appendix a geotechnical investigation

Government of Canada GEOTECHNICAL INVESTIGATION Appendix A Fisheries and Oceans November 2018 Project No. 722879

APPENDIX A

GEOTECHNICAL INVESTIGATION

Report on the

Geotechnical Investigation for the New

Lighthouse Cove Wharf Rehabilitation

19310 Lakeside Drive

Lakeshore, Ontario

Report Issued to

PLANMAC Engineering Inc.

80 North Queen Street, Suite 302

Toronto, Ontario

N8Z 2C9

Attention: Percy Fulford, B.A.Sc., EIT

Date of Report Job No.

September 12, 2018 18G040 Rev.00

Distribution of Report

1 e-copy – PLANMAC Engineering Inc.

Job No. 18G040 Geotechnical Investigation for the Lighthouse Cove Rehabilitation

Lakeshore, Ontario

Soil & Materials Engineering Inc.

Page 1

1.0 INTRODUCTION

Percy Fulford, B.A.Sc., EIT of PLANMAC Engineering Inc. authorized Soil & Materials

Engineering Inc. to complete a Geotechnical Investigation for the proposed rehabilitation of the

Lighthouse Cove Wharf located at 19310 Lakeside Drive, Lighthouse Cove (Lakeshore), Ontario.

The scope of work is to carry out a geotechnical investigation relevant to the proposed seawall

reconstruction works.

This report discusses the results of our investigation with respect to the proposed development.

The results of the fieldwork and laboratory testing programs were used to determine the relevant soil and

groundwater parameters at this site. The recommendations contained in this report refer to the

geotechnical aspect of the soil conditions encountered in the exploratory holes, in conjunction with the

information description of the intended works provided in the terms of reference as established by our

proposal 18P04-31, dated April 26, 2018.


Lakeshore, Ontario


Page 2

2.0 INVESTIGATIVE PROGRAM

The field work portion of the geotechnical investigation consisted of seven augered and sampled

testholes at the approximate locations indicated on the Site Map (Drawing 1). The advancement of the

testholes was facilitated with a truck-mounted geotechnical drill rig and a technical crew. The truck-

mounted power auger machine is owned and operated by C.T. Soil & Materials Testing Inc. The drill unit

is equipped with hollow stem augers, solid stem augers, and conventional soil sampling tools. The

testholes were completed between the period of June 14 through 18, 2018 under the direction of a

geotechnical engineer. The testhole information from the geotechnical investigation is presented in

graphical form in the Log of Testholes (Drawings 2 through 8). A summary of the Testholes for the

geotechnical investigation are shown in the following table.

TABLE 1: Depth of Testholes

Testhole Description Depth (m) Testhole Description Depth

(m) Testhole Description Depth (m)

1 N.Wall SPT 12.65 4 S.Wall SPT 12.65 7 Center SPT 3.5

DMT 2 N.Wall DMT 12.2 DMT 5 S.Wall DMT 12.2 -- -- --

3 N.Wall SPT 12.65 6 S.Wall SPT 12.65 -- -- --

Soil samples were retrieved at frequent intervals of depth using the Standard Penetration Test

(SPT) Method (ASTM D1586). To assess the in-situ soil strength, field vane tests were conducted where

applicable in accordance with ASTM D2573. The retained soil samples were field logged, placed in

suitable containers and transported to our laboratory for further detailed examination and testing.

Supplementary data was taken with the direct-push method employing the Marchetti-type flat plate

dilatometer (DMT) advanced at 0.2 m increments. The DMT was advanced and operated in accordance

with ASTM D6635 with results presented on the relevant Log of Testholes at the corresponding depth.

The testhole locations were staked out in the field by Soil & Materials Engineering Inc. A level

survey was completed to relate the testholes to the Geodetic Datum (IGLD) Hydrographic Service of

Canada Benchmark No. M18U-9534. The benchmark has a given level of El.176.223 metres. The

depths presented in this report were derived for the sole benefit of the geotechnical analysis and


Lakeshore, Ontario


Page 3

stratigraphic evaluation by the geotechnical engineer. The depths presented in this report should not be

used by others, for any other purpose.

The laboratory testing included a detailed visual and tactile examination of the retrieved samples.


