edge of building foundations will reduce foundation support which can

cause building settlement. We recommend buried services be installed prior to construction of

building foundations. If buried services can not be installed prior to foundation construction,

either install a length of steel casing at the desired service location below the building or

construct the building foundations below the utility and install a sleeve through the foundation

wall at the service location. Backfill around the casing using placement and compaction

procedures described above.

5.4 Grade-Supported Floor Slabs

Prepare slab areas using the following procedures to reduce the potential for future slab

movement and cracking:

• Remove all existing fill, organic soil and soft, deleterious materials, to expose the

natural compact silt or compact to dense sandy gravel.

• Bring slab areas to grade using granular fill that meets the gradation specification

for SGSB, placed in uniform layers no thicker than 300 mm, and compact each

layer to at least 100% SPD. Provide at least 300 mm of SGSB below

grade-supported slab areas.

• Directly below the slab, place a minimum 100 mm thick layer of WGB, as

defined in Table 4. Compact this layer to at least 100% SPD.

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Use granular fill and drain rock that meets the following gradation specifications.

Table 4 - Specified Gradation for Granular Fill

Sieve

Size

(mm)

Percentage Passing

Well Graded

Base

Select Granular

Subbase

Drain

Rock

100 - 100 -

75 - 95-100 -

40 - - 100

25 100 - -

19 80-100 35-100 0-100

9.5 50-85 - -

4.75 35-70 15-60 0-10

2.36 25-50 - 0-5

1.18 15-35 - -

0.300 5-20 3-15 -

0.075 0-5 0-5 0-2

For WGB, use crushed and screened material that meets the requirements of B.C.

Ministry of Transportation and Infrastructure (BCMoT) Standard Specifications. The SGSB

can be a pit run material that meets the gradation noted in Table 4. Use durable aggregate that

will not degrade from exposure to water, freeze-thaw cycles or handling, spreading or

compacting. It must not contain organic materials or an excess of flat or elongate stones. Do

not place fill that is frozen and do not place fill on frozen ground.

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5.5 Lateral Earth Pressure and Perimeter Drains

Protect basement walls against seepage and a buildup of hydrostatic pressures by

installing a perimeter drainage system. Drawing 4875-7S-E2, in Appendix E, shows a typical

perimeter drain installation. Set the invert of the perimeter drain at least 200 mm below finished

floor elevation and slope at a minimum 0.25% gradient. Discharge the perimeter drainage

system into a sump equipped with an automatic pump. Do not connect rainwater leaders to the

perimeter drainage system. Equip the discharge line of the perimeter drainage system with a

one-way (back-up prevention) valve at a location that is accessible for maintenance.

We estimated the flow in the perimeter drainage system based on climate data available

on the Government of Canada website for station Terrace PCC recorded between 1981 and

2010 and the hydraulic conductivity of the natural soil. Our analysis assumes the recorded

extreme daily rainfall of 97 mm falls on a 1 m tributary area around the building perimeter,

infiltrates vertically and is intercepted by the perimeter drainage system over a period of three

hours. We estimate infiltrated surface water will reach the perimeter drainage system at a rate

of no more than 0.6 L/m/min.

Design basement walls and any retaining walls to withstand lateral pressures caused by

soil, seismic and surcharge loads. Drawings 4875-7S-E1, in Appendix E show typical lateral

earth pressures that can develop against a restrained wall. It assumes that the wall is unyielding.

The at-rest (Ko) and seismic loads will apply for all restrained walls. Fill against the walls using

granular fill that meets the gradation specifications for SGSB or use drain rock. Use an at-rest

coefficient of lateral earth pressure, Ko, of 0.38 and a soil density of 22 kN/m3. Add the

pressures from compaction and vehicle loading where they are appropriate.

The compaction stress is based on a 900 mm wide, double-drum, vibratory walk-behind

roller that has a total compactive force (dead plus live load) of 76 kN (17,000 lb). The stress is

based on the assumption that the fill is placed in 300 mm thick layers and that the compactor is

kept at least 300 mm away from the wall. The use of larger compaction equipment, thinner lifts,

or less distance to the back of the walls will increase the lateral earth pressures from that shown.

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Design walls against sliding using a coefficient of friction of 0.55 for footings placed on

compacted structural fill, as described above.

