LIMITED SUPPLEMENTARY GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED ROAD, DRAINAGE, AND SIDEWALK IMPROVEMENTS IN THE VILLAGE OF NEWBURY, ONTARIO

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1 LIMITED SUPPLEMENTARY GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED ROAD, DRAINAGE, AND SIDEWALK IMPROVEMENTS IN THE VILLAGE OF NEWBURY, ONTARIO Prepared for: CIMA+ #900, 101 Frederick Street Kitchener, Ontario, Canada N2H 6R2 13 November 18 DST File No.: IN-SO DST Consulting Engineers Inc. 550 Parkside Drive, Unit C1-B, Waterloo, Ontario, N2L 5V4 Tel.: +1 (877) x 345 Fax: +1 (888) Waterloo@DSTgroup.com

2 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO TABLE OF CONTENTS 1. INTRODUCTION GEOLOGICAL SETTING AND PREVIOUS INVESTIGATIONS FIELD INVESTIGATION AND LABORATORY TESTING SUBSURFACE CONDITIONS Stratigraphy Summary of Laboratory Test Results DISCUSSION AND RECOMMENDATIONS Evaluation of Existing Pavement Structure Thickness of Existing Granular Fill Granular Fill Characterization Recommended New Pavement Structure Alternative Pavement Designs for Road Reconstruction or Rehabilitation Temporary Maintenance of the Existing Pavement Structure Foundation Design for Replacement of Concrete Culvert Geotechnical Bearing Resistance and Anticipated Settlement Bedding, Cover, and Backfill Lateral Earth Pressures Frost Protection and Foundation Insulation Requirements EXCAVATION REQUIREMENTS Groundwater Control Monitoring During Construction REFERENCES CLOSURE...18 ii

3 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO iii LIST OF TABLES Table 4.1 Summary of the Observed Subsoils Stratigraphy and Groundwater Levels... 4 Table 4.2 Summary of the Atterberg Limits Test Results... 5 Table 4.3 Summary of Gradation Analysis Results for Tested Samples of Granular Fill and Native Subsoils... 6 Table 5.1 Measured Thicknesses of Existing Asphalt and Granular Fill Layers... 7 Table 5.2 Comparison of Gradation Results for Tested Granular Fill samples with OPSS 1010 Granular A, B Type I, and B Type I / II Gradation Requirements... 8 Table 5.3 Summary of Existing Pavement GBE at the Site... 9 Table 5.4 Recommended Pavement Structure Thicknesses for Full Reconstruction... 9 Table 5.5 Alternative Recommended Pavement Structure Thicknesses for Reconstruction / Rehabilitation Table 5.6 Suggested Soil Parameters for Native Stiff to Very Stiff Silty Clay APPENDICES FIGURE 1 SITE LOCATION FIGURE 2 SITE PLAN AND BOREHOLE LOCATIONS APPENDIX A LIMITATIONS OF REPORT APPENDIX B EXPLANATION OF TERMS USED AND DETAILED BOREHOLE LOGS APPENDIX C GEOTECHNICAL LABORATORY RESULTS

4 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO INTRODUCTION DST Consulting Engineers Inc. ( DST ) was retained by CIMA+ ( the Client ) to conduct a limited supplementary geotechnical investigation to support the proposed road, drainage, and sidewalk improvements at various locations in Newbury, Ontario ( the Site ). Authorization to proceed with this work was received from Mr. Stefan Mayirou, P.Eng., Project Manager for CIMA+. A site location map for the study area is provided in Figure 1. This investigation is intended to supplement the following original / historical geotechnical investigations carried out for the Village of Newbury (as provided by CIMA+): Part 2 of a 1999 Geotechnical Report by Trow Associates Inc. (now EXP Services Inc.) Village of Newbury 13 Road Needs Study by Stantec Consulting Ltd. The scope of work for this supplementary geotechnical investigation consisted of advancing nine (9) boreholes on the specified roadways (shown on Figure 1) throughout the Site. The main objectives of this investigation were: To characterize the subsurface conditions along Coltsfoot Drive between Pine Road and York Street and to provide asphalt replacement recommendations; To provide asphalt rehabilitation recommendations at various locations on Tucker Street, Queen Street, and Broadway Street; and, To characterize the subsurface conditions at an existing concrete culvert-bridge structure, on the north end of Dundas Street spanning Haggerty Creek, and to provide geotechnical recommendations for its replacement with a new culvert-bridge structure. This geotechnical investigation report has been prepared for the sole use of CIMA+ and the Village of Newbury, and any use or reliance on this report by another party is the sole responsibility of such party. This geotechnical investigation report is subject to the limitations described in Appendix A. 2. GEOLOGICAL SETTING AND PREVIOUS INVESTIGATIONS Before the field investigation commenced, DST completed a preliminary review of: Publicly available information from the Ontario Geological Survey (OGS) surficial geology and physiography datasets, the Ontario Ministry of Environment, Conservation

5 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO and Parks (MOECP) well records, and Ontario Ministry of Northern Development and Mines / Ontario Ministry of Transportation (MNDM / MOT) geotechnical borehole database; and, Previous geotechnical investigation reports by others from 1999 to 13 (listed above and in the project references). As per the OGS physiography dataset, Newbury is located within a physiographic region known as the Bothwell Sand Plains. The OGS surficial geology dataset identifies the area as being overlain by coarse-textured glaciolacustrine deposits comprising of sand and gravel, with minor silt and clay. This is consistent with the findings of the previous geotechnical investigations and the historical drilling records from the general area of the Site, which identify interlayered deposits of very dense sand, silt, and clay overlying bedrock at an approximate geodetic elevation of 185 m above sea level (m asl). Other notable surficial geology features in the area included sand dunes. Based on these findings, the soil stratigraphy at the Site was expected to generally comprise of glaciolacustrine sand and silt deposits. Bedrock was not anticipated to be encountered within the planned depth of investigation. 3. FIELD INVESTIGATION AND LABORATORY TESTING The field investigation consisted of a total of nine (9) geotechnical boreholes advanced at the specified locations selected by CIMA+ as shown in Figure 2. The geotechnical field work at the Site was completed by DST on August 1 and August 2, 18 at various specified locations across the Village of Newbury as follows: Four (4) boreholes, BH01-18 through BH04-18, were advanced on Coltsfoot Drive between Pine Road and York Street; One (1) borehole, BH05-18, was advanced on Tucker Street, approximately 130 m south of the intersection with Broadway Street; One (1) borehole, BH06-18, was advanced at the intersection of Broadway Street and Dundas Street; Two (2) boreholes, BH07-18 and BH08-18, were advanced on Queen Street, at the intersections with Hagerty Road and York Street, respectively; and, One (1) borehole, BH09-18, was advanced on Dundas Street, 90 m north of the intersection with York Street.