Lakeshore, Ontario


Page 4

3.0 SITE AND SUBSURFACE CONDITIONS

The perimeter of the existing wharf will be reconstructed with replacement steel sheet piles. The

wharf is generally flat and level with grade changes of less than 0.5 metres.

3.1 Geological Condition

The site is located within the southern part of an extensive clay plain formation (St. Clair Clay

Plain) characterized by fairly uniform geologic features. Standing at the mouth of the Thames River at the

juncture withLake St. Clair, the surface is, essentially, a fluvial and lacustrine normally consolidated

deposit overlying till sheets immediately above the middle Devonian (Dundee limestone or dolomite)

sedimentary rocks or shale (Hamilton Group or Kettle Point formation) underlies most of the Chatham-

Kent and this part of the Essex area. The thickness of the overburden in the general area is 40+ m (OGS

Drift Thickness Prelim. Map P.3254).

At various sites in the region, gas and/or oil pockets, and/or artesian sulphur water are

encountered near or immediately below the bedrock surface.

No major faults or dislocations due to the breaking of the Palaeozoic bedrock are reported in

South-western Ontario.

The Quaternary Geology map (P.3338 by the Ontario Geological Survey, 1995) indicates the

upper soil is Late Wisconsinan in age, composed of glaciofluvial deposits of sand or silty sand over

glaciolacustrine (Tavistock till) deposits of silty clay to silt.

3.2 Soil Condition

The stratigraphic and interpreted boundaries in the testholes were obtained from 38 mm diameter

samples, retrieved from 165 mm diameter auger holes. The soil shear strength consistency, as provided

on the enclosed testhole logs (Drawings 2 through 8) are based on "N"-values determined from the

Standard Penetration Test Method (ASTM D1586), vane shear tests (ASTM D2573), DMT (ASTM

D6635), and pocket penetrometer tests.


Lakeshore, Ontario


Page 5

3.2.1 Fill and Organics

The testholes along the north seawall were placed within the active zone of the existing retaining

structure. Testholes 1 through 3 encountered “loose” granular gravelly fill to a depth ranging between 1.2

metres and 1.75 metres below grade.

The testholes along the south seawall were also placed in the active zone of the existing retaining

structure. Testholes 4 through 6 encounters 1.2 metres to 0.75 metres of gravel and sand fill in a “loose”

to “compact” condition.

Testhole 6 encountered sand and organics (peat) to depth of 2.15 metres. Testhole 7

encountered peat to a depth of 2.9 metres.

3.2.2 Fluvial Deposits

Beneath the fill and organics, the testholes encountered sequences of fine sand, silty fine sand,

and fine sand with organics. This non-cohesive deposit generally has a “loose” compactness condition

with some “compact” zones. Seams or lenses of medium to fine grained sand are present, as indicated

on the testhole logs.

3.2.3 Silty Clay

The organic layer and fluvial deposit of non-cohesive sand are underlain by a major deposit of

silty clay with embedded sand and gravel, having a structure and texture indicative of a glacial-fluvial

depositional environment. Upper parts of this clay deposit have a “stiff” to “firm undrained shear strength

consistency decreasing to “firm” or ‘soft” with increasing depth.

Below a depth of 7.5 metres to 9 metres, the silty clay increases in undrained shear strength to

“firm” or “stiff”. Silt or clayey silt lenses are present within the major silty clay stratum.

The “firm” to “stiff” grey silty clay is present at the depth extent of the geotechnical investigation,

12.65 metres below grade.

3.3 Groundwater

The groundwater level and the depth that the testhole remained open when measured after the

completion of drilling is recorded on the enclosed Testhole Logs (Drawing 2 through 8).


Lakeshore, Ontario


Page 6

The long term lowest level of the groundwater at this site is generally associated with the level of

the adjacent Thames River or Lake St. Clair, which was within 1.3 metres the existing grade at the time of

the field work portion of the investigation.


Lakeshore, Ontario


Page 7

4.0 DISCUSSION AND RECOMMENDATIONS

The Small Craft Harbours’ Thames River facility at Lighthouse Cove, Lakeshore, Ontario is

located at the mouth of the Thames River entering Lake St. Clair. We understand the portions of the

wharf are founded on timber piles including the seawall (timber soldiers with lagging tied-back to timber

piles). The concrete parapet is reportedly anchored to a continuous concrete deadman buried within the

central portion of the structure. It is reported that the timber piles forming the fenders are in the order of

12 metres to 13 meters long. The concrete launching ramp and retaining walls are also reported to be

supported by timber piles.