5.6 Mechanically Stabilized Earth Retaining Wall Design and Construction

Mechanically Stabilised Earth (MSE) retaining walls consist of a facing and a mass of

reinforced structural fill to retain soil behind the wall. We carried out a design for a 4.5 m high

wall using principles found in Report No. FHWA-NH1-00-043, dated March 2001 (published

by the National Highway Institute, US Department of Transportation) and the Canadian

Foundation Engineering Manual, 4th Edition. The wall design details are shown on

Drawing 4875-7S-E4, in Appendix E. We checked the design for factors of safety against

external failure (bearing capacity, sliding and overturning) and internal failure (geogrid breakage

and pullout). We determined that adequate factors of safety were achieved using the geogrid

length and configuration shown on Drawing 4875-7S-E4, and using the following construction

procedures:

1. Locate the bottom row of lock blocks to have at least 400 mm of soil cover over the

front of the blocks. Where temporary excavation slopes are required grade them to

no steeper than 1.25 horizontal to 1 vertical (1.25H:1V) in dry, loose silt and sand

and 1H:1V in dry, compact to dense sandy gravel. Excavation slopes will stand

unsupported at these angles but may be subject to ravelling and surface erosion

during precipitation events. Remove cobbles from excavation slopes that may roll

downslope prior to personnel entering the excavation.

2. Below the first row of blocks, place a levelling course of WGB, defined in Table 4,

at least 150 mm thick and at least 300 mm beyond the front and back of the blocks.

Compact this layer to at least 98% SPD. Concrete with a compressive strength of at

least 10 MPa could be used as an alternative to WGB.

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3. Place the first row of blocks on the levelling course. Fill behind the blocks using

SGSB. Place the fill in uniform layers no thicker than 300 mm and compact each

layer to at least 98% SPD.

4. When the fill is up to the top of the first row of blocks, place a length of uniaxial

geogrid, as specified on Drawing 4875-S7-E4, over the cruciform on the top of the

block; do not cut the geogrid to fit the cruciform. Place the geogrid with the direction

of reinforcement perpendicular to the blocks. Place the geogrid sheets adjacent to

each other to provide complete coverage behind the wall but do not overlap the

sheets. Place the second row of blocks over the geogrid and pull out any slack.

5. Keeping the geogrid flat and taut, place granular fill over the geogrid using material

that meets our specification for SGSB. Place the fill in uniform layers no thicker

than 300 mm and compact each layer to at least 98% SPD. Spread the fill starting

from the back of the block and working towards the back of the excavation

to maintain tension in the geogrid. Within 1 m of the back of the blocks,

use hand-operated vibratory compaction equipment weighing less than 450 kg

(1,000 lbs).

6. Repeat this process for the remaining layers of geogrid, blocks and compacted,

structural fill.

Where the retaining wall transitions in height, make the transition a full block in height

to maintain continuity of the geogrid. This also applies to corners and areas where site grading

affects the height of the wall. If the geogrid overlaps at corners or curves, separate the geogrid

with at least 75 mm of compacted fill. Slope the fill in front of the bottom row of blocks at no

steeper than 2H:1V .

Page 17 of 20



6.0 CONSTRUCTION REVIEW

We recommend that we review the design drawings prior to construction to check that

our recommendations are appropriate for the proposed design and that the level of the

investigation is adequate for the project.

We also recommend, and the B.C. Building Code specifies, that an experienced engineer

or his designate carry out construction review and testing of the following:

• all foundation excavations, and

• all compacted, structural fill below buildings.

Prior being able to complete Schedule C-B of the Code, which is a form titled “Assurance

of Professional Field Review and Compliance”, the necessary field reviews will need to be

completed. The Schedule C-B form is often required by Building Inspection Officials prior to

an Occupancy Permit being issued.

The foundation excavation review will include checks that soil conditions are as expected

and that the base is free of water or sloughed or loosened soil. If soil conditions are different

than expected, we can provide recommendations for remedial measures, as required.

We recommend that an experienced geotechnical technician review the placement and

compaction of all structural fill, starting with the first layer, to confirm that the fill materials and

soil density meet the project specifications.

7.0 CLOSURE

This indicative geotechnical report was prepared by GeoNorth Engineering Ltd. for the

use of Northern Health and their consultants. The material in it reflects GeoNorth Engineering’s

judgement in light of the information available to us at the time of preparation. Any use which

Page 18 of 20



Third Parties make of this report, or any reliance on decisions to be made based on it, are the

responsibility of such Third Parties. GeoNorth Engineering Ltd. accepts no responsibility for

damages, if any, suffered by any third party as a result of decisions made or actions based on this

report.

Please contact the writers if any parts of the report need to be clarified.

Yours truly, Reviewed by,

GeoNorth Engineering Ltd. GeoNorth Engineering Ltd.

Per: W.J. Lanenga, P.Eng. Per: D.J. McDougall, M.Eng., P.Eng.

Page 19 of 20



References

GeoNorth Engineering Ltd. 2003. Proposed Tertiary Psychiatric Care Facility, Terrace, B.C. Prince George, B.C.