6 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO The approximate locations of each borehole are shown in Figure 2, with detailed borehole logs presented in Appendix B. The boreholes were advanced from the existing paved road surface to investigate the in-situ pavement structure, subsoil, and groundwater conditions at the Site. All boreholes were advanced using a Diedrich D-50 truck-mounted drill rig operated by a specialist drilling subcontractor, under the full-time supervision of DST geotechnical field personnel. Drilling was completed using 83.5-mm internal diameter (ID) hollow stem augers. Representative soil samples were obtained at continuous 0.76-m intervals using a split barrel sampler in conjunction with the measurement of standard penetration test (SPT) N values to interpret the in-situ consistency / relative density of the soils. Each borehole was backfilled with soil cuttings mixed with bentonite holeplug from termination depth to near surface in accordance with Ontario Regulation 903 (Wells) requirements. The paved surface condition at each borehole was restored using cold patch asphalt. Borehole locations and elevations were not measured, as it was agreed that a survey team retained by CIMA+ would complete a survey of all borehole locations following completion of the drilling program. Soil samples were transported to the DST Waterloo laboratory, where geotechnical soil index tests were performed to aid in the confirmation of soil descriptions and classifications, and the determination of geotechnical engineering properties. Laboratory tests included natural moisture content tests and gradation analyses. Laboratory test results are presented on the borehole logs (Appendix B), and the full laboratory test reports are included in Appendix C. 4. SUBSURFACE CONDITIONS 4.1 Stratigraphy Details of the subsurface conditions encountered in the nine (9) boreholes are presented on the borehole logs in Appendix B. A summary of the site-specific subsurface conditions encountered in each borehole is presented in Table 4.1. The descriptions that follow provide a general overview of the different subsoils and groundwater conditions that were observed. It should be noted that the boundaries between strata have been inferred from drilling observations. The strata boundaries generally represent a transition from one soil type to another and should not be inferred to represent an exact plane of geological change. Conditions may vary between and beyond the borehole locations.

7 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Table 4.1 Borehole ID Summary of the Observed Subsoils Stratigraphy and Groundwater Levels Asphalt (mm) Approximate Depths (m, unless otherwise stated) Sand and Gravel (Granular Fill) (mm) Native Gravelly Sand to Silty Sand Native Silt to Silty Clay Groundwater Level (m bgs) BH to to to to 3.7 (EOH) Dry BH to to to to 3.7 (EOH) Dry BH to to to to 3.0 (EOH) 1.86 BH to to to 3.0 (EOH) Dry BH to to to 1.5 (EOH) - Dry BH to to to 1.5 (EOH) - Dry BH to to to 1.5 (EOH) - Dry BH to to to 1.5 (EOH) BH to to to to 11.3 (EOH) Dry EOH: End of Hole The following descriptions provide an overview of the generalized different subsurface soils and groundwater conditions encountered in the latest exploratory boreholes across the Site. ASPHALT: A surficial layer of asphalt pavement was encountered at ground surface in all boreholes. The asphalt layer varied in thickness from 50 mm to 125 mm. GRANULAR FILL Sand and Gravel: In all boreholes, a layer of Granular FILL consisting of sand and gravel was encountered below the surface asphalt layer. This FILL unit was typically brown to dark brown in colour and ranged in thickness from approximately 255 mm to 455 mm. SPT-N values from this layer were between 9 and 16, indicating a loose to compact density condition. NATIVE Gravelly Sand to Silty Sand: The FILL unit was underlain by a native gravelly sand to silty sand deposit in all boreholes except BH04-18, in which it was absent. Where it was encountered, the native sand deposit extended to depths between 0.8 m and 1.8 m, and ranged in thickness from 0.3 m to 1.4 m. This deposit was typically black to brownish-black directly below the Granular FILL, turning brown to brownish grey in colour below 0.6 m to 0.8 m depth. The deposit was consistently compact (as indicated by the SPT N values that were recorded) and was observed to increase in silt content with depth. NATIVE Silt to Silty Clay: A native silt to silty clay deposit was identified below the overlying sand deposit and extending to the termination depth in all boreholes. The consistency of this

8 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO deposit ranged from stiff to very stiff (as indicated by the recorded SPT N values), typically becoming stiffer with depth. Groundwater Conditions: Groundwater levels were monitored during drilling advancement and upon completion of each borehole. No groundwater infiltration was noted during drilling activities. The groundwater level upon completion of drilling was measured at 1.86 m depth in BH03-18 and at 1.22 m depth in BH All other boreholes were dry at the time of the field investigation. Caving was also observed in BH02-18, BH03-18, and BH04-18, at depths ranging from 1.9 m to 2.4 m, and in BH09-18 at 10.3 m depth. The groundwater levels measured at the time of drilling may not be representative of the stabilized groundwater conditions at the site during the construction period. Therefore, additional groundwater measurements are normally recommended prior to construction. It should be noted that groundwater levels are transient and tend to fluctuate seasonally (potentially up to 1 or 2 m) and with periods of precipitation. Seepage should be expected when excavating below the saturated zones, based on the measured water levels. 4.2 Summary of Laboratory Test Results Detailed laboratory test results are presented in Appendix C, including measured natural moisture contents, Atterberg Limits, and gradation analyses. One (1) representative soil sample from the native subgrade was selected for an Atterberg Limits test. The results of this test are summarized in Table 4.2. Based on the results, the tested soil can be classified as a low plasticity (lean) Silty Clay. Table 4.2 Summary of the Atterberg Limits Test Results Sample ID BH09-18, SS5 ( m bgs) Moisture Content (%) Liquid Limit LL (%) Plastic Limit PL (%) Plasticity Index PI (%) USCS Type CL A total of eight (8) gradation analyses were performed on selected soil samples. The results of these tests are summarized in Table 4.3.

