Geotechnical Report for the Proposed Development and Environmental Studies at the Subject Site Are Reported Under Separate Covers

REPORT ON SLOPE STABILITY INVESTIGATION PROPOSED RESIDENTIAL DEVELOPMENT 2100 BRANT STREET BURLINGTON, ONTARIO

Prepared for:

NATIONAL HOMES

Prepared By:

SIRATI & PARTNERS CONSULTANTS LIMITED

Project: SP17-187-10 750 Millway Avenue, Unit 8 May 4, 2017 Vaughan, Ontario, L4K 3T7 Tel: 905.669.4477 Fax: 905.669.4488

Project: SP17-187-10 Slope Stability Report National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

TABLE OF CONTENTS

1. INTRODUCTION 1

2. FIELD AND LABORATORY WORK 1

3. SITE AND SUBSURFACE CONDITIONS 2 3.1 SOIL CONDITIONS: ...... 2 3.2 GROUNDWATER CONDITIONS ...... 3

4. SLOPE STABILITY ASSESSMENT 3 4.1 SLOPE CONDITIONS...... 3 4.2 TOE EROSION CONSIDERATIONS ...... 4 4.3 SOIL PARAMETERS AND GROUNDWATER ...... 4 4.4 STABILITY OF EXISTING SLOPE ...... 5 4.5 LONG TERM STABLE TOP OF SLOPE ...... 5 4.6 GENERAL COMMENTS ON SLOPE STABILITY ...... 6

5. GENERAL COMMENTS ON REPORT 6

DRAWINGS/ENCLOSURES NO. SLOPE PROFILES LOCATION PLAN 1 SLOPE PROFILES 2-5 SLOPE STABILITY ANALYSES 6-7

APPENDIX A: PHOTOGRAPHS OF SLOPE CONDITIONS APPENDIX B: SPCL BOREHOLE LOGS AND LOCATION PLAN APPENDIX C: LANDTEK BOREHOLE LOGS & LOCATION PLAN APPENDIX D: LIMITATIONS OF REPORT

SIRATI & PARTNERS CONSULTANTS LIMITED i MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

1. INTRODUCTION

Sirati & Partners Consultants Limited (SPCL) was retained by National Homes to undertake a geotechnical investigation for the proposed residential development located at 2100 Brant Street, Burlington, Ontario.

A ravine slope towards Rambo Creek is located along the west property line. The purpose of this geotechnical investigation was to determine the subsurface conditions at the borehole locations for the proposed development and from the findings in the boreholes, carry out a detailed slope stability investigation and make recommendations for the Long-term Stable Top of Slope (LTSTOS) as per MNR Guidelines.

This report deals with slope stability study only. Geotechnical report for the proposed development and environmental studies at the subject site are reported under separate covers.

This report has been prepared for National Homes and Halton Conservation. Third party use of this report without Sirati & Partners Consultants Limited (SPCL) consent is prohibited. The limitation conditions presented in Appendix D form an integral part of the report and they must be considered in conjunction with this report.

2. FIELD AND LABORATORY WORK

SPCL drilled eight boreholes (BH1 to BH8) at the subject site as a part of the geotechnical investigation for the proposed development. Boreholes were drilled to depths ranging from 2.5 to 12.8m below existing grade. Borehole logs and location plan of the SPCL boreholes are attached in Appendix B of this report.

Boreholes were drilled with solid stem continuous flight auger equipment by a drilling sub-contractor under the direction and supervision of SPCL personnel. Samples were retrieved at regular intervals with a 50 mm O.D. split-barrel sampler driven with a hammer weighing 624 N and dropping 760 mm in accordance with the Standard Penetration Test (SPT) method. The samples were logged in the field and returned to the SPCL laboratory for detailed examination by the project engineer and for laboratory testing.

As well as visual examination in the laboratory, all the soil samples were tested for moisture content.

Water level observations were made during drilling and in the open boreholes at the completion of the drilling operations. Monitoring wells were installed in three boreholes (BH4, BH5 & BH8) for the long-term (stabilized) groundwater level monitoring.

