mckenzie interchange memo - british columbia · grain size analysis: grain size analyses were...

TECHNICAL MEMO

ISSUED FOR USE

To: Mr. Salem Bahamdun, P.Eng. Date: February 2, 2017

c: Memo No.:

From: Ms. Susanne Ouellet, E.I.T. Mr. Andrew Walker, P.Eng.

File: 704-TRN.PAVE03038-07

Subject: Highway 1 – Admirals/McKenzie Interchange, Saanich, BC – Pavement Drilling / Coring Geotechnical Investigation

1.0 INTRODUCTION

Tetra Tech Canada Inc. (Tetra Tech) was retained by the BC Ministry of Transportation and Infrastructure (MoTI) to perform a pavement drilling and coring geotechnical investigation in the travel lanes of the existing Highway 1, McKenzie Avenue and Admirals Road. This work was carried out under Tetra Tech’s Consultant Agreement Number 156CS0739 with MoTI.

Our scope of work included the following:

� Drilling of 7 auger drill holes to the bottom of sub-base gravel to determine the existing pavement structure;

� Coring of pavement (50 mm to 100 mm core diameter) in 8 locations;

� Coring and drill locations measured using a hand held GPS and relative to available landmarks;

� Laboratory testing included:

- Moisture contents and visual classification testing;

- Up to 6 grain size analysis on the sub-base and base gravels; and

- A brief memo documenting the results of the drilling and coring program.

2.0 LIMITATIONS OF REPORT

This report and its contents are intended for the sole use of MoTI and their agents. Tetra Tech does not accept any responsibility for the accuracy of any of the data, the analysis, or the recommendations contained or referenced in the report when the report is used or relied upon by any Party other than MoTI or for any Project other than the proposed development at the subject site. Any such unauthorized use of this memo is at the sole risk of the user. Use of this report is subject to the terms and conditions stated in the General Conditions, attached to this memo.

3.0 SITE INVESTIGATION

The site is located at the McKenzie Interchange in the District of Saanich (Figure 1). Seven (7) boreholes (BH17-01 to BH17-07) and eight (8) asphalt cores (PC17-01 to PC17-08) were advanced on the night of January 19, 2017 (Figure 2).

MCKENZIE INTERCHANGE, PAVEMENT DRILLING / CORING INVESTIGATION

FILE: 704-TRN.PAVE 03038-07 | FEBRUARY 2, 2017 | ISSUED FOR USE

2 McKenzie Interchange Memo.docx

A BCOne Call was conducted to locate the underground utilities and the necessary permit was obtained from MoTI prior to the site investigation occurring. In addition, a private utility locator (Kellys 1st Call Locating) was retained to sweep each borehole location prior to commencement of the drilling operations. Traffic control services (Island Traffic Group) were also retained for the duration of the drilling and asphalt coring operations.

Drilling operations commenced just after 8:00 pm on January 19, 2017 and were completed by 1:30 am on January 20, 2017.

3.1 Drilling Program

Seven (7) boreholes were drilled using a truck mounted drill rig equipped with 150 mm diameter solid stem augers. Tetra Tech’s field representative, Ms. Susanne Ouellet, E.I.T., supervised the drilling operations. The boreholes were advanced to general depths of 3.2 m below grade, or refusal. Representative soil samples were obtained from the augers at regular intervals and changes in soil strata. All of the boreholes were backfilled with cuttings and topped with cold asphalt mix.

While drilling at BH17-05, on McKenzie Avenue, a five foot (5’) auger broke off from the drill rod at an approximate depth of 1.5 m and was unable to be retrieved. The borehole was backfilled over with cuttings and topped with cold asphalt mix.

It should also be noted that BH17-02 was drilled in a different location than indicated on the original site plan provided by Thurber due to a mistaken landmark being used as a reference point (Figure 2).

3.2 Asphalt Coring Program

Eight (8) asphalt cores were advanced by Mr. James Buyck of Tetra Tech. Asphalt thickness and discrete asphalt layer measurements, were recorded at each of the cores, as shown in Table 1. Appendix B contains photos of each of the asphalt cores.




