PROPOSED CULVERT REPLACEMENT AT WILLOW … · 5.6 Pavement Structure 12 5.7 Aggregates and Fill 13...

GEOTECHNICAL REPORT

PROPOSED CULVERT REPLACEMENT AT WILLOW FLATS, ABOUT 42 KM

WEST OF CHETWYND, B.C.

Prepared for

B.C. MINISTRY OF TRANSPORTATION AND INFRASTRUCTURENORTHERN REGION

Prepared by

GEONORTH ENGINEERING LTD.3975 18 AVENUEth

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

PROJECT No. K-4579

December 5, 2017

GEONORTH ENGINEERING LTD.

B.C. Ministry of Transportation and Infrastructure December 5, 2017Geotechnical ReportProposed Culvert Replacement at Willow Flats, about 42 km West of Chetwynd, B.C. File No. K-4579

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION 1

2.0 GEOLOGICAL BACKGROUND 1

3.0 SITE INVESTIGATION 2

4.0 SUBSURFACE CONDITIONS 4

5.0 DISCUSSION AND RECOMMENDATIONS 6

5.1 Embankment Settlement Analysis 6

5.2 Pile Foundations 7

5.3 Bridge End Fill 10

5.4 Seismic Site Class 10

5.5 Earth Embankment Fills

and Barrier Flare Embankment Widening 10

5.6 Pavement Structure 12

5.7 Aggregates and Fill 13

6.0 CONSTRUCTION REVIEW 13

7.0 CLOSURE 14



APPENDICES

APPENDIX A

Site Location Plan Drawing 4579-A1

Site Plan Showing Drill Hole Locations Drawing 4579-A2

Profile Along Highway Centreline Drawing 4579-A3

APPENDIX B

Drill Hole Logs 10 pages

Materials Classification Legend 1 page

Cone Penetration Test Log 2 pages

APPENDIX C

Typical Lateral Earth Pressures Drawing 4579-C1

Typical Embankment Widening Detail Drawing 4579-C2

Transition Detail: Existing to New Road Structure Drawing 4579-C3



1.0 INTRODUCTION

B.C. Ministry of Transportation and Infrastructure (BCMoTI) is investigating the

replacement of a culvert with a new bridge crossing at Willow Flats on Highway 97 about 42 km

west of Chetwynd, B.C. and commissioned GeoNorth Engineering Ltd. (GeoNorth) to carry out

a geotechnical investigation at the crossing. The work was carried out under “As and When”

Contract Number 860C5933, and was coordinated with Stantec Inc., the project managers. The

crossing is at BCMoTI Landmark Kilometre Inventory segment 1161, kilometre 106.09. The

creek at Willow Flats is a tributary of Pine River, with the confluence about 375 m south of the

highway crossing. The site location is shown on Drawing 4579-A1, in Appendix A.

The existing crossing is an approximately 3 m high soil embankment with a 1.2 m

diameter corrugated steel culvert. The new crossing will be a 13.5 m long single-span bridge.

The highway grade at the crossing will be raised by about 1 m at centerline with up to 2 m of

embankment fill to accommodate widening for barrier flares. Project stationing, geometric

details and test hole locations are shown on Drawing 4579-A2, in Appendix A.

This report presents the results of the site investigation, describes existing subsurface

stratigraphy and presents geotechnical recommendations for design and construction of the new

crossing.

2.0 GEOLOGICAL BACKGROUND

The surficial soil deposits at the site are the result of the last glaciation, which ended with

melting of the glacial ice between about 10,000 and 12,000 years before present. Geological

Survey of Canada Bulletin 331 describes the chronology and landforms that were created in 1

Pine Valley during de-glaciation. The Bulletin indicates that early in the de-glaciation process,

Mathews, W. H., 1980. Retreat of the Last Ice Sheets in Northeastern British Columbia and Adjacent1

Alberta, Geological Survey of Canada Bulletin 331.

Page 1 of 14



Pine River Valley, near the site, was inundated by a glacial lake that existed while major stream

channels further east were still covered by glacial ice, preventing drainage of the area. Pine

River Valley had been scoured and deepened by the glacial ice and was subsequently filled with

sediment carried into the glacial lake from the adjacent valley streams. As the ice further east

melted, the lake drained and the resulting stream flow cut into the valley sediments, creating the

present drainage patterns.

Fan deposits from the creek at Willow Flats later deposited over the valley floor. Fan

deposits typically vary horizontally and vertically as a result of the frequent random relocation

of stream flow across the fan. Abandoned channels are sometimes filled with loose soil deposits

and peat. Sand and gravel deposited throughout the active fan areas are subject to high stream

flow and typically has finer grained materials selectively removed.