The elevations at the borehole locations were surveyed by the SPCL personnel using differential GPS system.

SIRATI & PARTNERS CONSULTANTS LIMITED 1 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario Landtek Limited carried out a geotechnical investigation at the subject site in November 2015. Landtek borehole logs and location plan are attached in Appendix C of this report.

The slope profiles (Section A-A to D-D) for slope stability analyses were derived from the topographic drawing provided by the client.

3. SITE AND SUBSURFACE CONDITIONS

The site is approximately a rectangular shaped parcel of land located to the west of Brant Street, in the City of Burlington. The Property is surrounded by residential and community use properties located along Havendale Boulevard to the north, by Brant Street to the east, by residential subdivision to the south and by the Rambo Creek Valley on the west.

The borehole location plan is shown on Drawing 1 in Appendix B. The subsurface conditions in the boreholes are presented in the individual borehole logs in Appendix B (Encl. 2 to 9 inclusive). The subsurface conditions in the boreholes are summarized in the following paragraphs.

3.1 SOIL CONDITIONS:

Topsoil/Fill Material (Weathered/Disturbed Native):

A surficial topsoil layer, ranging in thickness from 50 to 170 mm, was encountered at the borehole locations. Fill material (possibly weathered/disturbed native soil) was encountered in all the boreholes, extending to a depth of about 0.8m. Fill material generally consisted of soft to stiff clayey silt, with inclusions of topsoil and rootlets.

Clayey Silt to Silty Clay Till:

Below the fill material or upper weathered/disturbed soil), native soil consisting of clayey silt to silty clay till was encountered, extending to the maximum explored depths of the boreholes or shale bedrock. Clayey silt to silty clay till was present in a very stiff to hard consistency, with measured SPT ‘N’ values ranging from 16 to 47 blows per 300mm penetration. Occasional cobble/boulder and sand seams were present within the cohesive till deposit.

A wet sandy silt layer was found in BH5 below a depth of 12.2m and extended to the maximum explored depth of 12.8m.

Shale Bedrock:

Shale bedrock of Queenston Formation was encountered in Landtek boreholes BH2 to BH4 below a depth of about 10.8m, corresponding to Elevations 145.9 to 151.0m. Shale bedrock was not confirmed by bedrock coring.

SIRATI & PARTNERS CONSULTANTS LIMITED 2 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario 3.2 GROUNDWATER CONDITIONS

All boreholes were found dry and open during drilling or upon completion, except BH5 which was found wet at the bottom. The stabilized groundwater levels observed in the monitoring wells on March 15, 2017 were at depths ranging from 0.8 to 6.4 mbgs, corresponding to elevations ranging from 153.8 m to 162.1 m, as listed on Table 1.

Table 1: Groundwater Levels Observed in Monitoring Wells BH Date of Drilling Date of Depth of Elevation of No. Observation Groundwater (m) Groundwater (m) BH4 March 3, 2017 March 15, 2017 6.4 153.8 BH5 March 6, 2017 March 15, 2017 0.9 156.8 BH8 March 6, 2017 March 15, 2017 0.8 162.1

It should be noted that the groundwater levels can vary and are subject to seasonal fluctuations in response to major weather events.

4. SLOPE STABILITY ASSESSMENT

The slope stability assessment in this report is based on subsurface conditions in the boreholes, the observations during our site visits, and the slope profiles provided by the client. Stability analyses of the slopes were carried out using the computer program SLIDE 6 with the Bishop’s Method of analysis. The slope conditions and the results of slope stability analyses are presented as follows.

4.1 SLOPE CONDITIONS

A site visit was made by a senior geotechnical engineer of SPCL on May 3, 2017 to carry out the visual assessment of the slope. The existing site and slope conditions, including general topography of the slopes, vegetation cover, and any evidence of slope failure and erosion were examined during the site visit. Photographs of the site taken during our site visits are shown in Appendix A of this report. Based on our observations during the site visits, the slope conditions are summarized as follows:

• The height of the subject slopes was about 4 to 8 m from the top of the slope to the toe of slope. The steepness of the slopes generally ranged from 2.7 H: 1V to flatter than 3.5H: 1V.