9 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Table 4.3 Summary of Gradation Analysis Results for Tested Samples of Granular Fill and Native Subsoils Sample ID BH01-18, SS1 ( m bgs) BH02-18, SS1 ( m bgs) BH03-18, SS2 ( m bgs) BH04-18, SS1 ( m bgs) BH05-18, GS1 ( m bgs) BH08-18, GS1 ( m bgs) BH09-18, SS2 ( m bgs) BH09-18, SS5 ( m bgs) USCS 1 Soil Description % Particle Size Content Gravel Sand Silt Clay Silty SAND, trace Gravel Gravelly SAND, some Silt 60 Silty SAND Silty SAND, some Gravel Silty SAND, trace Gravel, trace Clay SAND and GRAVEL, trace Silt, trace Clay Silty SAND, trace Clay, trace Gravel Silty CLAY (CL) 2, some Sand USCS: Unified Soil Classification System 2 Soil classification governed by Plasticity results for fine-grained soils, in accordance with USCS 5. DISCUSSION AND RECOMMENDATIONS 5.1 Evaluation of Existing Pavement Structure DST understands that improvements to the existing roads in the Village of Newbury are planned. This is assumed to include the implementation of a Master Drainage Plan and the incorporation of drainage elements to the existing road system, as recommended in a Road Needs Study completed by Stantec in 13 for the Village of Newbury. The following section includes brief summaries of the observations made during DST s limited supplementary geotechnical field investigation of the existing pavement structure across the Site, followed by recommendations for the new pavement structure based on the observed conditions Thickness of Existing Granular Fill The thickness of the existing asphalt and granular fill layers were measured in each borehole during DST s supplementary geotechnical field investigation. The measured thicknesses of the existing pavement structure are summarised in Table 5.1 below, which indicate significant variations across the Site. In general, the asphalt layer thickness varied from 50 to 125 mm, and the granular fill layer thickness ranged from 255 to 380 mm.

10 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Table 5.1 Borehole ID Measured Thicknesses of Existing Asphalt and Granular Fill Layers Asphalt Measured Layer Thickness (mm) Sand and Gravel (Granular Fill) BH BH BH BH BH BH BH BH BH Average Granular Fill Characterization A total of Seven (7) grain size analyses with sieves were performed on selected samples from the granular fill layer below the asphalt. The gradation results are summarized and compared with the Ontario Provincial Standards Specifications (OPSS 1010, November 13) for Granular A, B (Type I), or B (Type II) materials in Table 5.2 below. In addition, the Granular A, B (Type I), and B (Type II) material specification envelopes are overlain on each of the granular sample grain size analyses results for comparison in Appendix C. The results for each of the grain size analyses except one (at BH08-18) indicate that the existing granular fill underlying the asphalt does not meet the OPSS requirements for Granular A, B (Type I), or B (Type II) materials, and thus is not suitable for re-use as a granular fill base. At BH08-18, the tested granular fill met the specification for Granular B (Type I). The existing granular fill below asphalt at all recent exploratory borehole locations except BH08-18 does not meet the basic requirements for Granular Base of Asphalt Roadway (with excessive fines contents to allow effective drainage) and is therefore deemed unsuitable in the long run. The majority of the tested granular fill does not have the desired drainage characteristics and would have significantly lower granular equivalency factor, if and where it meets Granular C gradation specifications. Therefore, since the unsuitable granular fill with excessive fines contents could not be effectively remedied in-situ, it may have to be replaced using new materials that meet the OPSS for Granular A, B (Type I), or B (Type II) materials, considering the intended long-term use as municipal roadways. These basic requirements must be satisfied

11 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO in order to ensure the necessary drainage and strength characteristics of the new pavement structure can be provided. At BH08-18, the existing granular fill is suitable for re-use as a granular base material and will not need to be replaced. Table 5.2 Comparison of Gradation Results for Tested Granular Fill samples with OPSS 1010 Granular A, B Type I, and B Type I / II Gradation Requirements Sample ID OPSS Granular A Requirement OPSS Granular B Type I Requirement OPSS Granular B Type II Requirement BH01-18, SS1 ( m bgs) BH02-18, SS1 ( m bgs) BH03-18, SS2 ( m bgs) BH04-18, SS1 ( m bgs) BH05-18, GS1 ( m bgs) BH08-18, GS1 ( m bgs) BH09-18, SS2 ( m bgs) Sieve Sizes (mm, unless otherwise stated) 75 μm 300 μm Percentage Passing (%) N/A N/A N/A N/A N/A N/A * 81* * * 96* * * 96* * 92* * Exceeded the OPSS Gradation Requirements (fine contents, etc.) for each of: Granular A, Granular B Type I, and Granular B Type II Further consultations maybe required and should include an updated detailed condition survey, any mapping areas of potential distress before proceeding with possible rehabilitation of the existing pavement structure Recommended New Pavement Structure In-situ Granular Base Equivalencies (GBE) have been estimated to assess the existing pavement structure. Based on our observation of the existing pavement structure as presented in Table 5.1 and using Equivalency Factors from Table of MTO s Pavement Design and

12 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Rehabilitation Manual, 2 nd Ed. (13), the average GBE is estimated to be 331 as summarized in Table 5.3. Table 5.3 Summary of Existing Pavement GBE at the Site Observed Pavement Layer Measured Thicknesses of Pavement Structure (mm) Equivalency Factor Asphalt Granular Base/Subbase GBE (mm) 319 It is understood that any newly rehabilitated road at the Site will be exposed to both light duty (e.g. cars) and heavy duty (e.g. delivery and garbage trucks) traffic. DST assumes that the final site grades will approximately match current grades. The following pavement design recommendations have been prepared for a total pavement structure intended to: Limit frost heave to acceptable limits; and, Provide minimum subbase, base, and asphaltic concrete thicknesses for adequate structural performance under the design traffic loading. The design specifications presented in Table 5.4 and the notes that follow apply to the roadways to be trafficked by light and heavy vehicles for a design period of years. Table 5.4 Recommended Pavement Structure Thicknesses for Full Reconstruction Pavement Layer Type Asphaltic Concrete Superpave 12.5 Level B (PG58-28) or HL3 Surface Course Asphaltic Concrete Superpave 19.0 Level B (PG58-28) or HL8 Binder Course Recommended Minimum Design Thickness (mm) OPSS Granular 'A', Base 150 OPSS Granular 'B', Type I or II, Subbase 300 GBE* 551 * GBE was calculated using the equivalency factors: New HMA = 2; New Granular Base = 1; New Gran. Subbase = Notes:

13 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO ) OPSS: Ontario Provincial Standard Specifications 2) All pavement layer materials should meet OPSS requirements and/or municipality standards. 3) Granular materials should be compacted to 100% Standard Proctor Maximum Dry Density (SPMDD). 4) All granular and asphalt construction methods are to meet OPSS requirements and/or municipality standards. Considering the subgrade conditions encountered in our supplementary investigation and in the original 1989 Trow Boreholes and Core Holes along the existing roadways, the following recommendations and comments should be implemented during pavement reconstruction activities of the roadways: Subgrade preparation should include the stripping and removal of the existing asphalt layer, any deleterious material and underlying fill to accommodate the new pavement structure. The exposed subgrade should be proof rolled in the presence of geotechnical personnel. Soft or spongy subgrade areas should be excavated and replaced with approved fill compacted to 95 % Standard Proctor Maximum Dry Density (SPMDD). Approved fill may consist of OPSS select subgrade material. Portions of the excavated soils may be reused as select subgrade material, subject to additional examination and testing at start of construction. However, since the existing fill does not meet the OPSS Gradation requirements for Granular A and Granular B (Types I and II), the existing fill cannot be re-used as Granular A and B (Types I and II) materials. A tack coating shall be applied on all joints and multiple lift pavements, as per OPSS.PROV 308 and OPSS.PROV 313. The finished pavement surface and underlying subgrade surface should be free of depressions and sloped to provide effective drainage towards on-site sewer grates. The need for sub-drains including locations and extent can be reviewed by this office during the design stage. It is recommended that all excavated material be removed and disposed of off-site. Construction traffic should be controlled to minimize damage and protect the integrity of the subgrade and base layer during construction. It is recommended that DST be retained to review the final pavement structure design to ensure the design is consistent with the comments and recommendations provided in this report.