Jefferies, M.G. and Davies, M.P. 1993. Estimation of SPT N values from the CPT. ASTM

Lunne, T., Robertson, P.K., and Powell, J.J.M. 1997. Cone penetration in geotechnical practice., E & FN Spon

Routledge, 352 p, ISBN 0-7514-0393-8.

Kulhawy, F.H., and Mayne, P.W. 1990. Manual on Estimating Soil Properties for Foundation Design. Ithaca, New

York. Cornell University.

Page 20 of 20



A P P E N D I X A

ã ã

ã

DRAFT

AutoCAD SHX Text

EXISTING HOSPITAL

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TETRAULT STREET

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EBY STREET

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HAUGLAND AVENUE

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KEITH AVENUE

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DH18-01

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DH18-04

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DH18-05 & CPT18-1

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DH18-02

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PROPOSED NEW HOSPITAL BUILDING

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A

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A2

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A

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A2

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DH18-09

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DH18-08

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DH18-06

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B

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A3

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B

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A3

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DH18-03

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DH18-07

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DH18-10 & CPT18-2

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DH18-11

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PROPOSED SEVEN SISTERS BUILDING

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SITE LOCATION

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NORTHERN HEALTH SEVEN SISTERS REHABILITATION AND RECOVERY UNIT RELOCATION MILLS MEMORIAL HOSPITAL, TERRACE, B.C. SITE PLAN SHOWING DRILL HOLE & CPT LOCATIONS

AutoCAD SHX Text

K-4875

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PROJECT NO:

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4875-7S-A1

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DWG NO.

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SCALE:

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DATE:

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APPROVED:

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1:1500

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2019/02/08

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-

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REV.

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Prince George, B.C. V2N 1B2

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3975 18th Avenue

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Tel. 250-564-4304 Fax 250-564-9323

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N

AutoCAD SHX Text

NOTES: 1. SITE PLAN BASED ON DIGITAL INFORMATION TAKEN FROM SITE PLAN BASED ON DIGITAL INFORMATION TAKEN FROM Google earth, ã 2018 Google, Imageã 2018 DigitalGlobe. 2018 Google, Imageã 2018 DigitalGlobe. 2018 Google, Imageã 2018 DigitalGlobe. 2018 DigitalGlobe. 2018 DigitalGlobe. 2. DRILL HOLE LOCATIONS ARE APPROXIMATE.DRILL HOLE LOCATIONS ARE APPROXIMATE.

AutoCAD SHX Text

KEY MAP

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NTS Map - 103 I/10

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Scale - 1:50,000

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N

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Department of Natural Resources Canada. All rights reserved.Department of Natural Resources Canada. All rights reserved.

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REVIEWED BY:

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DRAWN BY:

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LU

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DJM

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Note: Drawing is included for information purposes only and is to be interpreted with the corresponding Geotechnical Report.

DRAFT

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60

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HORIZONTAL DISTANCE (m)

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Cross Section B-B

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0

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20

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40

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60

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80

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100

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120

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140

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160

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180

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200

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220

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240

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260

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280

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300

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320

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340

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DH18-09

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DH18-10

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DH18-11

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62

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64

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66

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23-

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25-

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25-

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21-

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30-

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27-

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SILT, trace sand.

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GRAVEL, sandy, trace fines.

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CLAY, silty, trace sand, trace gravel.

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Ref-

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Ref-

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Ref-

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Ref-

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ORGANIC SILT.

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SILT, sandy trace gravel.

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SAND, some fines.

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Ref-

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35-

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27-

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41-

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38-

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SAND, silty (FILL).

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GRAVEL, sandy, trace fines (FILL).

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SILT, some sand.

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CLAY, silty.

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SAND, and silt.

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58

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56

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54

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52

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12

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13

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14

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15

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16

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17

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18

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19

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20

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21

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22

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0

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6

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12

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18

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24

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(MPa)

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qt - Tip Stress

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CPT18-2

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DH18-07

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DH18-05

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6-

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9-

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Ref-

AutoCAD SHX Text

Ref-

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Ref-

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49-

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17-

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SILT, trace sand.

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CLAY, silty, trace sand.

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0

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6

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12

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18

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24

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(MPa)

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qt - Tip Stress

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CPT18-1

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12

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13

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14

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15

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16

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17

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18

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19

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20

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21

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22

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11

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Ref-

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Ref-

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Ref-

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Ref-

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33-

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23-

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10-

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12-

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21-

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13-

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SILT, some sand.

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GRAVEL, sandy, trace to some fines.

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CLAY, silty, some sand, some gravel.

AutoCAD SHX Text

50

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48

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46

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2018/06/07

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NORTHERN HEALTH SEVEN SISTERS REHABILITATION AND RECOVERY UNIT RELOCATION MILLS MEMORIAL HOSPITAL, TERRACE, B.C. CROSS SECTION B-B

AutoCAD SHX Text

K-4875

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PROJECT NO:

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4875-7S-A2

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DWG NO.