Table 1: Asphalt Coring Summary

Asphalt Core ID # Discrete Asphalt Layers (Top

to Bottom) and Asphalt Thickness

Roadway/Direction Lane

PC17-01 (21/29/50) 100 mm TC Hwy #1/East bound Inside (fast) lane

PC17-02 (40/22/46) 108 mm TC Hwy #1/West bound Outside (slow) lane

PC17-03 (22/49/47) 118 mm TC Hwy #1/East bound Middle (slow) lane – Not turning lane

PC17-04 (29/22/43) 94 mm Admirals Road/North bound

Outside (turning) lane

PC17-05 (36/37) 76 mm McKenzie Avenue/North bound

Outside (merge) lane

PC17-06 (32/34) 76 mm McKenzie Avenue/North bound

Inside (fast) lane

PC17-07 (32/19/57) 108 mm TC Hwy #1/East bound Inside (fast) lane

PC17-08 (22/30/42) 94 mm TC Hwy #1/West bound Outside (slow lane)

3.3 Laboratory Testing

Selected soil samples collected from the boreholes were tested at Tetra Tech’s Nanaimo laboratory. The following tests were conducted on selected samples.

� Moisture Content: The natural moisture content of select samples were determined and the results are presented on the logs in Appendix C.

� Grain Size Analysis: Grain size analyses were determined on representative samples and the test results are summarized on the logs in Appendix C and are presented in Appendix D.

4.0 SUBSURFACE PROFILE

4.1 Soil Stratigraphy

The soil conditions encountered during the investigation generally consisted of well graded granular pavement structure overlying silt and sand.

The generalized summary of the subsurface strata encountered in each borehole is presented in Table 2 below:




Table 2: Borehole Summary

Borehole ID #

Asphalt Thickness

Sand and / or Gravel Fill Thickness

Depth of Native Subgrade

Encountered

Depth of End of Hole

Notes

BH17-01 200 mm 0.10 m 0.30 m 3.05 m Clay till underlying Gravel and Sand Fill at 0.3 m.

BH17-02 195 mm 0.11 m 0.30 m 3.05 m Clay till underlying Sand and Gravel Fill at 0.3 m.

BH17-03 95 mm 1.40 m 1.50 m 3.05 m Clay till underlying Sand Fill at 1.5 m, Gravelly Sand Fill encountered from 0.1 m to 0.3 m.

BH17-04 85 mm 0.82 m 0.91 m* 2.1 m Sand and Gravel with trace cobbles underlying Sand and Gravel Fill at 0.9 m. End of hole at 2.1 m due to drill rod kicking out.

BH17-05 65 mm 0.55 m 0.60 m 2.45 m Clay till underlying Sand Fill at 0.6 m, underlying Sand and Gravel fill at 0.3 m.

BH17-06 88 mm 0.35 m 0.45 m 0.91 m Clay till underlying Sand and Gravel Fill at 0.45 m. End of hole at 0.91 m due to refusal.

BH17-07 85 mm 0.52 m 0.60 m 2.45 m Clay till underlying Sand and Gravel Fill at 0.6 m. Seepage noted at 2.1 m. End of hole at 2.45 m due to refusal on possible bedrock.

*At BH17-04, possible native material was encountered at 0.91 m, as indicated by change in drilling conditions and presence of cobbles.

4.1.1 Sand and Gravel Fill

The sand and gravel fill encountered near the surface was generally consistent between the boreholes, consisting of a well graded material varying from gravel and sand to gravelly sand.

Thickness of the fill material varies between 0.1 m (at boreholes BH17-01 and BH17-02 further west of the interchange) up to around 1.4 m at BH17-03 (Northbound on Highway 1, on the West side of McKenzie Avenue).