14 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Alternative Pavement Design Options for Road Reconstruction or Rehabilitation This section includes additional pavement design alternatives for the Site involving either roadway reconstruction or rehabilitation, based on the results of the latest investigation of existing pavement structure along the designated roadways. Table 5.5 presents two alternative pavement design options for the Site and the associated estimated design life for each option. Pavement construction guidelines and recommendations for the two alternatives to be the same as those outlined in the preceding section. Table 5.5 Recommended Pavement Structure for Reconstruction / Rehabilitation Alternatives Design Method Material Thickness (mm) Grade Raise (mm) GBE* (mm) Design Life (Yr) AASHTO Alternative 1 -Year Design Life Reconstruction 140 mm Grade Raise 90 mm New Hot mix over 50 mm new Base over 150 mm Pulverized over 280 mm existing Base/Sub-base Alternative 2 14-Year Design Life Rehabilitation by full depth Asphalt Removal 100 mm Grade Raise 100 mm New Hot mix over 350 mm existing Base/Sub-base * GBE was calculated using the equivalency factors: New HMA = 2; New Granular Base = 1; New Gran. Subbase = 0.67; Pulverized material = 1; Existing Base/Subbase = Temporary Maintenance of the Existing Pavement Structure Considering the subgrade conditions from the original 1989 Boreholes and Core Holes along the existing roadway (by Trow) and the Road Needs Study completed by Stantec in 13 for the Village of Newbury notes on Page ES.3 of the executive summary; a general strategy of maintaining the existing road system in an adequate state will be necessary and appropriate until a time when sufficient budget is available to carry out a total replacement of the existing roads and incorporate the required drainage elements. Based on the conditions observed during the latest supplementary borehole investigation, DST generally agrees with this recommendation and deems it still relevant to the roadways in their present state. A conventional mill and overlay using hot-mix asphalt may be appropriate to maintain the existing pavement in an adequately serviceable state for the short-term. Full-depth crack repairs and structural improvements to the pavement may also be required in localized areas after

15 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO milling. If this option is selected, the existing asphalt layer should be milled to a depth of about 50 mm and then cleaned to permit a proper inspection of the exposed pavement surface. The inspection should aim to identify any inadequacies in the pavement surface (such as cracking or soft spots). These inadequacies, if any, should be repaired/addressed prior to proceeding with tack coating of the surface using SS-1 emulsified asphalt. The asphalt layer can then be completed by placing 50 mm of OPSS.MUNI 1150 HL-3 hot-mix asphalt surface course material. All pavement overlays should be completed with a 2% grade for surface drainage. The above option is provided for implementation where applicable and necessary to maintain the roadways in a state that is deemed adequate in accordance with the definitions and methodologies provided in the Ministry of Transportation Ontario (MTO) Inventory Manual for Municipal Roads. This option is intended as a temporary or short-term solution and is not intended as an alternative to the total replacement and improvements that are recommended. Reflective surface cracks may be exhibited in the first two to three years following any repairs and should be sealed to prevent damages from being exacerbated as a result of surface water infiltration. 5.2 Foundation Design for Replacement of Concrete Culvert DST understands the existing concrete culvert (bridge structure) at the north end of Dundas Street spanning Haggerty Creek is contemplated to be replaced. However, no conceptual design drawing showing the depth and dimension of the proposed new culvert has been provided to DST at this stage. The following section discusses possible foundation options (in general) for the anticipated new concrete structure. The new concrete culvert structure (bridge) can be founded below all granular fill and below the frost penetration depth (estimated at 1.2 m, as discussed in Section 5.3 below) on either the native undisturbed compact Silty Sand or the underlying stiff to very stiff Silty Clay deposits (depending on the contemplated foundation base elevation). At the location of BH09-18 and at the frost penetration depth of 1.2 m the foundation base for the existing concrete culvert (bridge) structure is expected to be founded on the stiff to very stiff Silty Clay deposit. In general, conventional shallow spread footings on this unit are deemed to be feasible to support the proposed new concrete culvert (bridge) structure, subject to the requirements and specifications outlined in the following sections Geotechnical Bearing Resistance and Anticipated Settlement A Serviceability Limit State (SLS) design geotechnical bearing resistance of 1 kpa is

16 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO generally recommended for the native stiff to very stiff Silty Clay deposit, at the recommended founding depth of 1.2 m bgs. This anticipated foundation material in undisturbed conditions is deemed to be capable of supporting a factored Ultimate Limit State (ULS) geotechnical bearing resistance of 180 kpa. The factored ULS geotechnical resistances were estimated using a geotechnical resistance factor of 0.5, in accordance with the Canadian Foundation Engineering Manual, 4th Edition (CFEM). The recommended SLS bearing resistance is based on a typical square shallow footing for the culvert-bridge structure. Higher SLS and ULS design bearing resistances up to 160 kpa and 240 kpa, respectively, are expected to be available at depths below 1.5 m for extended spread footings (round, or otherwise) on undisturbed stiff to very stiff Silty Clay. The suggested bearing resistances are appropriate for spread square footings up to 1.0-m wide (or, in diameter). It should be noted the availability of the suggested design SLS bearing pressures above are subject to confirmation of the anticipated total settlement during detailed design (once the layout of the proposed footings is defined), and field evaluation and approval of all footing bases by the Geotechnical Engineer s representative during construction. However, considering the overconsolidated nature of the underlying silty clay deposit in the project area, the anticipated applied SLS loading could, in general, be expected to be within the elastic range and the foundation subsoils are generally expected to deform elastically. Correspondingly, potential consolidation settlement is expected to be minimal (subject to confirmation during detailed design stage). In that case, the anticipated long-term total and differential settlements for a shallow spread square footing foundation with a width of 1.0 m at a founding depth of 1.2 m are anticipated to be less than 25 mm and 19 mm, respectively. During construction, the following requirements will apply: All footing bases must be evaluated and approved by a Geotechnical Engineer or their representative before concrete placement. If the native subgrade is over excavated, the desired foundation elevation should be established using lean concrete or engineered granular fill (compacted Granular A ). Engineered fill shall be placed in lifts that are not to exceed 150 mm in thickness and which shall be compacted to 100% of the SPMDD of the material. Foundation footings should be founded at least 0.3 m into the native undisturbed stiff to very stiff Silty Clay deposits, or approved engineered fill material to meet the design bearing capacity values provided. Any soft / weak soils encountered below the