British Columbia Geological Survey maps maintained by the B.C. Ministry of Energy2

and Mines and Responsible for Core Review show that bedrock in the area is fine grained

sedimentary rocks of the Fort St. John Group, Hulcross Formation.

3.0 SITE INVESTIGATION

Between January 27 and 29, 2017, GeoNorth personnel observed soil and groundwater

conditions in seven drill holes, designated DH17-1, 2, 3, 4, 4B, 5 and 6, located from 200 m

south of the existing culvert to 200 m north. DH17-1, 2, 3, 4B, 5 and 6 were to evaluate the

existing pavement structure and subgrade and DH17-4 was for design of pile foundations for

support of the proposed bridge. Drilling was carried out by Westech Drilling Corp. of Prince

George using cased, air and mud-rotary methods. The drill holes were carried out through the

asphalt surface of the highway to between 2.6 and 3.3 m depth, except for DH17-3 and DH17-4

which were carried out to 7.1 and 31.9 m depth, respectively. DH17-4 was drilled through the

gravel shoulder. The drill hole locations are shown on Drawing 4579-A2. A section along the

http://www.empr.gov.bc.ca/Mining/Geoscience/MapPlace/Pages/default.aspx2

Page 2 of 14



road centreline is shown on Drawing 4579-A3, in Appendix A. After they were completed, drill

holes DH17-1, 2, 4B, 5 and 6 were filled with drill cuttings and bentonite chips and then covered

with an asphalt patch. DH17-3 was filled with sand and covered with an asphalt patch and

DH17-4 was filled with bentonite and cement grout and covered with an asphalt patch.

Standard penetration tests (SPTs) (ASTM D1586) were carried out in all drill holes at

0.75 m intervals to 6 m depth, then at 1.5 m intervals to 15 m depth, and at 3 m intervals. SPT N

values provide an indication of the relative density of a soil deposit, and are used to calculate

foundation bearing capacity and settlement. The SPT also allows a soil sample to be collected.

Our field personnel logged soil conditions based on the samples recovered from the SPT,

supplemented with information provided from the drill cuttings. Thin-walled Shelby tube

(ASTM D1587) samples were obtained in DH17-4 in place of SPTs at selected locations.

Drill hole logs describing subsurface conditions are in Appendix B, and are followed by

an explanation of terms and symbols used on the logs. Laboratory test results are shown on the

logs. A profile showing a summary of conditions encountered in the drill logs is on Drawing

4579-A3.

On February 8, 2017, GeoNorth CPT Investigations Ltd. carried out a cone penetration

test (CPT) (ASTM D5778), designated CPT17-1, using a 5-ton probe equipped to measure tip

stress, shaft friction and soil pore-water pressure. The CPT is carried out using 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. CPT17-1 was carried out through DH17-3 to 19.0 m depth. The

CPT location is also shown on Drawing 4579-A2. A CPT log showing tip and sleeve resistance

and the induced pore-water pressures, as well as an interpretation of the test results are in

Appendix B.

Page 3 of 14



We determined the locations of the drill holes by measuring from site landmarks and

using a hand-held GPS device. We estimated the ground surface elevations of the drill holes

from survey information shown on drawings provided by BCMoTI.

4.0 SUBSURFACE CONDITIONS

DH17-1, located 200 m south of the culvert in the centre of the southbound lane,

encountered a 125 mm thick layer of asphalt, over sandy gravel fill to 0.5 m depth, over sandy,

gravelly, silty clay fill to 2.2 m depth, over silty sand fill with some gravel to 2.5 m depth, over

hard, gravelly, sandy, silty clay of intermediate plasticity, likely fill, to the bottom of the hole at

3.3 m depth.

DH17-2, located 110 m south of the culvert in the centre of the northbound lane,

encountered a 125 mm thick layer of asphalt, over sandy gravel fill to 0.5 m depth, over sandy

gravelly silty clay fill to 1.9 m depth, over loose gravelly sand with some fines to the bottom of

the drill hole at 3.3 m depth.

DH17-3, located 10 m south of the culvert in the centre of the southbound lane,

encountered a 125 mm thick layer of asphalt, over sand and gravel fill 2.6 m depth, over layered,

loose sand and silt with a trace amount of gravel to 5.2 m depth, over loose sandy gravel with

a trace to some fines to 6.8 m depth, over soft clayey silt of low plasticity to the bottom of the

drill hole at 7.1 m depth.