At boreholes BH17-01 and BH17-02, native clay till was encountered at 0.3 m depth, underlying the sand and gravel fill. At closer proximity to the interchange, at BH17-03 and BH17-04, a gravelly sand to sand and gravel fill was encountered, overlying additional fill consisting of sand with some gravel to gravelly sand. At BH17-04, further sand and gravel was encountered at 0.9 m. Harder drilling, as noted by the driller, in addition to a presence (less than 10%) of cobbles, indicates that this material is possibly native, rather than fill.

At boreholes BH17-05 (located on McKenzie Avenue), BH17-06, and BH17-07, fill was encountered up to depths of 0.45 m (BH17-06) to depths of 0.6 m (BH17-05 and BH17-07).




4.1.2 Native Material

Clay till was encountered at depths ranging from 0.3 m to 1.5 m, with the exception of BH17-04 (just east of the interchange), where a possible native sand and gravel material was encountered at 0.9 m.

The clay till encountered at shallower depths was generally very stiff to hard, with the exception of BH17-02, where the clay was firm to stiff, contained organic material, and was described as a ‘possible’ till.

4.2 Groundwater

Moderate seepage was encountered at BH17-07 (further east on Highway 1) at a depth of 2.1 m. Seepage was not encountered in the other boreholes at the time of drilling.

5.0 DISCUSSION AND RECOMMENDATIONS

Compact sand and gravel fill was generally encountered at relatively shallow depths and is considered to be suitable for re-use as engineered/select granular sub-base (SGSB) fill. Grain size analyses, performed on select samples of the existing base and sub-base material, indicate that the fill encountered on site falls slightly outside of the BCMoTI’s SGSB requirements. Although it should be noted that this could be also have been caused by a sampling bias, due to more granular materials falling off the auger and therefore being misrepresented in the sample.

BH17-03, at 1.4 m fill thickness, had the greatest amount of granular materials suitable for re-use as sub-base. Also, the possible native sand and gravel material encountered at BH17-04, at a depth of 0.91 m, could also potentially be re-used as a sub-base material, up to a depth of about 1.5 m, where the soil increases in fines content.

All recommendations presented in this report are based on the assumption that an adequate level of monitoring will be provided during construction and that all construction will be carried out by a suitably qualified Contractor, experienced in earthworks construction.

Construction reviews should be carried out by qualified persons to verify the design assumptions and revise the recommendations if required. Such construction reviews include, but are not limited to excavation slopes, subgrade preparation, fill placement and compaction.

5.1 Existing Pavement Structure

Completion of a pavement design was not included with the scope of services requested. The following pavement structure was encountered during the site investigation, as shown in Table 3 below.

Table 3: Existing Pavement Structure

Pavement Structure Layers Layer Thicknesses (mm)

Asphalt Pavement 65 to 200

Well Graded Base Course / Select Granular Subbase

(SGSB)

100 to 1400




6.0 CLOSURE

We trust this technical memo meets your present requirements. If you have any questions or comments, please contact the undersigned.

Respectfully submitted, Tetra Tech Canada Inc. Prepared by: Reviewed by: Susanne Ouellet, E.I.T. Andrew Walker, P.Eng. Geotechnical Engineer Geotechnical Team Lead, Nanaimo Direct Line: 250.756.3966 x291 Direct Line: 250.756.3966 x241 [email protected] [email protected] /dr Attachments: Figures 1 and 2 Appendix A – Tetra Tech’s General Conditions Appendix B – Asphalt Core Photos Appendix C – Borehole Logs Appendix D – Laboratory Results



McKenzie Interchange Memo.docx

FIGURES

Figure 1 Site Location Plan

Figure 2 Borehole Location Plan

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Figure 1

January 24, 2017Nanaimo

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McKENZIE INTERCHANGE GEOTECHNICAL INVESTIGATIONSAANICH, BC

Site Location Plan

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McKENZIE INTERCHANGE GEOTECHNICAL INVESTIGATIONSAANICH, BC

Borehole & Pavement Core Location Plan

0

Scale: 1:2,500 @ 11"x17"