17 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO foundations are to be removed and filled to the base of the foundation using mass lean concrete with a minimum strength of 15 MPa. Should construction take place under freezing conditions, frozen soil is to be removed prior to the placement of foundations. To protect from frost heave, all foundations must be covered with at least 1.2 m of soil or an equivalent amount of thermal insulation, per the instructions in Section Bedding, Cover, and Backfill All existing fill, topsoil, organic / streambed deposits, and soft / loose soils should be removed from the culvert subgrade prior to placement of the culvert bedding material. Inspection and approval of the exposed sub-base by a geotechnical engineer is recommended. Backfill to the culvert and any headwall should consist of free-draining, non-frost susceptible granular materials conforming to OPSS Granular A or Granular B Type I and II requirements, or backfill soils otherwise approved by the Geotechnical Engineer. Widening of the embankment slopes beyond the culverts should be constructed at the same slope inclination as the existing embankment, and no steeper than 2H:1V. Backfilling along the culvert walls should be placed in maximum 300 mm loose lifts and compacted to 100% of the material SPMDD. All backfill should be placed and compacted in simultaneous equal lifts on both sides of the culvert, and the top of the backfill elevation should be approximately the same on both sides of the culvert at all times for structure stability. Heavy compaction equipment should not be used adjacent to the walls and roof of the culvert or headwalls Lateral Earth Pressures The representative/average geotechnical engineering soil parameters in Table 5.6 below may be used for the calculation of lateral earth pressures for the design of a new concrete box culvert. The general methodology outlined in Section of the CFEM may be used to perform the necessary calculations, depending on the specific design geometries. Table 5.6 Suggested Soil Parameters for Native Stiff to Very Stiff Silty Clay Effective Friction Angle φ ( ) Cohesion c (kpa) Cohesion, C u (kpa) Effective Unit Weight (kn/m 3 ) Modulus of Subgrade Reaction (kn/m 3 ) 24 to to to 19 8 to 15

18 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO Frost Protection and Foundation Insulation Requirements Based on the Ministry of Environment published data, the design freezing index for Newbury, Ontario is C-Days, which corresponds to a frost penetration depth of 1.2 m bgs at the Site for OPSS Granular A type materials or equivalent. All foundation elements subject to frost action should be provided with a minimum of 1.2 m of soil cover. If it is not feasible to provide the minimum required soil cover, foundation insulation is an acceptable alternative. In that case, DST recommends that a minimum of 50-mm up to 75- mm thick (depending on the anticipated soil cover) layer of extruded polystyrene rigid thermal insulation be installed between the foundation element and the underlying subgrade soil. The insulation sheets are recommended to be placed with at least 300 mm of soil cover to protect them from sun exposure, as well as to extend the insulation laterally at least 1.8 m beyond the foundation on all four sides. Any specific thermal insulation recommendations and requirements provided by the manufacturer should be incorporated into the foundation insulation design. 6. EXCAVATION REQUIREMENTS Open cut excavations must be undertaken in accordance with the current requirements in Ontario Regulation 213/91 under the Occupational Health and Safety Act (OHSA). Based on a field evaluation of the subsurface conditions, where the anticipated soils are confirmed to be Type 3 soil such as compact Sand deposits or stiff native Silty Clay deposits (no groundwater seepage), excavations for all footings must be cut back at side slopes of 1H:1V. Excavation side slopes may require further flattening in zones of persistent seepage. If it is not possible to cut back the excavation side slopes due to space restrictions, it is recommended the excavations be undertaken within the confines of an engineered support system designed and installed in accordance with OHSA. Surface surcharges (such as stockpiles or excavated soils) should not be placed closer to the edge of the excavation than a distance equal to twice the depth of the excavation, unless the excavation support system has been designed to accommodate such surcharge. Attention should be paid to structures or buried service lines close to the excavation. A general guideline is that the extent of the proposed excavation should not intersect a line originating from the foundation base of an adjacent structure projected 30 degrees downward from the horizontal. If this cannot be avoided, underpinning or special shoring techniques may be required to avoid producing potentially damaging earth movements.

19 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO A pre-construction condition survey of nearby buildings, infrastructure (such as roadways, underground services) and any other settlement sensitive structures should be undertaken prior to the start of construction activities. 6.1 Groundwater Control The groundwater table (GWT) level was measured between m bgs at the time of the field investigation. However, at the level of the creek bed for Haggerty Creek, the GWT is expected to be above the depth of excavation required for the new culvert-bridge structure foundations. Depending on the water level in the creek at the time of construction, it may be necessary to install a cofferdam on either side of the crossing. DST recommends that a dewatering program be implemented to temporarily lower the GWT to at least 1 m below the bottom of any required foundation elements. It is also recommended that construction of the foundation elements be scheduled where possible during the dry season, when the GWT is typically at its lowest. For Newbury and the surrounding region, that season is typically in the fall. For reconstruction of the roads at the locations of BH01-18 through BH08-18, the GWT is expected to be below the depth of excavation. Nevertheless, minor seepage from the Granular FILL and the native sand / silty clay deposits may be expected. In addition, the groundwater level could rise over time and fluctuate seasonally (potentially up to 1 to 2 m) and in response to climatic conditions. It should be possible to control and remove any such seepage using conventional sump pump techniques. It should be noted that the dewatering effort required will depend on several factors, including excavation depth, season and weather conditions and the length of time the excavation is left open. 6.2 Monitoring During Construction All foundation design and earthworks recommendations presented in this report are based on the assumption that an adequate level of construction monitoring by qualified geotechnical personnel during construction will be provided. An adequate level of construction monitoring is considered to be: a) Shallow Foundations: full-time monitoring and design review during construction. b) Earthworks and Pavement Installation: full-time quality control and compaction testing. An important purpose of providing an adequate level of monitoring is to check that recommendations, based on data obtained at discrete borehole locations, are relevant to other

20 Limited Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario DST File No.: IN-SO areas of the Site. It is recommended that DST review the final design and layout of structures and foundation elements for the proposed new culvert. DST can be contacted to offer additional recommendations. 7. REFERENCES The following is a list of references consulted for this report, including past geotechnical investigations: Previous Borehole Locations by Trow Associates Inc. (1999) Canadian Foundation Engineering Manual, 4 th Ed., by the Canadian Geotechnical Society (06) Dundas Street Culvert Inspection (Ref. No ) by Spriet Associates (1986) Map of specified supplementary boreholes by CIMA+ (Figure 1 undated) Phase I, Geotechnical Report (Part 2) for Proposed Sewage Works Project by Trow Associates Inc. (1999) and as provided by CIMA+ in 18 Village of Newbury 13 Road Needs Study by Stantec (13) Ministry of Transportation, 13. Pavement Design and Rehabilitation Manual, 2 nd Edition.