DH17-4, located 10 m north of the culvert in the highway shoulder adjacent to the

northbound lane, encountered sandy gravel fill to 1.8 m depth, over compact gravel with some

sand and a trace amount of fines to 2.7 m depth, over very loose sand and silt with a trace amount

of gravel to 4.1 m depth, over compact sandy gravel with a trace amount of fines and occasional

cobbles to 5.8 m depth, over varved, soft silty clay of low to intermediate plasticity to 25.0 m

depth, over stiff to very stiff clayey silt of low plasticity to the bottom of the drill hole at 31.8 m

depth.

Page 4 of 14



DH17-4B, located 10 m north of the culvert in the centre of the northbound lane,

encountered a layer of asphalt 200 mm thick, over sand and gravel fill to 1.2 m depth, over

layered silty sand to 1.5 m depth, over compact sandy gravel with some fines to the bottom of

the drill hole at 2.6 m depth.

DH17-5, located 100 m north of the culvert in the centre of the southbound lane

encountered a layer of asphalt 100 mm thick, over sandy gravel fill to 0.6 m depth, over silty,

sandy, gravelly clay fill to the bottom of the drill hole at 3.4 m depth.

DH17-6, located 200 m north of the culvert in the centre of the northbound lane

encountered a layer of asphalt 200 mm thick, over sandy gravel fill to 1.9 m depth, over silt and

sand fill with a trace amount of gravel to the bottom of the drill hole at 3.3 m depth.

Seepage was observed in DH17-3 below 4.6 m depth and 4.3 m in DH17-4.

CPT17-1 was carried out through DH17-3 which was predrilled by the drilling rig to

remove frozen soil, gravel and cobbles that may have prevented passage of the probe. The soil

behaviour type (SBT) plot shown on the log for CPT17-1 indicates soil conditions consist of

layered clay and clayey silt for the full depth from 7.2 m to the bottom of the test at 19 m depth.

This is consistent with soil conditions encountered in DH17-4. Mechanical difficulties prevented

pushing the probe to greater depth.

The clay is soft to firm with an undrained shear strength between 30 and 50 kPa based

ton a published correlation using the corrected CPT tip pressures (q ).3

Lunne, T., P.K. Robertson and J.J.M. Powell, 1997, “Cone Penetration Testing in Engineering3

Practice”, Spon Press

Page 5 of 14



tCorrelations between CPT tip pressure (q ) and over-consolidation ratio (OCR) show the

clay encountered in the test is normally or slightly over-consolidated with an OCR ranging

between 1 and 2. OCR is defined as the highest stress experienced by the deposit divided by the

current stress. Normally or slightly over-consolidated deposits are more susceptible to settlement

than heavily over-consolidated deposits.

5.0 DISCUSSION AND RECOMMENDATIONS

The results of the two deeper drill holes from the site investigation show that granular

alluvial fan deposits at this site extend to 5.8 and 6.8 m depth, and cover weak compressible silty

clay, the glaciolacustrine sediments. The relatively more competent fan deposits are too thin to

provide adequate support for proposed bridge foundations therefore, we recommend the bridge

be supported on driven pipe pile foundations that penetrate the weak, compressible sediments

to bear in the stiff silt below 25 m depth. H-piles were considered as a foundation option but in

this case are less efficient than driven pipe piles.

The following sections address estimated embankment settlement, pile design and

installation, embankment construction, and pavement structure design, including transitions

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

conditions encountered in the drill holes and cone penetration test are representative of

conditions elsewhere. Please contact our office for additional recommendations if conditions

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

5.1 Embankment Settlement Analysis

The clay encountered in the investigation has properties of low shear strength and high

potential for consolidation under the weight of embankment fill. Consolidation occurs when an

applied load causes an increase in stress that exceeds the preconsolidation pressure of a soil.

The stress caused by embankment fill extends to a depth equal to roughly three times its width,

Page 6 of 14



but the increase in stress drops to about 10% of the imposed load at a depth equal to twice its

width. The soft clay is within the zone of stress increase and is close to being normally

consolidated, and is therefore subject to consolidation settlement caused by the weight of

embankment fill.

Consolidation occurs over a period of time as excess pore-water pressure, induced by the

applied load, is allowed to dissipate. The length of time for this process to occur depends on the

hydraulic conductivity of the soil, on soil stratigraphy and the distance between permeable layers

that allow drainage.