• The slope was generally covered with mature trees and other understory vegetation. Trees were generally standing straight. (See pictures in Appendix A). No slope slumping or tension cracks were observed on the slope. No erosion features such as scour, rills or bare spots were present at the time of our site visit.

• No water seepage was observed on the slope surface or at the toe of slope area.

SIRATI & PARTNERS CONSULTANTS LIMITED 3 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario • Rambo Creek is located in the toe of slope area, on the west side. The creek is generally 3 to 5m wide. The water flow direction was towards south. Active creek bank erosion was observed during our site visit.

• There is a wide flood plain (more than 15m) between the water course and the toe of slope in the southern part of the valley but in the northern part, water course is located at or near the toe of slope.

Four (4) slope profiles (Cross Sections A-A to D-D, see Drawing 1 for the profile locations) were derived from the topographic map provided by the client. Slope profiles at Sections A-A to D-D are provided on Drawings 2 to 5.

4.2 TOE EROSION CONSIDERATIONS

According to the borehole information and our visual assessment, the soil at the toe of the slope generally consisted of very stiff to hard clayey silt to silty clay till (Halton Till). Active creek bank erosion was observed during our site visit. In accordance with the Provincial Guidelines entitled “Understanding Natural Hazards” and considering the soil and creek conditions, it is our opinion that a creek bank erosion allowance of 8.0 m can be used for the analyses of the long-term stable slope. This value of erosion allowance will be used to determine the long term stable slope to be discussed in the following.

In the northern half of the valley, the creek is located at or near the toe of slope. Hence, an erosion allowance of 8m will be applied in this area to establish the long-term stable top of slope.

In the southern part of the valley, creek is located more that 15m away from the toe of slope. Therefore, no erosion allowance is required in this area.

4.3 SOIL PARAMETERS

Based on the borehole information as described in Section 3 of this report, long-term soil parameters used in the slope stability analyses are given on Table 2.

Table 2: Soil Parameters for Slope Stability Analyses Soil Unit Soil Type Long-term Strength Weight (See Section 3 for soil description) (kN/m3) c' (kPa) Ø (degree) Fill or Upper Weather/disturbed till 20.0 0 30 Clayey Silt to Silty Clay Till 21.5 8 30 Shale Bedrock 23.0 Infinite Strength

To take into consideration the vegetation and trees on the slopes and to prevent shallow surficial failures in the analyses, a soil layer up to 0.3 m thick along the slope surface is assumed to have a cohesion value of 2 kPa.

SIRATI & PARTNERS CONSULTANTS LIMITED 4 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario 4.4 STABILITY OF EXISTING SLOPE

Four (4) slope profiles (Cross Sections A-A to D-D, see Drawing 1 for profile locations) were derived from the topographic map provided by the client, as presented in Drawings 2 to 5.

Stability analysis of the existing slope at Section A-A (steepest section, 2.7H:1V) was carried out and the results are presented on Drawing 6, using the soil parameters listed in Table 2 and considering the soil profile in the nearby boreholes drilled by SPCL and Landtek.

The calculated factor of safety (FS) of the existing slope at Section A-A is 2.26, which exceeds the generally acceptable value of 1.5 for long-term stability of slopes. The existing slope at Section A-A, is considered stable in terms of long-term stability.

4.5 LONG-TERM STABLE SLOPE

To determine the steepness of the long-term stable slope at Cross Section A-A after applying the erosion allowance of 8m, analysis of an imaginary slope of 2H:1V is carried out, as shown on Drawing 7. The calculated factor of safety (FS) of the imaginary 2.0H: 1V slope on Drawing 7 is 1.75, which is greater than the minimum acceptable value of 1.5. The 2.0H: 1V slope shown on Drawing 7 is considered stable in terms of long-term stability.

Based on the slope stability analyses results, the top of the existing slope/top of bank at 2H: 1V or flatter inclination is considered to be the top of the long term stable slope.

The existing slopes at the site are generally flatter than 2.7H:1V inclination. With 8m erosion allowance and 2H:1V slope inclination, the existing top of slopes is stable in terms of its long-term stability.