21

22 FIGURES

23 Big Ben Road Hagerty Road Site location Concession Drive Drawing: 1 site location map.dwg Folder: L:\TS\CAD\Projects\IN\IN-SO Village of Newbury\18 Geotech Investigation\DWGs Wednesday, August 15, 11:23 by Kris Morin Source: Google Earth This drawing shall be read in conjunction with the associated technical report. Client consulting engineers CIMA+ Report Title Drawing Title Village of Newbury Supplementary Geotechnical Investigation for Road, Drainage and Sidewalk Improvements in the Village of Newbury, Ontario 2150 Thurston Drive, Suite 3, Ottawa, Ontario K1G 5T9 Tel: (613) Fax: (613) Website: Site Site Location Thames River Wardsville 1: km 0 1:1 5 cm Scale accurate when printed at 100% using paper size ANSI full bleed A (8.5 x 11.0 Inches) A 15/08/18 Preliminary Revision Date Issue Approval Newbury, Ontario Designed By Date M.C. August 18 Drawn By K.M. Approved By H.G. Scale As shown Project No. IN-SO Figure No. 1 H.G. Copyright 18 DST Consulting Engineers Inc.

24 BH01-18 consulting engineers BH This drawing shall be read in conjunction with the associated technical report. Coltsfool Drive Location of Borehole (DST, 18) BH03-18 BH04-18 Drawing: 2 location plan.dwg Folder: L:\TS\CAD\Projects\IN\IN-SO Village of Newbury\18 Geotech Investigation\DWGs Wednesday, August 15, 11:34 by Kris Morin Source: Google Earth Thurston Drive, Suite 3, Ottawa, Ontario K1G 5T9 Tel: (613) Fax: (613) Website: Hagerty Road Broadway Street York Street BH05-18 BH06-18 BH07-18 BH09-18 BH08-18 Client Site Report Title Drawing Title Designed By Drawn By Approved By Figure No. 1: m 0 1:1 5 cm Scale accurate when printed at 100% using paper size ANSI full bleed B (11.0 x 17.0 Inches) A 15/08/18 Preliminary Revision Date Issue Approval Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements in the Village of Newbury, Ontario M.C. CIMA+ Site Plan and Borehole Locations 2 Scale Date Project No. As shown K.M. August 18 H.G. Newbury, Ontario IN-SO H.G. Copyright 18 DST Consulting Engineers Inc.

25 APPENDIX A LIMITATIONS OF REPORT

26 LIMITATIONS OF REPORT GEOTECHNICAL STUDIES The data, conclusions and recommendations which are presented in this report, and the quality thereof, are based on a scope of work authorized by the Client. Note that no scope of work, no matter how exhaustive, can identify all conditions below ground. Subsurface and groundwater conditions between and beyond the boreholes may differ from those encountered at the specific locations tested, and conditions may become apparent during construction which were not detected and could not be anticipated at the time of the Site investigation. Conditions can also change with time. It is recommended practice that DST Consulting Engineers Inc. be retained during construction to confirm that the subsurface conditions throughout the Site do not deviate materially from those encountered in the boreholes. The factual content and recommendations given in this report 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, e.g. the thickness of surficial asphalt/topsoil, fill layers, bedrock depth, and presence of boulders/cobbles 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 conclusion as to how the subsurface conditions may affect their work. Any results from an analytical laboratory or other subcontractor reported herein have been produced by others, and DST Consulting Engineers Inc. cannot guarantee their accuracy. Similarly, DST cannot guarantee the accuracy of information supplied by the Client.

27 APPENDIX B EXPLANATION OF TERMS USED AND DETAILED BOREHOLE LOGS

28 LIST OF SYMBOLS AND DEFINITIONS FOR GEOTECHNICAL SAMPLING AND COMMON LITHOLOGIES The following is a reference sheet for commonly used symbols and definitions within this report and in any figures or appendices, including borehole logs and test results. Symbols and definitions conform to the standard proposed by the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE) wherever possible. Discrepancies may exist when comparing to third-party results using the Unified Soil Classification System (USCS). PART A SOILS Standard Penetration Test (SPT) N The number of blows required to drive a 50-mm (2 in) split barrel sampler 300 mm (12 in). The standard hammer has a mass of 63.5 kg (140 lbs) and is dropped vertically from a height of 760 mm (30 in). Additional information can be found in ASTM D and in of the CFEM 4 th Ed. For penetration less than 300 mm, N is recorded with the penetration that was achieved. Non-Cohesive Soils The relative density of non-cohesive soils relates empirically to SPT N as follows: Relative Density N Very Loose 0 4 Loose 4 10 Compact Dense Very Dense > 50 Cohesive Soils The consistency and undrained shear strength of cohesive soils relates empirically to SPT N as follows: Consistency Undrained Shear Strength (kpa) N Very Soft < Soft Firm Stiff Very Stiff Hard > 0 > 30 PART B ROCK The following parameters are used to describe core recovery and to infer the quality of a rockmass. Total Core Recovery, TCR (%) The total length of solid drill core recovered, regardless of the quality or length of the pieces, taken as a percentage of the length of the core run. Solid Core Recovery, SCR (%) The total length of solid, full-diameter drill core recovered, taken as a percentage of the length of the core run. Rock Quality Designation, RQD (%) The sum of the lengths of solid drill core greater than 100 mm long, taken as a percentage of the length of the core run. RQD is commonly used to infer the quality of the rockmass, as follows: Rockmass Quality RQD (%) Very Poor < 25 Poor Fair Good Excellent > 90 Weathering The terminology used to describe the degree of weathering for recovered rock core is defined as follows, as suggested by the Geological Society of London: Completely weathered: All rock material is decomposed and/or disintegrated to soil. The original mass structure is largely intact. Highly weathered: More than half the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a discontinuous framework or as core stone. Moderately weathered: Less than half the rock material is decomposed and/or disintegrates to soil. Fresh or discolored rock is present ether as a continuous framework or as core stone. Slightly weathered: Discoloration indicates weathering of rock material and discontinuity of surfaces. All the rock material may be discolored by weathering and may be somewhat weaker than its fresh condition. Fresh: No visible signs of weathering. PART C SAMPLING SYMBOLS Symbol SS TW PH WH SC Description Split spoon sample Thin-walled (Shelby Tube) sample Sampler advanced by hydraulic pressure Sampler advanced by static weight Soil core PART D IN-SITU AND LAB TESTING SOIL NAMING CONVENTIONS Particle sizes are described as follows: Particle Size Descriptor Size (mm) Boulder > 300 Cobble Gravel Coarse Fine Coarse Sand Medium Fine Silt Clay < The principle constituent of a soil is written in uppercase. The minor constituents of a soil are written according to the following convention: Descriptive Term Proportion of Soil (%) Trace 1 10 Some 10 (ey) or (y) 35 And Eg.: A soil comprising 65% Silt, 21% Sand and 14% Clay would be described as a: Sandy SILT, Some Clay