The idealized design soil profiles are based on the Log of Testholes presented on Drawings 2

through 8, attached to this report. Based on the testhole findings, we recommend employing the following

unfactored soil parameters for this project.

TABLE 2: North Portion of the Site

Elevation (m) Undrained Su (kPa)

Undrained Phi (deg)

Unit Weight (kN/m3)

Water Table (m)

Drained Su (kPa)

Drained Phi (deg)

176.2 175.0 0 28 19.7 0 28

175.0 173.0 0 32 21.1 175.0 0 32

173.0 172.0 0 36 21.1 0 36

172.0 171.0 0 30 20.8 0 30

171.1 168.5 25 0 20.8 0 28

168.5 166.0 50 0 21.0 0 30

166.0 164.0 35 0 20.8 0 30


Lakeshore, Ontario


Page 8

TABLE 3: South Portion of the Site

Elevation (m) Undrained Su (kPa)

Undrained Phi (deg)

Unit Weight (kN/m3)

Water Table (m)

Drained Su (kPa)

Drained Phi (deg)

176.3 174.5 0 32 19.7 175.0 0 32

178.7 172.5 0 35 21.6 0 35

172.5 171.5 0 28 21.1 0 28

171.2 169.0 25 0 20.8 0 28

169.0 166.0 35 0 20.8 0 30

166.0 164.0 50 0 21.1 0 30

If the active zone of the seawall will not be removed and replaced with free-draining granular

material, then the design should consider a water table at grade within the active zone even during

periods of low water levels within the waterways. Additionally, the organic peat layer should be

considered compressible and frost susceptible. Horizontal forces associated with periodic ice lenses

should be included in the design. Consolidation settlement of the compressive organics within the

anchorage zone may increase tie-rod forces and permit relative movement of the shallow anchor systems

if use of passive resistance from the organic layer will be incorporated into the design.


Lakeshore, Ontario


Page 9

5.0 CLOSURE

This report presents our interpretation of factual information obtained from the investigation and is

intended for the use of the design engineer. Where comments are made related to construction, they are

provided only in order to highlight aspects of construction that could affect the design of the project.

The number of boreholes required to determine the localized underground conditions between

testholes affecting construction would be much greater than has been carried out for design purposes.

Further examination and investigation should be carried out in order to verify the adequacy of the

information for construction that may affect the contractor with regards to construction techniques,

schedule, equipment capabilities, cost sequencing, etc. This report addresses the geotechnical aspects

of the subsurface conditions at the site pertinent to the proposed project only.

All testholes were tightly backfilled at completion. The Owner retains responsibility for future

maintenance and pedestrian safety of the property.

It is beyond the scope of this investigation and report to address any issues related to health or

environmental aspects of the proposed works.

Should local site conditions differ materially from that contained in this report, contact this office

immediately for guidance. Do not hesitate to contact us should questions arise concerning the contents

of this report. We would be pleased to meet with you at your convenience.

Regards, Soil & Materials Engineering Inc.

T. O'Dwyer, P.Eng. Consulting Engineer Drawings/Enclosures

LEGEND:

SITE MAP

DRAWING

1

Client:Notes:

Project: Thames River (Lighthouse Cove) Wharf

Location: 19310 Lakeside Drive, Lakeshore, ON

Number: 18G040

Testhole Locations

C.T. Soil & Materials Testing Inc.2000 Legacy Park DriveWindsor, ON N8W 5S6Telephone: (519) 966-8863Fax: (519) 966-8870

Test Hole

Monitoring Well

Test Well

DMT

Inclinometer

Test Pit


CT

SIT

E P

LAN

LA

ND

SC

AP

E 1

8G04

0.G

PJ

18

-09-

11

1

3

4

6

DMT 2

DMT 5

TH 7

0.60175.55

1.20174.95

4.20171.95

FILL - gravel well sorted(clearstone)

FILL - gravel, wellsorted, with clay andorganics

SILT AND SAND (SM) - finegrained with wood/peat

grey

greyish-black with organics wood/peat

loose

compact

gravel layer

SILTY CLAY (CL-ML) - withembedded sand and gravel

stiff

grey firm

0.0

2.0

5.0

7.5

10.0

12.5

15.0

20.0

21.5

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

VN

10

5

5

4

7

11

11

7

Ground Elev: m176.15

CONTENT(%)

REMARKS

Date: TO

10 20 30

FIELD VANE: Peak Rem.