100m

LEGEND

Borehole by Tetra Tech - January 2017

Pavement core by Tetra Tech - January 2017

Thurber proposed BH location relocated to BH17-02

NOTESBorehole and Pavement Core locations takenfrom handheld GPS

ISSUED FOR USE

1 McKen

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Admirals Road

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BH17-01

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BH17-01

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BH17-02

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BH17-02

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BH17-03

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BH17-03

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BH17-04

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BH17-04

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BH17-05

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BH17-05

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BH17-07

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BH17-07

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BH17-06

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BH17-06

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PC17-01

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PC17-01

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PC17-02

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PC17-02

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PC17-03

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PC17-03

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PC17-04

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PC17-04

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PC17-07

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PC17-07

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PC17-08

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PC17-08

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PC17-05

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PC17-05

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PC17-06

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PC17-06




APPENDIX A

Tetra Tech’s General Conditions

1

GENERAL CONDITIONS

GEOTECHNICAL REPORT

This report incorporates and is subject to these “General Conditions”.

1.1 USE OF REPORT AND OWNERSHIP

This geotechnical report pertains to a specific site, a specific development and a specific scope of work. It is not applicable to any other sites nor should it be relied upon for types of development other than that to which it refers. Any variation from the site or development would necessitate a supplementary geotechnical assessment.

This report and the recommendations contained in it are intended for the sole use of TETRA TECH’s Client. TETRA TECH does not accept any responsibility for the accuracy of any of the data, the analyses or the recommendations contained or referenced in the report when the report is used or relied upon by any party other than TETRA TECH’s Client unless otherwise authorized in writing by TETRA TECH. Any unauthorized use of the report is at the sole risk of the user.

This report is subject to copyright and shall not be reproduced either wholly or in part without the prior, written permission of TETRA TECH. Additional copies of the report, if required, may be obtained upon request.

1.2 ALTERNATE REPORT FORMAT

Where TETRA TECH submits both electronic file and hard copy versions of reports, drawings and other project-related documents and deliverables (collectively termed TETRA TECH’s instruments of professional service); only the signed and/or sealed versions shall be considered final and legally binding. The original signed and/or sealed version archived by TETRA TECH shall be deemed to be the original for the Project.

Both electronic file and hard copy versions of TETRA TECH’s instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except TETRA TECH. TETRA TECH’s instruments of professional service will be used only and exactly as submitted by TETRA TECH.

Electronic files submitted by TETRA TECH have been prepared and submitted using specific software and hardware systems. TETRA TECH makes no representation about the compatibility of these files with the Client’s current or future software and hardware systems.

1.3 ENVIRONMENTAL AND REGULATORY ISSUES

Unless stipulated in the report, TETRA TECH has not been retained to investigate, address or consider and has not investigated, addressed or considered any environmental or regulatory issues associated with development on the subject site.

1.4 NATURE AND EXACTNESS OF SOIL AND ROCK DESCRIPTIONS

Classification and identification of soils and rocks are based upon commonly accepted systems and methods employed in professional geotechnical practice. This report contains descriptions of the systems and methods used. Where deviations from the system or method prevail, they are specifically mentioned.

Classification and identification of geological units are judgmental in nature as to both type and condition. TETRA TECH does not warrant conditions represented herein as exact, but infers accuracy only to the extent that is common in practice.

Where subsurface conditions encountered during development are different from those described in this report, qualified geotechnical personnel should revisit the site and review recommendations in light of the actual conditions encountered.

1.5 LOGS OF TESTHOLES

The testhole logs are a compilation of conditions and classification of soils and rocks as obtained from field observations and laboratory testing of selected samples. Soil and rock zones have been interpreted. Change from one geological zone to the other, indicated on the logs as a distinct line, can be, in fact, transitional. The extent of transition is interpretive. Any circumstance which requires precise definition of soil or rock zone transition elevations may require further investigation and review.