29 LOG OF BOREHOLE BH01-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Coltsfoot Drive, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 75 mm thickness GRANULAR FILL : SAND and GRAVEL - asphaltic, loose Silty SAND - trace gravel, black brown SAMPLE # SS1 SAMPLE TYPE 'N' VALUE (21) 1.0 Silty SAND - brown, compact SS2 21 some Silt, trace Gravel, brown-grey Silty CLAY - trace Gravel, grey, stiff SS SS4 16 SS5 16 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT very stiff END OF BOREHOLE AT 3.7 m BGS. Borehole was terminated at a depth of 3.7 m BGS, and was open and dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: m BGS - meters below ground surface Auger Sample Split Spoon Sample Bulk Sample SS6 15 SAMPLE TYPE LEGEND Rock Core Shear Vane 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 1 PAGE 1 OF 1

30 LOG OF BOREHOLE BH02-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Coltsfoot Drive, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 50 mm thickness GRANULAR FILL : SAND and GRAVEL - brown, compact SAMPLE # SS1 SAMPLE TYPE 'N' VALUE (21) Gravelly SAND - some Silt, black-brown 1.0 SILT - some Clay, trace Gravel, brown, stiff SS2 14 very stiff SS Silty CLAY - trace Gravel, grey, very stiff SS4 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT END OF BOREHOLE AT 3.7 m BGS. Borehole was terminated at a depth of 3.7 m BGS, caved at 2.4 m BGS and was dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: m BGS - meters below ground surface Auger Sample Split Spoon Sample Bulk Sample SS5 18 SAMPLE TYPE LEGEND Rock Core Shear Vane 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 2 PAGE 1 OF 1

31 LOG OF BOREHOLE BH03-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Coltsfoot Drive, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 75 mm thickness GRANULAR FILL : SAND and GRAVEL - asphaltic, compact Silty SAND - brown, compact SAMPLE # SS1 SAMPLE TYPE 'N' VALUE 16 trace gravel 1.0 SS2 10 SILT - some Clay, trace Gravel, very stiff SS (22) 2.0 No Recovery SS4 22 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT END OF BOREHOLE AT 3.0 m BGS. Borehole caved at 1.9 m BGS with water detected at 1.86 m BGS. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: m BGS - meters below ground surface Auger Sample Split Spoon Sample Bulk Sample SAMPLE TYPE LEGEND Rock Core Shear Vane 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 3 PAGE 1 OF 1

32 LOG OF BOREHOLE BH04-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Coltsfoot Drive, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 60 mm thickness GRANULAR FILL : SAND and GRAVEL - brown, compact Silty CLAY - trace Gravel, black-brown SAMPLE # SS1 SAMPLE TYPE 'N' VALUE (33) brown, stiff 1.0 SS2 12 very stiff SS grey SS4 23 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT END OF BOREHOLE AT 3.0 m BGS. Borehole caved at 2.4 m BGS and was dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: m BGS - meters below ground surface Auger Sample Split Spoon Sample Bulk Sample SAMPLE TYPE LEGEND Rock Core Shear Vane 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 4 PAGE 1 OF 1

33 LOG OF BOREHOLE BH05-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Tucker Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 75 mm thickness GRANULAR FILL : SAND and GRAVEL - brown SUBGRADE SAMPLE # SAMPLE TYPE 'N' VALUE GS1 1.0 END OF BOREHOLE AT 1.5 m BGS. 2.0 Borehole was terminated at a depth of 1.5 m BGS, and was open and dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. m BGS - meters below ground surface BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: SAMPLE TYPE LEGEND Auger Sample Rock Core Split Spoon Sample Shear Vane Bulk Sample 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 5 PAGE 1 OF 1

34 LOG OF BOREHOLE BH06-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Broadway Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT mm thickness GRANULAR FILL : SAND and GRAVEL - brown SUBGRADE SAMPLE # SAMPLE TYPE 'N' VALUE GS1 1.0 END OF BOREHOLE AT 1.5 m BGS. 2.0 Borehole was terminated at a depth of 1.5 m BGS, and was open and dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. m BGS - meters below ground surface BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: SAMPLE TYPE LEGEND Auger Sample Rock Core Split Spoon Sample Shear Vane Bulk Sample 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 6 PAGE 1 OF 1

35 LOG OF BOREHOLE BH07-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Queen Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT mm thickness GRANULAR FILL : SAND and GRAVEL - brown, hydrocarbon odour SUBGRADE SAMPLE # SAMPLE TYPE 'N' VALUE GS1 1.0 END OF BOREHOLE AT 1.5 m BGS. 2.0 Borehole was terminated at a depth of 1.5 m BGS, and was open and dry upon completion. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. m BGS - meters below ground surface BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: SAMPLE TYPE LEGEND Auger Sample Rock Core Split Spoon Sample Shear Vane Bulk Sample 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 7 PAGE 1 OF 1

36 LOG OF BOREHOLE BH08-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Queen Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 75 mm thickness GRANULAR FILL : SAND and GRAVEL - black-brown SUBGRADE SAMPLE # SAMPLE TYPE 'N' VALUE GS1 1.0 END OF BOREHOLE AT 1.5 m BGS. 2.0 Borehole was terminated at a depth of 1.5 m BGS. Borehole caved at 1.2 m BGS, with groundwater detected at 1.2 m BGS. Borehole was backfilled with soil cuttings and surfaced with cold asphalt. m BGS - meters below ground surface BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: SAMPLE TYPE LEGEND Auger Sample Rock Core Split Spoon Sample Shear Vane Bulk Sample 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 8 PAGE 1 OF 1