50 100 150

20 40 60

PENETR. RESISTANCE DMT Phi( )

C.T. SOIL & MATERIALS

DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com

Machine:Method:Size:

TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 2

SOIL LITHOLOGY

WINDSOR ONTARIO

2000 Legacy Park DriveT. O'Dwyer, P.Eng., P.E.

Wl

EL/DPT

(m)

DEPTHDMT LAB TEST: Unc. P.P.

DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.

Soil & MaterialsEngineering Inc.

TESTHOLE No. 1JOB No:

WINDSOR, ONTARIO, N8W 5S6

W

TESTING INC.

19310 Lakeside Drive, Lakeshore, ON

Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170


Thames River (Lighthouse Cove) Wharf 83 mm I.D. H/S Auger

165 mm O.D.

2018-06-14 2018-06-14

REVIEWING PROFESSIONAL:

CT

ME

T

18G

040

.GP

J

18-0

9-12

2448

200

105

2448

200

105

12.65163.50


stiff

grey

End of Testhole

25.0

30.0

35.0

40.0

SPT

SPT

SPT

SPT

11

12

11

9

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 2

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-06-14 2018-06-14


CT

ME

T

18G

040

.GP

J

18-0

9-12

25

50

35

35

25

50

35

35

1.60174.70

FILL - coarse granularrock/concrete fragments

Commence Marchetti-typeFlat Plate Dilatometer(DMT)

SANDY SILT

SILTY SAND

SILTY SAND

MUD

SAND

SAND

SANDY SILT

SANDY SILT

SILTY SAND

SILTY SAND

SILTY SAND

SILTY SAND

SILTY CLAY

SILTY SAND

SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAY

CLAY

SILTY CLAY

CLAY

CLAY

CLAY

SANDY SILT

CLAY


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 3

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.


TESTHOLE No. DMT 2JOB No:


W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-06-18 2018-06-18


CT

ME

T

18G

040

.GP

J

18-0

9-12

300

335

281

471

922

370

230

275

286

229

300

335

281

471

922

370

230

275

286

229

12.20164.10

End of DMT

CLAY

CLAY

CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

CLAY

SILTY CLAY

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 3

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-06-18 2018-06-18


CT

ME

T

18G

040

.GP

J

18-0

9-12

FILL - coarsegranularrock/concretefragments

CommenceMarchetti-typeFlat PlateDilatometer(DMT)

SANDY SILT

SILTY SAND

SILTY SAND

MUD

SAND

SAND

SANDY SILT

SANDY SILT

SILTY SAND

SILTY SAND

SILTY SAND

SILTY SAND

SILTY CLAY

SILTY SAND

SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAY

CLAY

SILTY CLAY

CLAY

CLAY

CLAY

SANDY SILT

CLAY

18G040

(Continued Next Page)

C.T. Soil & Materials Testing Inc.

2000 Legacy Park Drive

Windsor, ON N8W 5S6

Telephone: (519) 966-8863

Fax: (519) 966-8870

INTERPRETEDSOIL DESCRIPTION

ELEV.(metre)

176

174

172

170

DEPTH(metre)

0

1

2

3

4

5

6

MATERIALINDEX

Sheet 1 of 2

HORIZONTALSTRESS INDEX

3 6 90 12

Shear Strength(kPa)

50 100 1500 200

REVIEWED BY:

51.5.1 10

.6 1.8

CLAY SILT SAND

Id CuM Kd Phi

LOG OF DMT 2

T. O'Dwyer, P.Eng., P.E. 2018-06-18DATE ADVANCED:PROJECT NO.:

Dwg. No.: 3A

CONSTRAINEDMODULUS

(MPa)

20 40 60 800 100

DRAINEDFRICTION

ANGLE (phi0)Baligh's Correction

30 4020 50

Thames River (Lighthouse Cove) Wharf19310 Lakeside Drive, Lakeshore, ON

CT

DM

T L

OG

18G

040.