1.6 STRATIGRAPHIC AND GEOLOGICAL INFORMATION

The stratigraphic and geological information indicated on drawings contained in this report are inferred from logs of test holes and/or soil/rock exposures. Stratigraphy is known only at the locations of the test hole or exposure. Actual geology and stratigraphy between test holes and/or exposures may vary from that shown on these drawings. Natural variations in geological conditions are inherent and are a function of the historic environment. TETRA TECH does not represent the conditions illustrated as exact but recognizes that variations will exist. Where knowledge of more precise locations of geological units is necessary, additional investigation and review may be necessary.

General Conditions GEOTECHNICAL REPORT

2

1.7 PROTECTION OF EXPOSED GROUND

Excavation and construction operations expose geological materials to climatic elements (freeze/thaw, wet/dry) and/or mechanical disturbance which can cause severe deterioration. Unless otherwise specifically indicated in this report, the walls and floors of excavations must be protected from the elements, particularly moisture, desiccation, frost action and construction traffic.

1.8 SUPPORT OF ADJACENT GROUND AND STRUCTURES

Unless otherwise specifically advised, support of ground and structures adjacent to the anticipated construction and preservation of adjacent ground and structures from the adverse impact of construction activity is required.

1.9 INFLUENCE OF CONSTRUCTION ACTIVITY

There is a direct correlation between construction activity and structural performance of adjacent buildings and other installations. The influence of all anticipated construction activities should be considered by the contractor, owner, architect and prime engineer in consultation with a geotechnical engineer when the final design and construction techniques are known.

1.10 OBSERVATIONS DURING CONSTRUCTION

Because of the nature of geological deposits, the judgmental nature of geotechnical engineering, as well as the potential of adverse circumstances arising from construction activity, observations during site preparation, excavation and construction should be carried out by a geotechnical engineer. These observations may then serve as the basis for confirmation and/or alteration of geotechnical recommendations or design guidelines presented herein.

1.11 DRAINAGE SYSTEMS

Where temporary or permanent drainage systems are installed within or around a structure, the systems which will be installed must protect the structure from loss of ground due to internal erosion and must be designed so as to assure continued performance of the drains. Specific design detail of such systems should be developed or reviewed by the geotechnical engineer. Unless otherwise specified, it is a condition of this report that effective temporary and permanent drainage systems are required and that they must be considered in relation to project purpose and function.

1.12 BEARING CAPACITY

Design bearing capacities, loads and allowable stresses quoted in this report relate to a specific soil or rock type and condition. Construction activity and environmental circumstances can materially change the condition of soil or rock. The elevation at which a soil or rock type occurs is variable. It is a requirement of this report that structural elements be founded in and/or upon geological materials of the type and in the condition assumed. Sufficient observations should be made by qualified geotechnical personnel during construction to assure that the soil and/or rock conditions assumed in this report in fact exist at the site.

1.13 SAMPLES

TETRA TECH will retain all soil and rock samples for 30 days after this report is issued. Further storage or transfer of samples can be made at the Client’s expense upon written request, otherwise samples will be discarded.

1.14 INFORMATION PROVIDED TO TETRA TECH BY OTHERS

During the performance of the work and the preparation of the report, TETRA TECH may rely on information provided by persons other than the Client. While TETRA TECH endeavours to verify the accuracy of such information when instructed to do so by the Client, TETRA TECH accepts no responsibility for the accuracy or the reliability of such information which may affect the report.




APPENDIX B

Asphalt core photos

MCKENZIE INTERCHANGE – PAVEMENT DRILLING/CORING INVESTIGATION

FILE: 704-TRN.PAVE03038-07 | FEBRUARY 2, 2017 | ISSUED FOR USE

1 McKenzie Interchange

PAVEMENT CORE PHOTOS

Photo 1: PC17-01

Photo 2: PC17-02

Photo 3: PC17-03

Photo 4: PC17-04

MCKENZIE INTERCHANGE – PAVEMENT DRILLING/CORING INVESTIGATION

FILE: 704-TRN.PAVE03038-07 | FEBRUARY 2, 2017 | ISSUED FOR USE

2 McKenzie Interchange

Photo 5: PC17-05

Photo 6: PC17-06

Photo 7: PC17-07

Photo 8: PC17-08




APPENDIX C

Borehole logs

10.8

-

-

-

-

-

-

-

-

-

-

-

-

-

-

SM10.2m0.3m

2.4m

3.05m

-

-

-

-

-

ASPHALT (200 mm thick)

SAND (FILL) - gravelly, some silt,well-graded, damp, brown, ACPremnants; fine-grained sand,subrounded to subangular gravel.

silty, CLAY (TILL), trace gravel, verystiff to hard, damp, low to mediumplastic, mottled grey and brown.