The highway grade at the crossing will be raised by about 1 m at centerline with up to

2 m of embankment fill to accommodate widening for barrier flares. To determine the amount

of settlement below the proposed 2 m of embankment fill, we developed a geological model

based on the drilling and CPT results, and used the program Sigma/W version 2016, by

Geo-Slope International, Inc. to estimate consolidation settlements and checked the results with

hand-calculation methods. Our analysis indicates less than 3 cm of settlement will occur below

the proposed 2 m high embankment fill, with about 1 cm of differential settlement between the

embankment shoulder and centre line. We estimate the accuracy of the settlement calculation

is about +/- 50% of the calculated values. Approximately 50% of the total settlement will occur

within six months of the embankment fill being placed and the remaining amount over a period

of about 12 months.

5.2 Pile Foundations

Pile capacity will depend on both shaft friction and end bearing resistance, as well as the

pile stiffness (wall thickness and length), the energy of the pile driving equipment, and the

penetration resistance at end-of-driving.

Based on the preferred bridge configuration, the abutments will be supported on five

piles. Klohn Crippen Berger Ltd. (KCB), the structural engineers for the project, indicate that

Page 7 of 14



each pile will require a factored geotechnical resistance of 670 kN (Ultimate Limit States (ULS))

and 500 kN (Service Limit States (SLS)). We carried out pile capacity analyses using several

procedures as described in the Canadian Foundation Engineering Manual, Fourth Edition (2006)

to determine the pile diameter and length required to support the design loads. The results are

summarized in Table 1, below.

Table 1 - Axial Capacity and Minimum Pile Tip Elevation

Pile

Diameter

Wall

Thickness

Ultimate

Axial Pile

Capacity

Factored

Geotechnical

Resistance

(ULS)

Allowable

Pile Capacity

(SLS)

Minimum

Pile Tip

Elevation

610 mm 9.5 mm 1680 kN 670 kN 500 kN 595 m*

* Minimum pile tip elevation assumes the maximum scour depth is elevation 620 m.

The ultimate axial pile capacity was calculated using a geotechnical resistance factor

(GRF) of 0.40 applied to the factored geotechnical resistance. The GRF is based on the average

between 0.45 and 0.35 recommended in the Canadian Highway Bridge Design Code, 2014 to

reflect the use of CPT data to elevation 605 m and SPT data below this elevation. We can

provide recommendations for other pile sizes and lengths at your request.

We analysed the driveability of a 610 mm diameter open-ended steel pipe pile with a 9.5

mm wall thickness using the computer program GRL WEAP by GRL Engineers Inc. (2005).

Our analysis indicates the shaft would contribute about 90% of the total pile resistance. A

summary of the analysis is shown in Table 2, below.

Page 8 of 14



Table 2 - Preliminary Pile Driving Analysis

Pile

Diameter

Wall

Thickness

Ultimate

Capacity

Driving

Energy

End-of-Driving

Penetration Resistance

Maximum Pile

Stress

610 mm 9.5 mm 1680 kN 80 kJ 35 blows per 300 mm 165 MPa

Based on the estimated maximum pile stress we recommend using piles manufactured

with Grade 2 or 3 steel (ASTM A252).

Piles installed before consolidation from the weight of embankment fill is complete will

be subjected to negative shaft friction and downdrag. As noted above, we estimate the

embankment could settle by 3 cm based on a 2 m increase in the height of the embankment. The

amount of pile foundation settlement will be less, and will depend on how soon after the

embankment is constructed the piles are installed. Differential settlement between abutments

could be as high as about one-half the total settlement. Most of the anticipated settlement is

likely to occur within one year of construction.

We used the program LPile by Ensoft Inc. (2016) to estimate lateral deflection under a

44 kN lateral load provided by KCB. Inputs to the program included the soil conditions

encountered during the investigation, a 44 kN horizontal load applied to the top of a 610 mm

diameter by 9.5 mm wall thickness pipe pile, and a scour depth at elevation 620 m, about 1 m

below the bottom of the existing culvert. The results of the analysis indicate about 2 cm of

deflection, assuming the pile head is not free to rotate. We can carry out additional analysis at

your request.

Page 9 of 14



5.3 Bridge End Fill

Construct bridge end fill following the BCMoTI Standard Specifications, Section 202.

Use clean granular soil that meets the gradation specifications for Bridge End Fill. Place the fill

in thin uniform layers and compact each layer to at least 100% SPD. Add water or dry the fill

as required to achieve the specified density. The layer thickness will depend on the size of

compaction equipment, moisture conditions and other variables, but do not exceed 150 mm.