GP

J

18-0

9-1

2

13.59

CommenceMarchetti-typeFlat PlateDilatometer(DMT)(continued)

End of DMTBoreholeTerminated at12.2 m

CLAY

CLAY

CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

CLAY

SILTY CLAY

18G040



Windsor, ON N8W 5S6

Telephone: (519) 966-8863

Fax: (519) 966-8870


ELEV.(metre)

168

166

164

DEPTH(metre)

7

8

9

10

11

12

13

MATERIALINDEX

Sheet 2 of 2


3 6 90 12

Shear Strength(kPa)

50 100 1500 200

REVIEWED BY:

51.5.1 10

.6 1.8

CLAY SILT SAND

Id CuM Kd Phi

LOG OF DMT 2


Dwg. No.: 3A

CONSTRAINEDMODULUS

(MPa)

20 40 60 800 100

DRAINEDFRICTION


30 4020 50


CT

DM

T L

OG

18G

040.

GP

J

18-0

9-1

2

0.45175.80

1.75174.50

1.90174.35

2.30173.95

3.50172.75

4.25172.00

FILL - gravel, sand andclay

SILTY SAND (SM) - finegrained with some gravel

brown loose

SANDY GRAVEL (GWS)

SANDY SILT (MLS) - withorganics

SAND (SP) - fine grainedwith shells

loose

brown compact

SAND (SW) - medium tofine grained with someorganics seams

grey loose


with fine sandy siltlenses

grey firm

silt lens

0.0

2.0

5.0

7.5

10.0

12.5

15.0

20.0

21.5

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

VN

6

3

3

4

22

9

8

3


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 4

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-06-14 2018-06-14


CT

ME

T

18G

040

.GP

J

18-0

9-12

120

25

120

25

12.65163.60


stiff

grey

End of Testhole

25.0

30.0

35.0

40.0

SPT

SPT

SPT

SPT

9

9

10

9

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 4

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-06-14 2018-06-14


CT

ME

T

18G

040

.GP

J

18-0

9-12

60

60

35

35

60

60

35

35

0.02176.23

1.20175.05

4.24172.01

20 mm TAR & CHIP SAND (SW) - medium tocoarse grained with graveland shells

browntoblack

compact with cobbles

SILTY SAND (SM) - finegrained

blacktobrown

loose to

very loose

grey

some organics with clay seams

loose


grey firm

0.5

2.5

5.0

7.5

10.0

12.5

15.0

20.0

21.5

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

VN

9

10

3

2

2

5

8

6


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 5

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-05-15 2018-05-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

1835

35

101835

35

10

12.65163.60


grey firm

stiff

End of Testhole

25.0

30.0

35.0

40.0

SPT

SPT

SPT

SPT

8

9

11

12

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 5

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-05-15 2018-05-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

25

25

35

25

25

35

1.60174.65

FILL - coarse granularrock/concrete fragments

Commence Marchetti-typeFlat Plate Dilatometer(DMT)

SILT

SANDY SILT

SAND

SILTY SAND

SAND

SILTY SAND

SILTY SAND

SILTY SAND

SAND

SILTY SAND

SANDY SILT

SILTY SAND

SANDY SILT

SANDY SILT

SANDY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 6

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-06-15 2018-06-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

364

1132

861

1673

1700

968

742

586

348

364

1132

861

1673

1700

968

742

586

348

12.20164.05

End of DMT

CLAY

SILTY CLAY

CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 6

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-06-15 2018-06-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

FILL - coarsegranularrock/concretefragments

CommenceMarchetti-typeFlat PlateDilatometer(DMT)

SILT

SANDY SILT

SAND

SILTY SAND

SAND

SILTY SAND

SILTY SAND

SILTY SAND

SAND

SILTY SAND

SANDY SILT

SILTY SAND

SANDY SILT

SANDY SILT

SANDY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

CLAY

18G040

(Continued Next Page)



Windsor, ON N8W 5S6

Telephone: (519) 966-8863

Fax: (519) 966-8870


ELEV.(metre)

176

174

172

170

DEPTH(metre)

0

1

2

3

4

5

6

MATERIALINDEX

Sheet 1 of 2


3 6 90 12

Shear Strength(kPa)

50 100 1500 200

REVIEWED BY:

51.5.1 10

.6 1.8

CLAY SILT SAND

Id CuM Kd Phi

LOG OF DMT 5


Dwg. No.: 6A

CONSTRAINEDMODULUS

(MPa)

20 40 60 800 100

DRAINEDFRICTION


30 4020 50


CT

DM

T L

OG

18G

040.