SAND - some gravel, some silt,trace clay, compact to dense, damp,brown.

END OF BOREHOLE (3.1 m) Backfilled with cuttings and coldmix asphalt.

-

-

-

-

-

2.4

23.8

24.2

23.2

11.8

BagG1

BagG2

BagG3

BagG4

BagG5

57

-

-

-

-

32

-

-

-

-

wL wP w

Unconfined CompressionField VaneLab VaneRemoulded

Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d

AugerCoreDenisonSplit SpoonShelby TubeWash

Blowcount = Standard Penetration Test (ASTM-1586)SHEET 1 of 1

TESTS

SO

DrillwellSolid Stem Auger

Fin

es

Dep

th (

m)

NOTE: Brackets ( ) denote Engineer's estimate

SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------

Mechanical AnalysisTriaxial CompressionConsolidationDirect ShearLiquid, Plastic LimitsMoisture Content

Gradation % Index

Properties

TEST HOLE No.SUMMARY LOG

Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4

Ministry of Transportation Geotechnical andMaterials Engineering

BH01

Dates

Project

Location

UTM

Highway 1 - Admirals/McKenzie InterchangeDistrict of SaanichN5367668.3//E469638.3 17/01/20

SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

0.2m0.3m0.3m

2.7m

3.05m

-

-

-

-

-

ASPHALT (195 mm thick)

SAND and GRAVEL (FILL) - tracesilt, damp, brown.

- trace sand

silty, CLAY (POSSIBLE TILL), tracegravel, firm to stiff, moist, lowplastic, dark brown, trace rootlets,trace organics.

- some silt

CLAY - some silt, trace sand, firm tostiff, moist, medium to high plastic,grey-blue.END OF BOREHOLE (3.05 metres) Backfilled with cuttings and coldmix asphalt.

-

-

-

-

-

15.8

15.8

23.7

17.6

25.2

BagG1

BagG2

BagG3

BagG4

BagG5

-

-

-

-

-

-

-

-

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH02

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

6.3

6.2

-

-

-

-

-

-

-

-

-

-

-

-

-

SW-SM

SW

0.1m

0.3m

1.52m

3.05m

-

-

-

-

-

ASPHALT (100 mm thick)gravelly, SAND (FILL), trace silt,well graded, damp, brown;subangular gravel, medium grainedsand.

SAND (FILL) - some gravel, tracesilt, damp, compact, brown; fine tomedium grained sand.

silty, CLAY (TILL), trace sand,damp to moist, very stiff, low plastic,grey and brown.

END OF BOREHOLE (3.05 metres) Backfilled with cuttings and coldmix asphalt.

-

-

-

-

-

2.3

5.2

5.6

23.6

22.2

BagG1

BagG2

BagG3

BagG4

BagG5

63

82

-

-

-

31

12

-

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH03

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

9.6

-

-

-

-

-

-

-

-

0.09m

0.3m0.3m

0.91m

2.1m2.1m

-

-

-

ASPHALT (85 mm thick)SAND and GRAVEL (FILL) - wellgraded, damp, brown; sub-roundedgravel.

gravelly, SAND (FILL), trace silt,medium grained, moist, brown,subrounded to angular gravel.Driller observes harder drilling at 0.9m.

SAND and GRAVEL - trace silt,trace cobbles, well graded, damp,brown; subangular gravel, mediumgrained sand.- silty

END OF BOREHOLE (2.1 metres) Backfilled with cuttings and coldmix asphalt.