Design the abutments to withstand lateral pressures caused by soil, compaction, seismic

loads, and any surcharges. Drawing 4579-C1, in Appendix C, shows typical lateral earth

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

othat the fill is free-draining. The at-rest (K ) and seismic loads will apply for all restrained walls.

oUse an at-rest coefficient of lateral earth pressure, K , of 0.38 and a soil density of 22 kN/m . 3

Add the pressures from compaction and vehicle loading where they are appropriate.

5.4 Seismic Site Class

The 2014 Canadian Highway Bridge Design Code defines the "Site Classification for

Seismic Site Response" in Table 4.1, based on properties of the soil to 30 m depth at the site.

Based on the results of the CPT we calculate the Site Classification for Seismic Site

Response to be Site Class “E”, as defined in Table 4.1.

Liquefaction is not anticipated at this site due to the high fines content in the soil.

5.5 Earth Embankment Fills and Barrier Flare Embankment Widening

Construct earth embankment fills and barrier flare embankment widening following the

BCMoTI Standard Specifications, Section 201. Use temporary excavation slopes no steeper than

1H:1V.

Page 10 of 14



We recommend constructing embankments using mineral soil free of organic and

deleterious material and containing less than 15% by volume of rock larger than 150 mm.

Granular material excavated from the existing embankment may be reused as embankment fill

provided it can be compacted to the specified density. Based on the moderate susceptibility to

frost heave of the sandy gravel, we recommend constructing embankment end-fill slopes no

steeper than 2.5H:1V to achieve a factor of safety of 1.5. We recommend using finished

embankment fill slopes no steeper than 2H:1V for granular fill, with a fines content less than

10%.

In some areas the surface of the existing embankment will be covered with winter road

sand, grass, and brush. We recommend stripping the surface of the embankment to expose

compact mineral soil. Key new fill into the existing embankment using benches. Cut the

benches into the existing embankment using a minimum bench width of 1.5 m and a maximum

height of 1.2 m. If suitable, the material from the bench can be incorporated into the new

embankment. Slope the bench surfaces at a gradient of 2% towards the outside slope face. A

conceptual cross section showing this detail is on Drawing 4579-C2, in Appendix C.

Place the embankment fill in thin, uniform layers and compact each layer to at least 95%

SPD, and to at least 100% SPD within 300 mm of the top of subgrade, at a moisture content

within 2% of optimum. The maximum layer thickness will depend on several factors, including

compactor type, size and energy, and the soil type and moisture content, but do not use a layer

thickness more than 200 mm. Add water and dry the fill as necessary to attain the specified

density and moisture content.

Protect the embankment end-fill from erosion up to the 200 year design flood elevation.

Place a geotextile separator between the embankment fill and rip rap to prevent sand and silt in

the embankment from migrating into the rip rap. Use a nonwoven geotextile that has a puncture

strength (ASTM D6241) of at least 1.9 kN at 50% elongation, and an apparent opening size

(ASTM D4751) no larger than 0.25 mm (average maximum roll value). Place suitably sized rip

rap over the geotextile in uniform layers no more than 1 m thick and work the rock into place

using an excavator bucket.

Page 11 of 14



5.6 Pavement Structure

We recommend the following pavement structure:

• 125 mm of Asphalt Pavement (Class 1), over

• 300 mm of 25 mm Well Graded Base (WGB) or 25 mm Intermediate Graded

Base (IGB), over

• 600 mm of Select Granular Subbase (SGSB), over

• A prepared subgrade.

Construct all components of the new pavement structure with at least a 2% crossfall to

the outside. Use a medium weight, non-woven geotextile as a separator between the pavement

structure and subgrade, if more than 50% of the subgrade soil passes the 0.075 mm sieve. Use

a geotextile that meets the following Minimum Average Roll Values (MARV).

• Grab Tensile Strength (ASTM D4632) greater than 700 N,

• Grab Tensile Elongation (ASTM D4632) greater than 50%,

• Static Puncture (D6241) greater than 1375 N,

• Trapezoid Tear (ASTM D4533) greater than 250 N,

• Apparent Opening Size (ASTM D4751) 0.22 mm + 0.02 mm.

Where the new structure ties into the existing structure we recommend using a saw cut

between 20E and 30E from perpendicular to the road centreline. At the face of the saw cut, leave

an undisturbed width of existing crushed base 500 mm wide, then begin excavation of a

transition slope of 8H:1V to accommodate the new pavement structure thickness. A conceptual

transition detail is shown on Drawing 4579-C3, in Appendix C.