GP

J

18-0

9-1

2

13.77

14.16

18.14

113.2

167.3

170

CommenceMarchetti-typeFlat PlateDilatometer(DMT)(continued)

End of DMTBoreholeTerminated at12.2 m

CLAY

SILTY CLAY

CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

CLAYEY SILT

SILTY CLAY

SILTY CLAY

CLAYEY SILT

CLAYEY SILT

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

SILTY CLAY

18G040



Windsor, ON N8W 5S6

Telephone: (519) 966-8863

Fax: (519) 966-8870


ELEV.(metre)

168

166

164

DEPTH(metre)

7

8

9

10

11

12

13

MATERIALINDEX

Sheet 2 of 2


3 6 90 12

Shear Strength(kPa)

50 100 1500 200

REVIEWED BY:

51.5.1 10

.6 1.8

CLAY SILT SAND

Id CuM Kd Phi

LOG OF DMT 5


Dwg. No.: 6A

CONSTRAINEDMODULUS

(MPa)

20 40 60 800 100

DRAINEDFRICTION


30 4020 50


CT

DM

T L

OG

18G

040.

GP

J

18-0

9-1

2

0.15176.10

0.75175.50

1.35174.90

2.15174.10

3.05173.20

3.80172.45

4.25172.00

GRAVEL (GP)

FILL - sand with gravel

SAND AND PEAT

brown/black loose

SANDY GRAVEL (GWS) - withclay and peat lenses

grey compact

SILTY SAND (SM) - finegrained with shells

grey compact

SILTY SAND (SM) - mediumgrained with wood and peat

grey loose

SANDY SILT (MLS) - finegrained, trace organics

grey loose

SILTY CLAY (CL-ML) withembedded sand and gravel

grey firm

0.5

2.5

5.0

7.5

10.0

12.5

15.0

20.0

21.5

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

VN

7

7

8

20

10

8

8

4


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 7

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-05-15 2018-05-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

1830

50

1830

50

12.65163.60

SILTY CLAY (CL-ML) withembedded sand and gravel

stiff

grey

End of Testhole

25.0

30.0

35.0

40.0

SPT

SPT

SPT

SPT

9

16

14

11

CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

EQUIPMENT DATA

Sheet 2 of 2

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 7

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

169

168

167

166

165

164

163



165 mm O.D.

2018-05-15 2018-05-15


CT

ME

T

18G

040

.GP

J

18-0

9-12

60

50

50

35

60

50

50

35

0.15176.15

0.75175.55

2.90173.40

3.50172.80

ASPHALT AND CONCRETE ANDGRAVEL FILL - gravel, clay andorganics

PEAT - sandy with wood

SAND (SP) - fine grainedwith silt and trace gravel

End of Testhole

0.5

2.5

5.0

7.5

10.0

SPT

SPT

SPT

SPT

SPT

17

16

12

7

22


CONTENT(%)

REMARKS

Date: TO

10 20 30


50 100 150

20 40 60



DESCRIPTION

SAMP ID

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

EQUIPMENT DATA

Sheet 1 of 1

SAMPLE


(m)

SYMBOL

Wp

ctsoil.com


TYPE

N-VALUE

BULK UNIT

WGHT(kN/m3)

WELL

DATA

Dwg. No.: 8

SOIL LITHOLOGY

WINDSOR ONTARIO


Wl

EL/DPT

(m)


DYN.CONESTANDARD

DILATOMETER: Su

SHEAR STR.(kPa)

18G040

M(bars)

TESTING INC.




W

TESTING INC.


Diedrich D50 Truck

ph. (519) 966-8863, fx. (519) 966-8870

WATER

email ctsoil @

Client:

Project:

Location:

ELEV. (m)

176

175

174

173

172

171

170



165 mm O.D.

2018-06-14 2018-06-14


CT

ME

T

18G

040

.GP

J

18-0

9-12

appendix a geotechnical investigation

Documents