-

-

-

5.7

3.7

10.3

BagG1

BagG2

BagG3

62

-

-

28

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH04

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

5.1

-

-

-

-

-

-

-

-

-

-

-

-

-

-

SW

0.07m

0.3m0.3m

0.6m

1.1m

1.5m

2.1m

2.45m

-

-

-

-

-

ASPHALT (65 mm thick)SAND and GRAVEL (FILL) - tracesilt, well graded, moist, brown, traceACP remnants; subrounded tosubangular gravel.SAND (FILL) - trace silt, tracegravel, moist, brown; mediumgrained sand.CLAY (TILL) - trace silt, trace sand,trace gravel, moist, very stiff tohard.

SILT - some sand, trace to someclay, stiff to very stiff, damp, mottledgrey and brown.

- Auger broke off; drillers unable toretrieve it. Auger is located at adepth of approximately 1.5 m to 3.0m.silty, SAND, some gravel, damp tomoist, compact, brown.

SAND - trace to some silt, tracegravel, damp to moist, brown

END OF BOREHOLE (2.45 m) Backfilled with cuttings and coldasphalt mix.

-

-

-

-

-

2.8

7.7

23.5

23

10

BagG1

BagG2

BagG3

BagG4

BagG5

53

-

-

-

-

42

-

-

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH05

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

-

-

-

-

-

-

-

-

-

0.09m0.2m0.2m

0.45m

0.91m

-

-

-

ASPHALT (88 mm thick)SAND and GRAVEL (FILL) - tracesilt, well graded, moist, brown;subrounded to subangular gravel.SAND (FILL) - trace gravel, tracesilt, brown; medium grained sand,subrounded gravel.silty, CLAY (TILL), some sand, tracegravel, moist, brown; mediumgrained sand.- driller notes grinding of rod- unable to advance further(possible layer of cobbles /boulders)END OF BOREHOLE (0.91 m) dueto refusal. Backfilled with cuttings andpacked with cold mix asphalt.

-

-

-

1018.722.318.7

22.3

BagG1

BagG2

BagG3

-

-

-

-

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH06

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02

5.6

-

-

-

-

-

-

-

-

-

-

-

-

-

-

0.09m0.2m0.2m

0.6m

2.45m

-

-

-

-

-

ASPHALT (85 mm thick)GRAVEL and SAND (FILL) - tracesilt, well graded, damp, brown, ACPremnants; subrounded tosubangular gravel.SAND (FILL) - some gravel, tracesilt, moist, brown; medium grainedsand, subrounded gravel.

- trace sand, trace gravel, very stiff

- soft, wet, medium to high plastic,dark brown, trace organics.CLAY (TILL) - silty, trace to somegravel, very stiff to hard, moist,medium plastic, mottled grey andbrown, trace rootlets.

- seepage at 2.1 metres.

END OF BOREHOLE (2.45 metres)due to refusal on possible bedrock.

-

-

-

-

-

8.2

20.4

26.2

28.8

30.7

BagG1

BagG2

BagG3

BagG4

BagG5

76

-

-

-

-

18

-

-

-

-

wL wP w


Description

Oth

er T

ests

UFV

LV

R

----

Driller

Method

LOGGED By:

Drilling

Details

FILE No.SAMPLE TYPE

Gra

vel

San

d



TESTS

SO


Fin

es

Dep

th (

m)


SHEAR STRENGTH kPa

TRN.PAVE03038-07

Rec

over

y (m

)

Sam

ple

Typ

e

Cla

ssifi

catio

n

ACDST

W

------

MQ, R, S

CDS

wL, wP

w

------


Gradation % Index

Properties


Blo

wco

unt

She

arS

tren

gth

(kP

a)

1

2

3

4


BH07

Dates

Project

Location

UTM


SU

MM

AR

Y L

OG

TR

N-P

AV

E03

038-

07.G

PJ

BC

_MO

T.G

DT

17

/02/

02




APPENDIX D

Laboratory Results

mckenzie interchange memo - british columbia · grain size analysis: grain size analyses were...

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