37 LOG OF BOREHOLE BH09-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Dundas Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Symbol ASPHALT - 75 mm thickness GRANULAR FILL : SAND and GRAVEL - dark brown, loose SAND - some Silt, some Gravel, brown-black SAMPLE # SS1 SAMPLE TYPE 'N' VALUE Silty SAND - trace Clay, trace Gravel, brown, firm SS (33) Silty CLAY - some Sand, grey, stiff SS SS4 12 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: SS5 10 SS6 11 SS7 12 SS8 11 SAMPLE TYPE LEGEND Auger Sample Rock Core Split Spoon Sample Shear Vane Bulk Sample 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 9 PAGE 1 OF 2

38 LOG OF BOREHOLE BH09-18 DST REF. No.: IN-SO CLIENT: CIMA+ PROJECT: Village of Newbury Geotechnical Investigation LOCATION: Dundas Street, Newbury, ON SURFACE ELEV.: N/M Drilling Data METHOD: Hollow Stem Auger - Diedrich D50 Turbo DIAMETER: 83.5 mm DATE: COORDINATES: m N, m E DEPTH (m) ELEV. (m) Water Data % MOISTURE VANE (kpa) REMARKS W p W W I MATERIAL DESCRIPTION & GRAINSIZE SPT (N) DCPT DISTRIBUTION (%) Blows/0.3m GR SA SI CL Silty CLAY - some Sand, grey, stiff Symbol SAMPLE # SAMPLE TYPE 'N' VALUE SS Silty CLAY - trace Gravel, grey, stiff 8.0 SS10 12 BOREHOLE (STANDARD) - WATERLOO INSO BH LOGS (DRAFT) ( ).GPJ DATA TEMPLATE.GDT very stiff END OF BOREHOLE AT 11.3 m BGS Borehole was terminated at a depth of 11.3 m. Borehole caved at 10.3 m and was dry upon completion. Borehole was backfilled with soil cuttings. DST Consulting Engineers Inc. 550 PARKSIDE DRIVE, UNIT C1-B WATERLOO, ONTARIO, N2L 5V4 PH: (877) FX: (888) waterloo@dstgroup.com Web: Auger Sample Split Spoon Sample Bulk Sample SS11 SS SAMPLE TYPE LEGEND Rock Core Shear Vane 70mm Thin Wall Tube Bentonite Sand ENCLOSURE 10 PAGE 2 OF 2

39 APPENDIX C GEOTECHNICAL LABORATORY RESULTS

40 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH01-18, SS1 Project Location: Newbury, ON Location: 0.0 m m Sample #: KWG Description: Silty SAND, trace Gravel 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) Silty SAND, trace Gravel 9 70 Clay and Silt (%) 21 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

41 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH02-18, SS1 Project Location: Newbury, ON Location: 0.0 m m Sample #: KWG Description: Gravelly SAND, some Silt 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) Gravelly SAND, some Silt 59 Clay and Silt (%) DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

42 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH03-18, SS2 Project Location: Newbury, ON Location: 0.8 m m Sample #: KWG Description: Silty SAND 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) Silty SAND 0 78 Clay and Silt (%) 22 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

43 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH04-18, SS1 Project Location: Newbury, ON Location: 0.0 m m Sample #: KWG Description: Silty SAND, some Gravel 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) Silty SAND, some Gravel Clay and Silt (%) 32 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

44 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH05-18, GS1 Project Location: Newbury, ON Location: 0.0 m m Sample #: KWG Description: SAND, some Silt, trace Gravel 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) SAND, some Silt, trace Gravel 1 78 Clay and Silt (%) 21 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

45 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 1, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH08-18, GS1 Project Location: Newbury, ON Location: 0.0 m m Sample #: KWG Description: SAND and GRAVEL, trace Silt 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) SAND and GRAVEL, trace Silt Clay and Silt (%) 9 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

46 Percent Passing Percent Retained DST Ref. No.: IN-SO Project: Client: CIMA+ Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements PARTICLE SIZE ANALYSIS OF SOILS Date Sampled: August 2, 18 Sampled By: M. Chaudhary 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) Source: BH09-18, SS2 Project Location: Newbury, ON Location: 0.8 m m Sample #: KWG Description: Silty SAND, trace Clay, trace Gravel 100 KWG Granular 'B' - Type II Granular 'B' - Type I Granular 'A' Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) SUMMARY Soil Description Gravel (%) Sand (%) Silty SAND, trace Clay, trace Gravel 2 65 Clay and Silt (%) 33 DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

47 Percent Passing Percent Retained 550 Parkside Drive, Unit C1-B Waterloo, Ontario, N2L 5V4 Tel: (519) Fax: (519) DST Ref. No.: IN-SO Project: Client: CIMA+ PARTICLE SIZE ANALYSIS OF SOILS Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements Date Sampled: August 2, 18 Sampled By: M. Chaudhary Source: BH09-18, SS5 Project Location: Newbury, ON Location: 3.0 m m Sample #: KWG Description: Silty CLAY*, some Sand Diameter (mm) Clay & Silt Sand Gravel Fine Medium Coarse Fine Coarse Particle-Size Limits as per USCS (ASTM D-2487) Soil Description Gravel (%) Sand (%) Silt (%) Clay (%) Silty CLAY*, some Sand * Soil description governed by Plasticity results, in accordance with Unified Soil Classification System (USCS). DISTRIBUTION: CIMA+ Reviewed By: Hugh Arthur, Laboratory Supervisor CERTIFIED

48 DST Ref. No.: IN-SO Project: Client: CIMA+ Project Location: Newbury, ON Supplementary Geotechnical Investigation for Road, Drainage, and Sidewalk Improvements 550 Parkside Drive, Unit C1-B Waterloo ON, N2L 5V4 Tel: Fax: Date Sampled: August 2, 18 Sampled By: M. Chaudhary Source: BH09-18, SS5 Location: 3.0 m m Description: Silty CLAY, some Sand Sample #: KWG P L A S T I C I T Y CL CH I N D E X 10 0 CL-ML ML MH LIQUID LIMIT ATTERBERG LIMIT AND MOISTURE RESULTS: TESTING EQUIPMENT USED SUMMARY OF ATTERBERG AND MOISTURE CONTENT: Plastic Limit Hand Rolled X Liquid Limit, LL 34 Mechanical Rolling Device Plastic Limit, PL 17 Manual X Liquid Limit Apparatus Plasticity Index, PI 17 Mechanical Metal X In Place Moisture Content (ASTM D2216) % 17.5 Casagrande ASTM Tool Plastic SPECIMEN PREPARATION Wet Washed on #40 Sieve Dry (Air) Dry Sieved on #40 Sieve X Dry (Oven) X DISTRIBUTION: CIMA+ 14-Aug-18 Hugh Arthur - Laboratory Supervisor