In summary, the long term stable slope lines and stable top of slopes at Sections A-A to D-D are shown on Drawings 2 to 5.

4.6 LONG TERM STABLE TOP OF SLOPE

Based on the analysis results, the points representing the long-term stable top of slope at the cross Sections A-A to F-F are as follows.

• Point “S1” on Drawing 2 represents the long term stable top of slope at Section A-A

• Point “S2” on Drawing 3 represents the long term stable top of slope at Section B-B

• Point “S3” on Drawing 4 represents the long term stable crest of slope at Section C-C

• Point “S5” on Drawing 5 represents the long term stable crest of slope at Section D-D

SIRATI & PARTNERS CONSULTANTS LIMITED 5 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario Based on the long-term stable slopes at Sections A-A to D-D and our field observations, the recommended Long-term Stable Top of Slope (LTSTOS) line (Line S0-S1-S2-S3-S4-S5-S6-S7) is shown on Drawing 1. The Long-term Stable Top of Slope line must be reviewed by the Halton Conservation.

4.7 GENERAL COMMENTS ON SLOPE STABILITY

Additional comments related to the slope stability at the site are as follows:

• In order to prevent soil erosion at the slope surface, the vegetation and trees on the existing slopes must be preserved.

• Surface water must be directed away from the slope or carried down the slope in suitable conduits

• Snow must not be piled near the top of the slope.

• Additional fill cannot be placed on the existing slope surfaces or near the top of the slope.

• It should be noted that for the proposed development, Halton Conservation will require additional setback from the long term stable top of slope line.

5. GENERAL COMMENTS ON REPORT

Sirati & Partners Consultants Limited (SPCL) should be retained for a general review of the final design and specifications to verify that this report has been properly interpreted and implemented. If not accorded the privilege of making this review, Sirati & Partners will assume no responsibility for interpretation of the recommendations in the report.

The comments given in this report are intended only for the guidance of design engineers. The number of boreholes required to determine the localized underground conditions between boreholes affecting construction costs, techniques, sequencing, equipment, scheduling, etc., would be much greater than has been carried out for design purposes. Contractors bidding on or undertaking the works should, in this light, decide on their own investigations, as well as their own interpretations of the factual borehole results, so that they may draw their own conclusions as to how the subsurface conditions may affect them.

The limitation conditions presented in Appendix D form an integral part of the report and they must be considered in conjunction with this report.

SIRATI & PARTNERS CONSULTANTS LIMITED 6 MAY 4, 2017

Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

Drawings

SIRATI & PARTNERS CONSULTANTS LIMITED 1 MAY 4, 2017 EXISTING TOP OF BANK/LONG TERM STABLE TOP OF SLOPE (LTSTOS) LINE S6 S7

S5 S1 S0 S3 S4 S2

Client: National Homes Project No.: SP17-187-10 Drawing No.: 1

Drawn: YL Approved: AS Title: Profile Location Plan S0-S1-S2-S3-S4-S5-S6-S7 Date: April 2017 Scale: 0.63 Location: 2100 Brant Street, Burlington, Ontario Long-term Stable Top of Slope (LTSTOS) Line Original 750 Millway Avenue, Unit-8, Letter Rev: N/A Sirati & Partners Consultants Ltd. Size: Vaughan, ON L4K 0M7 Geotechnical & Environmental Services Phone#905-669-4477, Fax#905-669-4488 Engineering Solutions S1

2 Section A-A Site Plan 2 1:500

170.00 163.50 163.50

165.00 S1 Existing Slope 2.72H:1V 157.75 160.00 Creek/Water 155.50 Slope = 2H:1V

155.00 e=8m

DATUM 150.00 9.50 14.89 17.58 36.22 12.20 25.12 27.14 20.27 22.97 29.14 32.19 0.00 33.79 3.88

1 Section A-A Profile 2 1:500

Client: National Homes Project No.: SP17-187-10 Drawing No.: 2

Drawn: YL Approved: AS Title: Slope Profile at Section A-A

Date: April 2017 Scale: 1:500 Location: 2100 Brant Street, Burlington, Ontario

2 Section B-B Site Plan 3 1:500

170.00 161.75 165.00 161.75

S2 Existing Slope 160.00 3.85H:1V 155.25 155.00 Creek/Water 154.00

155.00 Slope = 2H:1V

e=8m DATUM 150.00 14.67 18.57 34.02 22.54 26.41 30.22 37.82 39.72 42.27 44.04 45.83 0.00