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SCALE:

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DATE:

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APPROVED:

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As Shown

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2019/02/08

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-

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REV.

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3975 18th Avenue

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Tel. 250-564-4304 Fax 250-564-9323

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SCALE 1:1000 HORIZONTAL 1:100 VERTICAL

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COLOR

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SOIL BEHAVIOR TYPE

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Sensitive Fine-Grained

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Organic Soil - Peat

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Clay to Silty Clay

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Silty Clay to Clayey Silt

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Silty Sand to Sandy Silt

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Silty Sand to Clean Sand

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Gravelly Sand to Dense Sand

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Very Stiff Sand to Clayey Sand*

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Very Stiff, Fine-Grained*

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*Heavily Overconsolidated or Cemented

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CPT LEGEND

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REVIEWED BY:

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DRAWN BY:

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LU

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DJM

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A P P E N D I X B

63.4

59.0

1.7

6.1

SILT, some fine grained sand, some gravel,subangular to subrounded, no visible structure,compact, non plastic, light brown, traceorganics, damp.

- below 0.8 m, trace gravel, trace sand, finegrained

GRAVEL, subangular to subrounded, sandy,coarse to medium grained, trace fines, verydense, light brown-grey, frequent cobbles,damp.

- below 4.1 m, gravels are subrounded torounded.

End of drill hole at 6.1 m.Backfilled with bentonite and drill cuttings.No seepage encountered.

360

480

190

180

0

DATE OF INVEST:

L

COMMENTS65.1

SEVEN SISTERS REHABILITATION ANDRECOVERY UNIT RELOCATION

MILLS MEMORIAL HOSPITAL, TERRACE, B.C.

SOIL DESCRIPTION


P

LOGGED:

LOCATION:

SURFACE ELEVATION (m):

PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/06/05

ELEV (m)

20%10%W

POCKET PENETROMETER RDG.STRENGTH TEST RESULTS

K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)

HOLE NO:DRILL HOLE LOG

1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-1

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B1

9U 526109E 6040458N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

7

11

10

6

3

8

4

6

7

21

36

29

23

39

50

21

12

57

Ref

Ref

63.8

58.9

1.2

6.1

SILT, some fine grained sand, trace gravel,subrounded, loose, non plastic, light brown,damp.

- below 0.5 m, interbedded sand, coarse tomedium grained, gravelly, subrounded,compact, brown.

GRAVEL, subrounded, and some coarse tomedium grained sand, trace fines, very dense,light brown-grey, isolated cobbles, damp.

- below 3.0 m, frequent cobbles, sandy, coarsegrained.

End of drill hole at 6.1 m.Backfilled with drill cuttings.No seepage encountered.

- Grain Size Analysis, See Plate4875-7S-D1


310

200

210

DATE OF INVEST:

L

COMMENTS65.0



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/06/05

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-2

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B2

9U 526065E 6040584N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

2

3

4

6

6

31

40

41

37

32

30

7

Ref

69

65.2

59.4

0.3

6.1

ORGANIC SOIL, reddish-brown.

GRAVEL, rounded to subrounded, and coarseto fine grained sand, trace fines, no visiblestructure, compact, light brown, damp.

- below 0.8 m, isolated cobbles.

- below 2.4 m, frequent cobbles, sand changesto medium-coarse grained.

End of drill hole at 6.1 m.Backfilled with bentonite and drill cuttings.No seepage encountered.

200

200

130

DATE OF INVEST:

L

COMMENTS65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/06/05

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)

HOLE NO:

Blows/300mm

DCP

DRILL HOLE LOG

1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-3

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B3

9U 526141E 6040590N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

5

7

9

18

10

11

9

9

43

37

16

20

Ref

65.5

Cuttings

Bentonite and Cuttings

1.8

SILT, trace fine grained sand, no visiblestructure, loose, brown, organics, damp.

- below 1.2 m, interbedded sand, fine to mediumgrained, no visible structure, loose, dark brown,damp.

GRAVEL, subrounded, sandy, coarse tomedium grained, trace fines, no visiblestructure, dense, light brown-grey, damp.

- below 3.8 m, frequent cobbles.

- below 4.6 m, very dense.

- between 6.1 and 6.4 m, rust staining observed.

- below 6.7 m, some coarse to fine grainedsand.




June 7, 2018

300

560

180

400

240

230

DATE OF INVEST:

L

COMMENTS

(continued on next page)

67.3



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/06/05-06

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-4

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B4

9U 526171E 6040464N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

3

4

4

4

4

2

3

3

5

10

23

30

20

21

28

26

20

28

24

36

38

27

28

8

5

33

49

Ref

60

55

51.5

51.1

49.9

Filter Sand

15.8

16.2

17.4

GRAVEL, subrounded, sandy, coarse tomedium grained, trace fines, no visiblestructure, dense, light brown-grey, damp.(continued)

- below 10.7 m, dense.