Page 12 of 14



5.7 Aggregates and Fill

Four material types are specified for construction of the pavement structure and bridge

embankment noted above:

• 25 mm Well Graded Base (WGB),

• 25 mm Intermediate Graded Base (IGB),

• Select Granular Subbase (SGSB),

• Bridge End Fill (BEF).

Use material that meets BCMoTI’s specifications noted in Section 202 of the 2012

Standard Specifications for Highway Construction.

6.0 CONSTRUCTION REVIEW

We recommend that we review final design drawings to confirm that the intent of our

recommendations have been applied, that the recommendations in this report are appropriate and

that sufficient geotechnical investigation has been carried out.

We recommend that an experienced geotechnical engineer, or their designate, review

critical aspects of the project to confirm that soil conditions are as expected and that construction

materials, their placement and their level of compaction are as specified. If soil conditions or

construction materials are different than expected, we can provide additional recommendations

to address the actual conditions. We consider the following geotechnical aspects of the work as

being critical to the project:

• Removal of soft or deleterious soil below areas of fill,

• Gradation, durability, placement and compaction of fill, and

• Pile installation, and whether a PDA with a CAPWAP are required.

Page 13 of 14



A P P E N D I X A

GEONORTHENGINEERING LTD.



A P P E N D I X B

0.13m

0.51m

2.18m

2.49m

3.3m

AC

GP-GM

CL

SM3

CL

1

2

3

4

268

103

84

44

ASPHALT (125mm thick).

GRAVEL, sandy, trace to some fines,frozen, brown (FILL).

CLAY, gravelly, sandy, silty, subangulargravel, hard, low plasticity, brown, Wn<Wp(likely FILL).

SAND, silty, some gravel, trace clay,compact, brown, damp (likely FILL).

CLAY, gravelly, sandy, silty, subangulargravel, hard, low plasticity, brown,Wn<Wp.

End of hole at 3.3m.No seepage encountered.Backfilled with bentonite 2.1 to 3.3m,cuttings to surface with 130mm thickasphalt patch.

Atterberg (Sa#2):PL:18% LL:22%

L#-Lab SampleW-Wash(mud return)

Elevation: 624.0 m

623

622

621

620

GeoNorth Engineering Ltd.Prepared by:

ELE

VA

TIO

N (

m)

1

2

3

4

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube

C-CoreA-Auger G-Grab V-Vane

1

2

3

4

Driller:

Drill Make/Model: B-52

CLA

SSIF

ICAT

ION

Location: Highway 97

Date(s) Drilled: 2017/01/27

Drilling Method: Air RotaryCoordinates taken with GPS

Project: Willow Flats Culvert Replacement

Logged by: JAH Reviewed by:

SO

IL S

YM

BO

L

Drill Hole #: DH17-1

RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

5

0

Northing/Easting: 6167016 , 549780

Final Depth of Hole: 3.3 mDepth to Top of Rock:

Station/Offset: N/A

COMMENTSTESTING

Drillers Estimate{G % S % F %}

Drilling Company: Westech Drilling Corp.

K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1

DYNAMIC CONE (BLOWS/300 mm)

W % LW %

20 40 60 80P W%

SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)

100 200 300 400 Pocket Penetrometer Shear Strength (kPa)

Ref

97

32

18

16.3

12.9

18.8

7.8

0.13m

0.46m

1.88m

3.25m

AC

GP

CL

SM2

1

2

3

4

171

133

33

51


GRAVEL, sandy, trace fines, frozen,brown (FILL).

CLAY, gravelly, sandy, silty, frozen, lowplasticity, Wn<Wp (likely FILL).

SAND, gravelly, some fines, loose, brown,damp.

- below 2.6m, trace gravel, layeringapparent, very loose.

End of hole at 3.3m.No seepage encountered.Backfilled with bentonite 2.1 to 3.3m,cuttings to surface with 130mm thickasphalt patch.



Elevation: 624.0 m

623

622

621

620


ELE

VA

TIO

N (

m)

1

2

3

4

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

5

0



Station/Offset: 100+91, 0.9m Rt

COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



Ref

Ref

9

4

6.2

6.2

6.5

13.7

0.13m

0.3m

0.91m

2.64m

5.23m

6.76m

7.06m

AC

GM

GP

SM3

SM4

GP

ML

1

2

3

4

5

6

7

8

9

10

223

149

100

87

16

106

8

57

49

62

ASPHALT (125mm thick).SAND, gravelly, some fines, frozen, brown(25mm crush).GRAVEL, sandy, trace fines, frozen,brown, damp (FILL).