1 Section B-B Profile 3 1:500

Client: National Homes Project No.: SP17-187-10 Drawing No.: 3

Drawn: YL Approved: AS Title: Slope Profile at Section B-B

Date: April 2017 Scale: 1:500 Location: 2100 Brant Street, Burlington, Ontario

2 Section C-C Site Plan 4 1:500 158.25 158.25

160.00 Existing Slope S3

3.37H:1V 155.00

Existing Slope 153.75

Water152.75

22.22H:1V 152.50 155.00

DATUM 150.00 12.77 15.18 17.68 51.49 54.56 56.24 59.46 23.71 27.99 34.26 20.22 40.52 46.79 0.00

1 Section C-C Profile 4 1:500

Client: National Homes Project No.: SP17-187-10 Drawing No.: 4

Drawn: YL Approved: AS Title: Slope Profile at Section C-C

Date: April 2017 Scale: 1:500 Location: 2100 Brant Street, Burlington, Ontario

Original 750 Millway Avenue, Unit-8, Letter Rev: Sirati & Partners Consultants Ltd. Size: N/A Vaughan, ON L4K 0M7 Geotechnical & Environmental Services Phone#905-669-4477, Fax#905-669-4488 Engineering Solutions S5

1 Section D-D Site Plan 5 1:500 156.75 156.75 160.00 156.50

Existing Slope

S5 3.21H:1V 153.50 Creek Existing Slope 152.25 155.00 151.50 28.96H:1V

DATUM 150.00 11.49 16.79 19.09 23.76 66.84 21.43 62.63 45.56 0.00 26.43 32.16 38.89 52.22

2 Section D-D Profile 5 1:500

Client: National Homes Project No.: SP17-187-10 Drawing No.: 5

Drawn: YL Approved: AS Title: Slope Profile at Section D-D

Date: April 2017 Scale: 1:500 Location: 2100 Brant Street, Burlington, Ontario

Original 750 Millway Avenue, Unit-8, Letter Rev: N/A Sirati & Partners Consultants Ltd. Size: Vaughan, ON L4K 0M7 Geotechnical & Environmental Services Phone#905-669-4477, Fax#905-669-4488 Engineering Solutions Safety Factor 0.00 Unit Weight Cohesion Phi 2.26 Material Name Color Strength Type 0.25 (kN/m3) (kPa) (deg)

180 0.50 0.75 Topsoil 16 Mohr-Coulomb 2 0 1.00 1.25 Fill/Weathered Disturbed Soil 20 Mohr-Coulomb 0 30 1.50 1.75 Clayey Silt to Silty Clay Till 21.5 Mohr-Coulomb 8 30 2.00 175 2.25 Shale Bedrock 23 Inﬁnite strength 2.50 2.75 3.00 3.25 3.50 170 3.75 4.00 4.25 4.50 4.75 5.00

165 5.25 5.50 Existing Slope 5.75 W 6.00+

160 Creek W

2 H:1 V S lop

155 e (L on gt erm e=8m S tab le S lop e) 150

-15 -10 -5 0 5 10 15 20 25 30 35 Project SP17-187-10 Slope Stability Study - 2100 Brant Street, Burlington, ON

Analysis Description Existing Slope at Section A-A Drawn By AS Scale 1:220 Company SPCL Date File Name SLIDEINTERPRET 7.023 2017-05-04, 9:26:04 AM Drawing 6.slim Safety Factor 0.00 Unit Weight Cohesion Phi Material Name Color Strength Type 0.25 (kN/m3) (kPa) (deg)