- below 13.7 m, trace coarse grained sand,compact.

CLAY, silty, trace sand, fine to medium grained,layered, very soft, intermediate plasticity, grey,Wn<WL.

SAND, fine grained to medium grained, somefines, no visible structure, wet.

End of drill hole at 17.4 m.Seepage encountered below 9.6 m depth.


190

210

150

170

DATE OF INVEST:

L

COMMENTS67.3



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/06/05-06

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-4

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B5

9U 526171E 6040464N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

25

15

16

25

21

18

18

15

18

11

18

8

10

8

12

5

5

41

33

26

17

62.6

55.4

2.1

9.3

SILT, trace fine grained sand, non plastic,brown, organic rich, damp.- layered with sand, fine to medium grained,trace fines, brown.

GRAVEL, subrounded, sandy, medium tocoarse grained, trace fines, light brown-grey,isolated cobbles, damp.

- below 3.9 m, silty with frequent cobbles.

- below 7.6 m, some medium to coarse grainedsand.

CLAY, silty, trace fine grained sand, layered,very soft, low to intermediate plasticity, grey,wet.


June 7, 2018

240

260

120

120

80

DATE OF INVEST:

L

COMMENTS


64.7



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/06/06

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-5

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B6

9U 526077E 6040527N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

25

2

3

3

4

4

4

5

5

32

40

49

28

26

23

12

10

7

6

6

9

Ref

Ref

Ref

49

17

53.411.3

CLAY, silty, trace fine grained sand, layered,very soft, low to intermediate plasticity, grey,wet. (continued)

End of drill hole at 11.3 m.Backfilled with bentonite and drill cuttings.Seepage encountered below 5.7 m depth.

Tore Vane completedon Shelby Tube= 25 kPa

Consolidation Test,See Plate 4875-7S-D9Pc'=280kPaCcr=0.048Ccv=0.12

DATE OF INVEST:

L

COMMENTS64.7



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

JP

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/06/06

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-5

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B7

9U 526077E 6040527N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

50

64.9

64.3

58.2

0.6

1.2

7.3

SAND, gravelly, trace to some fines, no visiblestructure, compact, brown, moist (FILL).

- below 0.5 m, trace organic silt.

SILT, some sand, no visible structure, compact,non plastic, brown to rust colour, damp.

GRAVEL, sandy, trace to some fines, no visiblestructure, compact, brown, damp.


CLAY, silty, some sand, some gravel, no visiblestructure, stiff, intermediate plasticity, brown,Wn>Wp.- below 7.6 m, sandy, gravelly.

- below 9.1 m, layered with stiff, varved, siltyclay up to 25 cm thick.

0

0

350

500

210

DATE OF INVEST:

L

COMMENTS


65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/20

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-6

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B8

9U 526153E 6040545N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

100

200

150

12

9

6

8

15

16

15

12

14

14

17

12

19

8

13

12

18

15

Ref

27

29

25

50.315.2

CLAY, silty, some sand, some gravel, no visiblestructure, stiff, intermediate plasticity, brown,Wn>Wp. (continued)

- below 12.2 m, less frequent layers of sandygravel.

End of drill hole at 15.2 m.No seepage encountered.

15 blows for 2.5 cm50

50

DATE OF INVEST:

L

COMMENTS65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/20

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-6

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B9

9U 526153E 6040545N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

250

150 200

200

27

15

15

21

20

Ref

41

65.350.15 SILT, some sand, no visible structure, compact,non plastic, rust coloured, roots, damp.

GRAVEL, sandy, trace to some fines, no visiblestructure, compact, brown to grey, damp.

- below 1.8 m, occasional to frequent cobbles,trace fines.

- below 8.2 m, some sand.

bouncing on a rock

20 blows for 5 cm

spoon bouncing

spoon bouncing for 20blows

0

100

0

0

360

150

DATE OF INVEST:

L

COMMENTS


65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/20-21

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-7

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B10

9U 526116E 6040575N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

17

34

37

20

17

18

15

13

6

14

9

9

Ref

Ref

Ref

Ref

33

23

49.8

48.7

15.7

16.8

GRAVEL, sandy, trace to some fines, no visiblestructure, compact, brown to grey, damp.(continued)

CLAY, silty, some sand, some gravel, no visiblestructure, intermediate plasticity, grey, Wn>Wp.

End of drill hole at 16.8 m.Seepage encountered at 9.1 m.