SAND, gravelly, silty, trace to some clay,frozen, damp (likely FILL).

SAND, and silt, trace gravel, layered, veryloose to loose, wet to saturated, slowdilatancy, occasional silt lenses.

- below 4.2m, trace to some fines, loose,saturated, layered with gravel, rapiddilatancy.

GRAVEL, sandy, trace to some fines,layered, compact, brown, damp.

- below 5.7m, saturated, loose.

SILT, clayey, some sand, layered, soft, lowplasticity, grey-blue, Wn>Wp.

End of hole at 7.1m.Groundwater measured at 4.58m depth(2017/01/29).Backfilled with sand for CPT.


Elevation: 624.0 m

623

622

621

620

619

618

617


ELE

VA

TIO

N (

m)

1

2

3

4

5

6

7

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

8

0



Station/Offset: 101+92, 4.8m Lt

COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



Ref

>>127

89

60

5

1

7

23

9

5

4.4

8.1

9.9

9.6

13.7

31.7

16.2

16.1

38.5

1.83m

2.74m

4.11m

5.79m

GM2

GP

SM4

GP

1

2

3

4

5

6

7

8

9

10

- combined with Sa#2

88

79

30

106

88

80

70

57

111

95

GRAVEL, sandy, some fines, frozen,brown (likely FILL).

GRAVEL, some sand, trace fines, layered,compact, brown, damp.

SAND, and silt, trace gravel, layered, veryloose, brown, slow dilatancy, wet.

GRAVEL, sandy, trace fines, layered,compact, brown, isolated cobbles, dampto moist.

- below 5.0m, some fines, wet.

CLAY, silty, trace sand, varved, soft, low tointermediate plasticity, grey-blue,occasional sand lenses, Wn>Wp.

Sieve (Sa#1)G:38% S:39% F:23%



Elevation: 623.5 m

623

622

621

620

619

618

617

616

615

614


ELE

VA

TIO

N (

m)

1

2

3

4

5

6

7

8

9

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

5

6

7

8

9

Driller:


CLA

SSIF

ICAT

ION


Date(s) Drilled: 2017/01/28&29

Drilling Method: Air/Mud RotaryCoordinates taken with GPS



SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 4

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

10

0




COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



69

27

15

2

2

15

24

5

4

6.2

4.3

5.1

29.3

28.7

10.2

14.2

23.3

40.8

39.7

CL

11

12

13

14

15

16

120

115

115

92

115

102

CLAY, silty, trace sand, varved, soft, low tointermediate plasticity, grey-blue,occasional sand lenses, Wn>Wp.(continued)- below 10.2m, very soft, Wn near WL.

- at 12.95 m, colour changes to dark grey.



Elevation: 623.5 m

613

612

611

610

609

608

607

606

605

604


ELE

VA

TIO

N (

m)

11

12

13

14

15

16

17

18

19

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


11

12

13

14

15

16

17

18

19

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

1010

Page 2 of 4

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

20

10




COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



0

5

3

39.4

37.5

37.8

37.2

42

25.15m

ML

17

18

19

102

98

74

CLAY, silty, trace sand, varved, soft, low tointermediate plasticity, grey-blue,occasional sand lenses, Wn>Wp.(continued)

SILT, clayey, trace sand, layered, stiff tovery stiff, low plasticity, grey, slowdilatancy, Wn>Wp.



Elevation: 623.5 m

603

602

601

600

599

598

597

596

595

594


ELE

VA

TIO

N (

m)

21

22

23

24

25

26

27

28

29

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


21

22

23

24

25

26

27

28

29

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

2020

Page 3 of 4

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

30

20




COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



6

15

32.8

26.4

25.5

31.85m

20 82

SILT, clayey, trace sand, layered, stiff tovery stiff, low plasticity, grey, slowdilatancy, Wn>Wp. (continued)

End of hole at 31.9m.Groundwater measured at 4.3m depth(2017/01/28).Backfilled with grout, then bentonite in top1.5m.


Elevation: 623.5 m

593

592

591

590

589

588

587

586

585

584


ELE

VA

TIO

N (

m)

31

32

33

34

35

36

37

38

39

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


31

32

33

34

35

36

37

38

39

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

3030

Page 4 of 4

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

40

30




COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



31.6

0.2m

0.3m

0.76m

1.22m

1.52m

2.59m

AC

GM2

GM1

GM2

SM2

GM2

1

2

3

4

105

123

110

49


SAND, gravelly, some fines, frozen,brown, damp (25mm crush).GRAVEL, sandy, some fines, frozen,brown, damp (FILL).