165 5.25 5.50 5.75 W 6.00+

2 H:1 160 V Slo pe Creek W 155 e=8m 150

-15 -10 -5 0 5 10 15 20 25 30 35 Project SP17-187-10 Slope Stability Study - 2100 Brant Street, Burlington, ON

Analysis Description Longterm Stable Slope (2H:1V) at Section A-A Drawn By AS Scale 1:220 Company SPCL Date File Name SLIDEINTERPRET 7.023 2017-05-04, 9:26:04 AM Drawing 7.slim Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

APPENDIX A: Photographs of Site/Slope

Photograph A2: Slope/Vegetation Conditions at Section A-A (Looking West)

Photograph A4: Slope/Vegetation Conditions at Section A-A (Looking West)

Photograph A6: Active Erosion of Creek Banks Between Sections A-A & B-B (Looking Southwest)

Photograph A8: Slope/Vegetation Conditions Near Section B-B (Looking East)

SIRATI & PARTNERS CONSULTANTS LIMITED 6 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario Photograph A9: Flood Plain Conditions between Toe of Slope & Creek, Section C-C/D-D

Photograph A10: Slope/Vegetation Conditions Between Section C-C & D-D (Looking East)

SIRATI & PARTNERS CONSULTANTS LIMITED 7 MAY 4, 2017 Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

Appendix B: Logs & Location Plan of SPCL Boreholes

SIRATI & PARTNERS CONSULTANTS LIMITED 8 MAY 4, 2017 .

NOTES:

1. The boundaries and soil types have been established only at borehole locations. Between and beyond boreholes they are assumed and may be subject to considerable error. 2. Soil samples will be retained in storage for 3 months and then destroyed unless the client advises an extended time Project No: SP17-187-10 Drawing No: 1 period is required. Client: National Homes 3. Topsoil / granular quantities should not Title: Borehole Location Plan be established from the information provided at the borehole locations. Project: Proposed Residential Development Drawn: NS Approved: AS 4. Borehole elevations should not be used to design building(s) or floor slab(s) or parking lot(s) grades. Date: 29-Mar-17 Scale: N.T.S 5. This drawing forms part of the report Original (project number as referenced) and Tabloid Rev: N/A Size: should only be used in conjunction with LOG OF BOREHOLE BH1 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/03/2017 ENCL NO.: 2 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 156.2 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 0.0 FILL: clayey silt, trace sand, brown, 156 moist, firm 1 SS 6

155.4 1 0.8 CLAYEY SILT TILL: some sand, 2 SS 36 trace gravel, occasional 155 cobble/boulder, brown, moist, hard

3 SS 39 2 154 153.7 2.5 END OF BOREHOLE Notes: 1) Borehole dry and open upon completion. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH2 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/03/2017 ENCL NO.: 3 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 157.8 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 0.0 FILL: clayey silt, trace sand, brown, moist, soft 1 SS 3

157.0 157 1 0.8 SILTY CLAY TILL: some sand, trace gravel, brown, moist, very stiff 2 SS 25 to hard

3 SS 36 156 2

155.3 2.5 END OF BOREHOLE Notes: 1) Borehole dry and open upon completion. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH3 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/06/2017 ENCL NO.: 4 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 159.1 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 159.00.10.0 TOPSOIL: 70mm 159 FILL: clayey silt, trace topsoil, trace 1 SS 11 sand, brown, moist, stiff 158.3 1 0.8 CLAYEY SILT TILL: some sand, trace gravel, brown, moist, hard 2 SS 31 158

3 SS 33 2 157 156.6 2.5 END OF BOREHOLE Notes: 1) Borehole dry and open upon completion. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH4 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/03/2017 ENCL NO.: 5 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 160.1 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 160.10.10.0 TOPSOIL: 50mm 160 FILL: clayey silt, trace topsoil, trace 1 SS 3 rootlets, trace sand, brown, moist, 159.3 soft 1 0.8 CLAYEY SILT TO SILTY CLAY 2 SS 26 TILL: some sand, trace gravel, 159 brown, moist, very stiff to hard