0

0

0

100

DATE OF INVEST:

L

COMMENTS65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/20-21

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-7

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B11

9U 526116E 6040575N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

150 200

2

3

7

7

15

7

5

8

12

11

10

9

5

6

7

8

10

12

21

13

65.2

57.9

0.3

7.6

SILT, sandy, no visible structure, compact, nonplastic, rust coloured, roots, damp.

GRAVEL, sandy, trace fines, no visiblestructure, compact, grey, occasional cobble,damp.


- below 6.1 m, occasional layer of silty, sandygravel.

GRAVEL, sandy, some silt, layered, dense,brown, moist to wet. 25 blows for 7.5 cm

150

120

DATE OF INVEST:

L

COMMENTS


65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/21

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-8

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B12

9U 526146E 6040641N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

26

22

25

22

22

8

7

Ref

30

49.715.8

GRAVEL, sandy, some silt, layered, dense,brown, moist to wet. (continued)

- below 10.7 m, some fines.

End of drill hole at 15.8 m.Seepage encountered below 9.1 m.

40 blows for 5 cm

150

0

100

120

DATE OF INVEST:

L

COMMENTS65.5



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/21

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-8

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B13

9U 526146E 6040641N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

8

11

9

12

40

18

1

15

12

21

10

13

11

20

Ref

16

23

65.70.3SILT, trace fine grained sand, no visiblestructure, compact, non plastic, rust coloured,damp.

GRAVEL, sandy, trace fines, no visiblestructure, compact, brown to grey, occasionalcobble, damp.

- below 7.6 m, some fines.230

260

DATE OF INVEST:

L

COMMENTS


66.0



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/21-22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-9

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B14

9U 526092E 6040635N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

10

13

10

11

16

14

11

12

23

25

50.8

50.2

15.2

15.8

GRAVEL, sandy, trace fines, no visiblestructure, compact, brown to grey, occasionalcobble, damp. (continued)

CLAY, silty, trace sand, trace gravel, varved,hard, intermediate plasticity, occasional layer ofsandy gravel, Wn~Wp.

End of drill hole at 15.8 m.No seepage encountered.

120

0

110

600

DATE OF INVEST:

L

COMMENTS66.0



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/21-22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-9

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B15

9U 526092E 6040635N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

350400

14

16

9

8

11

11

10

8

26

20

10

7

9

11

16

20

25

21

30

27

64.62

64.1

0.08

0.6

ORGANIC SILT, black, roots, damp.

SILT, sandy, trace gravel, compact, non plastic,rust coloured, damp.

GRAVEL, sandy, trace fines, no visiblestructure, dense, brown, occasional to frequentcobbles, damp.

- below 8.2 m, occasional cobble.

30 blows for 5 cm

spoon bouncing

30 blows for 2.5 cm

130

0

50

DATE OF INVEST:

L

COMMENTS


64.7



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-10

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B16

9U 526094E 6040412N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

21

30

21

30

Ref

Ref

Ref

53.7

52.5

11.0

12.2

GRAVEL, sandy, trace fines, no visiblestructure, dense, brown, occasional to frequentcobbles, damp. (continued)

SAND, fine to medium grained, some fines,layered, compact, grey, layer of coarse grainedsand and sandy silt, wet.

End of drill hole at 12.2 m.Seepage encountered below 11.3 m.

spoon bouncing0

DATE OF INVEST:

L

COMMENTS64.7



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-10

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B17

9U 526094E 6040412N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

45 Ref

64.3

64.0

63.4

55.8

0.9

1.2

1.8

9.4

SAND, silty, no visible structure, compact, rustcoloured, damp (FILL).

GAVEL, sandy, trace fines, no visible structure,compact, brown, damp (FILL).

SILT, some sand, no visible structure, compact,non plastic, rust coloured, damp.

GRAVEL, sandy, trace fines, no visiblestructure, brown, damp.


- below 5.5 m, numerous cobbles.

- below 6.4 m, occasional cobble.

CLAY, silty, varved, firm, intermediate plasticity,brown, Wn>Wp.

- below 9.8 m, layered with gravelly sand.

30 blows for 5 cm

Consolidation Test,See Plate4875-7S-D10Pc'=225kPaCcr=0.061

150

300

DATE OF INVEST:

L

COMMENTS


65.2



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

0

2018/09/22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

10

DE

PT

H (

m)

DEPTH (m)


1

2

3

4

5

6

7

8

9

WATER CONTENT

DH18-11

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B18

9U 526092E 6040330N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

50

33

36

30

28

24

11

7

Ref

35

54.2

51.0

11.0

14.2

CLAY, silty, varved, firm, intermediate plasticity,brown, Wn>Wp. (continued)

- between 10.7 and 11.0 m, trace sand, tracegravel.

SAND, some silt, no visible structure, compact,grey, wet.