GRAVEL, sandy, silty, some clay, frozen,brown, damp (FILL).

SAND, silty, trace gravel, layered, frozen,brown-black, trace organic soil.

GRAVEL, sandy, some silt, layered,compact, brown, rust staining, damp.

End of hole at 2.6m.No seepage encountered.Backfilled with cuttings, 200mm thickasphalt patch.


Elevation: 624.0 m

623

622

621

620


ELE

VA

TIO

N (

m)

1

2

3

4

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L

Drill Hole #: DH17-4B

RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

5

0




COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



Ref

Ref

43

16

5.2

8.3

16

5.6

0.1m

0.61m

3.35m

AC

GP-GM

CL

1

2

3

4

82

110

75

54

ASPHALT.

GRAVEL, sandy, trace fines, frozen,brown (FILL).

CLAY, gravelly, sandy, silty, frozen, lowplasticity, brown, Wn<Wp (FILL).

- at 3.3m, wood debris.End of hole at 3.3m.No seepage encountered.Backfilled with cuttings, 150mm thickasphalt patch.



Elevation: 625.0 m

624

623

622

621


ELE

VA

TIO

N (

m)

1

2

3

4

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

5

0



Station/Offset: 102+99, 10.6m Lt

COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



Ref

74

22

20

10.7

13.8

8.6

11.8

0.2m

0.91m

1.88m

3.25m

AC

GM1

SM2

SM4

1

2

3

4

5

- combined with Sa#2

8

16

106

93

79


GRAVEL, sandy, trace fines, frozen,grey-brown (FILL).

SAND, silty, gravelly, trace clay, frozen,brown, damp (FILL).

SILT, and sand, trace gravel, compact,brown, damp (FILL).

End of hole at 3.3m.No seepage encountered.Backfilled with cuttings and 200mm thickasphalt patch.

Sieve (Sa#1)G:37% S:48% F:15%


Elevation: 624.0 m

623

622

621

620


ELE

VA

TIO

N (

m)

1

2

3

4

LegendSample Type:

S-SplitSpoon

O-Odex(air rotary)

T-ShelbyTube


1

2

3

4

Driller:


CLA

SSIF

ICAT

ION






SO

IL S

YM

BO

L


RE

CO

VE

RY

(%

)

SA

MP

LE N

O

SA

MP

LE T

YP

E

SOILDESCRIPTION

00

Page 1 of 1

DE

PT

H (

m)

DR

ILLI

NG

DE

TA

ILS

Alignment:

5

0



Station/Offset: N/A

COMMENTSTESTING



K-4579

SUMMARY LOG

Datum: 10U

MO

T-S

OIL

-RE

V2

457

9-G

INT

-MO

T-D

H L

OG

S.G

PJ

MO

T-D

RA

FT

-RE

V2.

GD

T

17/1

2/0

1


W % LW %

20 40 60 80P W%



Ref

Ref

59

18

20

4.9

14.8

19.6

33.6


Cone Penetration Test Results

Client: B.C. MoTI Job No.: K-4579 Location: UTM 10U 6167136N 549935E Date of Investigation: 2017-02-08

Project: Proposed Willow Flats Culvert Replacement Hole No.: CPT17-1 Drilling Details: Drilled out to 7.3 m depth Plate no.: CPT17-1.1

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

0 10 20 30 40

(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

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

0 25 50 75 100

(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

(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

0 500 1000 1500 2000

(kPa)

qt - Tip Stress


Cone Penetration Test - Correlations to Geotechnical Parameters

Client: B.C. MoTI Job No.: K-4579 Location: UTM 10U 6167136N 549935E Date of Investigation: 2017-02-08

Project: Proposed Willow Flats Culvert Replacement Hole No.: CPT17-1 Drilling Details: Drilled out to 7.3 m depth Plate no.: CPT17-1.2

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

0 20 40 60 80

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

(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

0 1 2 3 4

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

0 2 4 6 8

N60 (Blows)



A P P E N D I X C

PROPOSED CULVERT REPLACEMENT AT WILLOW … · 5.6 Pavement Structure 12 5.7 Aggregates and Fill 13...

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Transcript of PROPOSED CULVERT REPLACEMENT AT WILLOW … · 5.6 Pavement Structure 12 5.7 Aggregates and Fill 13...