3 SS 32 2 158

4 SS 35

3 157

5 SS 34

4 156

5 6 SS 18 155

6 154 7 SS 16 W. L. 153.8 m Mar 15, 2017

7 153

8 8 SS 17 151.9 152 8.2 END OF BOREHOLE Notes: 1) Monitoring well installed in the borehole upon completion. 2) Water level in monitoring well at 6.4m on Mar 15, 2017. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH5 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/06/2017 ENCL NO.: 6 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 157.6 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 157.50.10.0 TOPSOIL: 70mm FILL: clayey silt, trace topsoil, trace 1 SS 4 rootlets, trace sand, brown, moist, 157 156.8 firm 1 0.8 CLAYEY SILT TO SILTY CLAY W. L. 156.8 m 2 SS 35 TILL: some sand, trace gravel, Mar 15, 2017 occational cobble/boulder, brown, moist, very stiff to hard 156 3 SS 36 2

4 SS 34 155

5 SS 47 154

153

5 6 SS 34

152

7 SS 29 151

150

8 8 SS 23

149

9 grey below 9.1m 9 SS 20 148

147

11 10 SS 30

146

12 145.4 12.2 SANDY SILT: some clay, grey, 50/ moist, 11 SS 144.8 120mm 145 12.8 END OF BOREHOLE Notes: 1) Monitoring well installed in the borehole upon completion. 2) Water level in monitoring well at 0.9m on Mar 15, 2017. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH6 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/06/2017 ENCL NO.: 7 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 156.7 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 0.0 TOPSOIL: 100mm 156.60.1 FILL: clayey silt, trace topsoil, trace 1 SS 4 sand, brown, moist, firm 155.9 156 1 0.8 CLAYEY SILT TILL: some sand, trace gravel, brown, moist, very stiff 2 SS 22 to hard 155 3 SS 41 2

154.2 2.5 END OF BOREHOLE Notes: 1) Borehole dry and open upon completion. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH7 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/06/2017 ENCL NO.: 8 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 159.5 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 159.30.0 TOPSOIL: 170mm 0.2 FILL: clayey silt, trace topsoil, trace 1 SS 7 sand, brown, moist, firm 159 158.7 1 0.8 CLAYEY SILT TILL: some sand, trace gravel, brown, moist, very stiff 2 SS 20 to hard 158 3 SS 35 2

157.0 157 2.5 END OF BOREHOLE Notes: 1) Borehole dry and open upon completion. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement LOG OF BOREHOLE BH8 1 OF 1

PROJECT: Proposed Residential Development DRILLING DATA CLIENT: National Homes Method: Solid Stem Augers PROJECT LOCATION: 2100 Brant Street, Burlington, ON. Diameter: 150mm REF. NO.: SP17-187-10 DATUM: Geodetic Date: Mar/06/2017 ENCL NO.: 8 BH LOCATION: See Drawing 1 DYNAMIC CONE PENETRATION SOIL PROFILE SAMPLES RESISTANCE PLOT NATURAL PLASTIC LIQUID REMARKS MOISTURE LIMIT LIMIT 20 40 60 80 100 CONTENT AND (m) ) 3 wP w wL GRAIN SIZE ELEV SHEAR STRENGTH (kPa) DISTRIBUTION DESCRIPTION FIELD VANE (kN/m DEPTH UNCONFINED & Sensitivity (Cu) (kPa) POCKET PEN. (%) WATER CONTENT (%) QUICK TRIAXIAL LAB VANE NATURAL UNIT WT 20 40 60 80 100 10 20 30 162.9 PLOT STRATA NUMBER TYPE BLOWS "N" 0.3 m WATER GROUND CONDITIONS ELEVATION GR SA SI CL 162.70.0 TOPSOIL: 170mm 0.2 FILL: clayey silt, trace topsoil, trace 1 SS 7 sand, brown, moist, firm 162.1 1 0.8 CLAYEY SILT TO SILTY CLAY W.162 L. 162.1 m TILL: trace sand, trace gravel, 2 SS 30 Mar 15, 2017 brown, moist, very stiff to hard