End of drill hole at 14.2 m.Seepage encountered at 9.4 m.

Ccv=0.20

- Grain Size Analysis, See Plate4875-7S-C8

300

350

0

DATE OF INVEST:

L

COMMENTS65.2



SOIL DESCRIPTION


P

LOGGED:

LOCATION:


PROJECT

SA

MP

LES

PLATE NO.

WN W

WJL

50%40%30%

DRILL:kPa25020015010050

3975 18th Avenue

SY

MB

OL

10

2018/09/22

ELEV (m)

20%10%W


K-4875-7S

CLIENT

FILE NO:

20

DE

PT

H (

m)

DEPTH (m)


11

12

13

14

15

16

17

18

19

WATER CONTENT

DH18-11

Tel. 250-564-4304 Fax 250-564-9323

Sonic

4875-7S - B19

9U 526092E 6040330N

NORTHERN HEALTH

SP

T,

BLO

WS

PE

R 1

52 m

mS

PT

'N'

RE

CO

VE

RY

(m

m)

50

6

8

19

21

8

19

22

12

18

20

27

41

38



A P P E N D I X C


Cone Penetration Test Results

Client: Northern Health Job No.: K-4875 Location: UTM 9U 526077E 6040527N, Elev. 64.7 m Date of Investigation: 2018-06-06

Project: Seven Sisters Rehabilitation and Recovery Unit RelocationHole No.: CPT18-1 Drilling Details: Drilled out to 11.3 m depth, see DH18-5 Plate no.: 4875-7S-C1

Soil Behavior Type (SBT) 1 Sensitive Fine-Grained 3 Clay to Silty Clay 5 Silty Sand to Sandy Silt 7 Gravelly Sand to Dense Sand 9 Very Stiff, Fine-grained*

(Robertson 1990) 2 Organic Soil - Peat 4 Silty Clay to Clayey Silt 6 Silty Sand to Clean Sand 8 Very Stiff Sand to Clayey Sand* * Heavily Overconsolidated or Cemented

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 6000 12000 18000 24000

(kPa)

qt - Tip Stress

DRAFT


Cone Penetration Test - Correlations to Geotechnical Parameters





0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 100 200 300 400

Su

(kPa)

0 1 2 3 4 5 6 7 8 910

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 2 4 6 8

OCR

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 15 30 45 60

N60

(Blows)

DRAFT


Client: Northern Health UTM Coordinates: UTM 9U 526077E 6040527N

Project: Seven Sisters Rehabilitation and Recovery Unit Relocation Drilling Details: Drilled out to 11.3 m depth

Job No.: K-4875 Elevation: 64.7 m

Hole No.: CPT18-1 Plate no.: 4875-7S-C3

Cone Penetration Test - Seismic Velocity Profile

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 125 250 375 500D

ep

th (

m)

Vs(m/s)

DRAFT


Cone Penetration Test Results





0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(kPa)

fs - Sleeve Stress

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0% 3% 6% 9% 12%

Rf - fs / qt

(%)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 50 100 150 200

(m of water)

U - Pore Pressure

0 1 2 3 4 5 6 7 8 9 10

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 6000 12000 18000 24000

(kPa)

qt - Tip Stress

DRAFT


Cone Penetration Test - Correlations to Geotechnical Parameters





0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 100 200 300 400

Su

(kPa)

0 1 2 3 4 5 6 7 8 910

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

(Robertson, 1990)

SBT

Depth

(m

)

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

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18.00

19.00

20.00

21.00

22.00

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24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 2 4 6 8

OCR

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 15 30 45 60

N60

(Blows)

DRAFT


Client: Northern Health UTM Coordinates: UTM 9U 526077E 6040527N

Project: Seven Sisters Rehabilitation and Recovery Unit Relocation Drilling Details: Drilled out to 12.2 m depth

Job No.: K-4875 Elevation: 64.5 m

Hole No.: CPT18-2 Plate no.: 4875-7S-C6

Cone Penetration Test - Seismic Velocity Profile

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

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19.00

20.00

21.00

22.00

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24.00

25.00

26.00

27.00

28.00

29.00

30.00

0 125 250 375 500D

ep

th (

m)

Vs(m/s)

DRAFT



A P P E N D I X D

LABORATORY CONSOLIDATION TEST, ASTM D2435

Project: Project No.:Client: Drill Hole:Location: Depth (m):

Soil Type: CL 23.3 Plastic Limit, %: 18 Liquid Limit, %: 28 19

Plate No.: 4875-7S-D9

Moisture Content, %: Unit Weight, kN/m3

Proposed Mills Memorial Hospital RedevelopmentNorthern Health4720 Haugland Avenue, Terrace, BC