3 SS 40 2 161

4 SS 39

3 160

5 SS 27

4 159

5 6 SS 45 158

6 157

7 SS 28 156.2 6.7 Straight Auger to 12.2m without soil 7 156 sampling to install monitoring well

8 155

9 154

10 153

11 152

12 151 150.7 12.2 END OF BOREHOLE Notes: 1) Monitoring well installed in the borehole upon completion. 2) Water level in monitoring well at 0.8m on Mar 15, 2017. SPCL SOIL LOG SP17-187-10 -2100 BRANT SPCL -2100 STREET.GPJ SOIL LOG SP17-187-10 SPCL.GDT 3/29/17 GRAPH 3 3 Numbers refer =3% GROUNDWATER ELEVATIONS , : Strain at Failure NOTES to Sensitivity 1st 2nd 4th3rd Measurement Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario

Appendix C: Logs & Location Plan of Landtek Limited Boreholes

SIRATI & PARTNERS CONSULTANTS LIMITED 9 MAY 4, 2017

Project: SP17-187-10 Slope Stability Study National Homes Proposed Residential Development 2100 Brant Street, Burlington, Ontario Appendix D: Limitation and Use of the Report

This report is intended solely for the Client named. The material in it reflects our best judgment in light of the information available to Sirati & Partners Consultants Limited (SPCL) at the time of preparation. Unless otherwise agreed in writing by SPCL, it shall not be used to express or imply warranty as to the fitness of the property for a particular purpose. No portion of this report may be used as a separate entity, it is written to be read in its entirety.

The conclusions and recommendations given in this report are based on information determined at the borehole locations. The information contained herein in no way reflects on the environment aspects of the project, unless otherwise stated. Subsurface and groundwater conditions between and beyond the boreholes may differ from those encountered at the borehole locations, and conditions may become apparent during construction, which could not be detected or anticipated at the time of the site investigation. The benchmark and elevations used in this report are primarily to establish relative elevation differences between the borehole locations and should not be used for other purposes, such as grading, excavating, planning, development, etc. Professional judgement was exercised in gathering and analyzing data and formulation of recommendations using current industry guidelines and standards. Similar to all professional persons rendering advice, SPCL cannot act as absolute insurer of the conclusion we have reached. No additional warranty or representation, expressed or implied, is included or intended in this report other than stated herein the report.

The design recommendations given in this report are applicable only to the project described in the text and then only if constructed substantially in accordance with the details stated in this report.

The comments made in this report on potential construction problems and possible methods are intended only for the guidance of the designer. The number of boreholes may not be sufficient to determine all the factors that may affect construction methods and costs. For example, the thickness of surficial topsoil or fill layers may vary markedly and unpredictably. The contractors bidding on this project or undertaking the construction should, therefore, make their own interpretation of the factual information presented and draw their own conclusions as to how the subsurface conditions may affect their work. This work has been undertaken in accordance with normally accepted geotechnical engineering practices.

Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. SPCL accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

We accept no responsibility for any decisions made or actions taken as a result of this report unless we are specifically advised of and participate in such action, in which case our responsibility will be as agreed to at that time. Any user of this report specifically denies any right to claims against the Consultant, Sub-Consultants, their officers, agents and employees in excess of the fee paid for professional services.

SPCL engagement hereunder is subject to and condition upon, that SPCL not being required by the Client, or any other third party to provide evidence or testimony in any legal proceedings pertaining to this finding of this report, or providing litigations support services which may arise to be required in respect of the work produced herein by SPCL. It is prohibited to publish, release or disclose to any third party the report produced by SPCL pursuant to this engagement and such report is produced solely for the Client own internal purposes and which shall remain the confidential proprietary property of SPCL for use by the Client, within the context of the work agreement. The Client will and does hereby remise and forever absolutely release SPCL, its directors, officers, agents and shareholders of and from any and all claims, obligations, liabilities, expenses, costs, charges or other demands or requirements of any nature pertaining to the report produced by SPCL hereunder. The Client will not commence any claims against any Person who may make a claim against SPCL in respect of work produced under this engagement.

SIRATI & PARTNERS CONSULTANTS LIMITED 10 MAY 4, 2017