K-4875DH18-510.9

0.45

0.50

0.55

0.60

0.65

10 100 1000 10000

Void

Rat

io

Vertical Effective Stress, kPa

Ccv = 0.12

Ccr = 0.048

Pc = 280 kPa

1.E-031.E-021.E-01Coefficient of Consolidation, cm2/sec

LABORATORY CONSOLIDATION TEST, ASTM D2435

Project: Project No.:Client: Drill Hole:Location: Depth (m):

Soil Type: CI 28.3 Plastic Limit, %: 18 Liquid Limit, %: 33 19.7

Plate No.: 4875-7S-D10

Proposed Mills Memorial Hospital RedevelopmentNorthern Health4720 Haugland Avenue, Terrace, BC

K-4875DH18-1110.1

Moisture Content, %: Unit Weight, kN/m3

0.40

0.45

0.50

0.55

0.60

0.65

0.70

0.75

0.80

10 100 1000 10000

Void

Rat

io

Vertical Effective Stress, kPa

Ccv = 0.20

Ccr = 0.061

Pc = 225 kPa

1.E-04 1.E-03 1.E-02 1.E-01Coefficient of Consolidation, cm2/sec



A P P E N D I X E

DRAFT

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DEPTH OF COVER MIN. 0.4 m

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NATURAL GROUND

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1

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1

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MIN. 150 mm THICK LEVELLING COURSE OF WELL GRADED BASE, COMPACTED TO 98% SPD

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FINISHED GRADE

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NO STEEPER THAN

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1

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2

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2

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1

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NO STEEPER THAN

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UNIAXIAL GEOGRID AS SPECIFIED

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TENCATE MIRAGRID 3XT, OR EQUIVALENT

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LOCK BLOCK (TYP.)

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1

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10

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PROJECT NO:

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DWG NO.

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SCALE:

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DATE:

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APPROVED:

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-

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REV.

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NORTHERN HEALTH SEVEN SISTERS REHABILITATION AND RECOVERY UNIT RELOCATION MILLS MEMORIAL HOSPITAL, TERRACE, B.C. NEW LOCKING BLOCK RETAINING WALL CONCEPTUAL CROSS SECTION

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K-4875

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4875-7S-E4

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N.T.S.

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2019/02/08

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NOTES: : 1. COMPACT GRANULAR FILL BELOW THE LOCK BLOCKS TO AT LEAST 98% STANDARD COMPACT GRANULAR FILL BELOW THE LOCK BLOCKS TO AT LEAST 98% STANDARD PROCTOR DENSITY (SPD) (ASTM D698) IN LIFTS NO GREATER THAN 300 mm. USE GRANULAR FILL THAT MEETS GRADATION SPECIFICATIONS FOR WELL GRADED BASE (WGB). 2. USE GRANULAR SOIL THAT MEETS THE GRADATION SPECIFICATIONS FOR SGSB FOR FILL USE GRANULAR SOIL THAT MEETS THE GRADATION SPECIFICATIONS FOR SGSB FOR FILL BEHIND THE WALL. PLACE THE GEOGRID HORIZONTALLY ON COMPACTED WALL FILL, SECURED BELOW OR BETWEEN THE STACKED LOCK BLOCKS, AND PULLED TAUT BEFORE BEING COVERED BY WALL FILL. PLACE THE FILL IN UNIFORM LAYERS NO MORE THAN 300 mm THICK STARTING FROM THE BACK OF THE LOCK BLOCKS WORKING TOWARD THE END OF THE GEOGRID IN A MANNER THAT MAINTAINS TENSION IN THE GRID. COMPACT EACH LAYER TO AT LEAST 98% SPD. WITHIN 1 m OF THE BACK OF THE BLOCKS, USE HAND OPERATED, VIBRATORY EQUIPMENT WEIGHING LESS THAN 450 kg (1000 lbs). OPERATE COMPACTORS PARALLEL TO THE WALL. 3. FOR WALLS LESS THAN 4.5 m HIGH, USE THE ABOVE DETAIL BUT OMIT THE NECESSARY FOR WALLS LESS THAN 4.5 m HIGH, USE THE ABOVE DETAIL BUT OMIT THE NECESSARY NUMBER OF BLOCKS AND CORRESPONDING LAYERS OF GEOGRID FROM THE BOTTOM UP.

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3975 18th Avenue

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Tel. 250-564-4304 Fax 250-564-9323

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WALL HEIGHT (m)

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GEOGRID LENGTH (m)

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0.75

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-

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1.5

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1.4

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2.25

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1.8

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3.0

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2.2

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3.75

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2.6

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4.5

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3.2

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REVIEWED BY:

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DRAWN BY:

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LU

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DJM

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Documents

SEVEN SISTERS REHABILITATION AND RECOVERY UNIT RELOCATION