REPORT ON SUPPLEMENTAL GEOTECHNICAL INVESTIGATION ABBOTT FERNBANK HOLDINGS INC. PROPERTY FERNBANK ROAD OTTAWA, ONTARIO.

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1 8 escar Lane R.R. Carp, Ontario, KA L Tel: (6) 86- Fax: (6) REPT ON SUPPLEMENTAL GEOTECHNICAL INVESTIGATION ABBOTT FERNBANK HOLDINGS INC. PROPERTY FERNBANK ROAD OTTAA, ONTARIO Submitted to: Novatech Engineering Consultants Ltd. Michael Cowpland Drive Suite Ottawa, Ontario KM P6 DISTRIBUTION: copies - Novatech Engineering Consultants Ltd. copies - March Our ref: -8 Geotechnical Engineering Hydrogeology Environmental Site Assessment Geotechnical Materials Testing and Inspection

2 8 escar Lane R.R. Carp, Ontario, KA L Tel: (6) 86- Fax: (6) March 7, Our ref: -8 Novatech Engineering Consultants Ltd. Michael Cowpland Drive Suite Ottawa, Ontario KM P6 Attention: Mr. Mark Bissett, P.Eng. RE: SUPPLEMENTAL GEOTECHNICAL INVESTIGATION ABBOTT FERNBANK HOLDINGS INC. PROPERTY FERNBANK ROAD OTTAA, ONTARIO Dear Sirs: This report presents the results of a supplemental geotechnical investigation at the site of a proposed residential subdivision located in the Fernbank Community Design Plan (CDP) in the City of Ottawa, Ontario (refer to Key Plan, Figure ). The purpose of the investigation was to advance a limited number of boreholes at the site to supplement the available subsurface information. Based on the factual information obtained, together with the results of previous boreholes and test pits advanced at the site by Houle Chevrier Engineering Ltd. and others, we were to provide engineering guidelines on the geotechnical aspects of the design of the project, including considerations that could influence design decisions. This investigation was carried out in accordance with our proposal dated August 8,. PROJECT Plans are being prepared to construct a residential development on Part of Lot 8, Concession in the former Township of Goulbourn, in the City of Ottawa, Ontario. For clarity the site will be referred to in this report as the Abbott Fernbank Holdings Inc. property. The proposed Geotechnical Engineering Hydrogeology Environmental Site Assessment Geotechnical Materials Testing and Inspection

3 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 development will be located on a 6.7 hectare tract of land located north of Fernbank Road within the Fernbank Community Design Plan (CDP) area which is located north of Fernbank Road and extends from west of Shea Road to Terry Fox Drive, and to the Carp River to the east, and north to Hazeldean Road. The site on which it is proposed to construct the residential development consists of a gently sloping agricultural/grass land with some tree cover. The lands surrounding the site are currently undeveloped. It is understood that the proposed development will consist of approximately blocks each of which will contain a mixture of singles and townhouse units. Access to the site will be provided by means of internal roadways. The development will be serviced with watermains, storm and sanitary sewers. Surficial geology maps of the Ottawa area indicate that the majority of the central, north and east portions of the site are underlain by deposits of sensitive marine clay, while the south and west portions of the site are underlain by shallow deposits of glacial till over limestone bedrock. In some areas of the site bedrock outcrops are mapped at ground surface. PREVIOUS SUBSURFACE INVESTIGATIONS Previous test pit and borehole ground investigations were carried out on the subject site by in 6, 7 and 8. The findings of these investigations have been documented in our previous reports to Novatech Engineering Consultants Ltd. titled: Preliminary Geotechnical Investigation, Fernbank Community Design Plan, Ottawa, Ontario, dated May 7; and Supplemental Test Pit Investigation, East Portion of Brookfield Property, Fernbank Community Design, dated December 8. Previous reports by others on the ground conditions at the site and the surrounding areas include: Geotechnical Investigation, Proposed Terry Fox Drive Extension, Fernbank Road to Hazeldean Road, Ottawa (Formerly Kanata), Ontario, dated January, prepared by Golder Associates Ltd. for Stantec Consulting Ltd. (report number --);

4 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Geotechnical Investigation, Proposed Modifications, Glen Cairn Stormwater Management Pond, Ottawa, Ontario, dated July, prepared by Golder Associates Ltd. for Stantec Consulting Ltd. (report number --); Preliminary Geotechnical Investigation, Proposed Residential Development Site, Fernbank and Shea Roads, Ottawa, Ontario, dated March, prepared by Golder Associates Ltd. for Tartan Development Corporation (report number --8); Final Pavement Report for Proposed idening of Hazeldean Road, Iber Road to Kincardine Drive, Ottawa, Ontario, dated March, prepared by Jacques hitford Ltd. for Novatech Engineering Consultants Ltd. (report number ONO7); Borehole logs from geotechnical investigation for a sewer outlet prepared by Golder Associates Ltd. (report number -). here available, the relevant borehole and test pit information from the previous ground investigations at and in the vicinity of the site are provided in Attachment A. Based on the results of our investigations (and the investigations carried out by others), the Fernbank CDP was subdivided into a number of Geotechnical Areas, namely Area to inclusive, for the purpose of providing recommendations on foundation design and allowable grade raise fill placement. A copy of the site plan from our previous report is provided in Attachment A. Broadly speaking, Area is characterized by the presence of very stiff weathered crust and/or compact glacial soils over shallow bedrock. Deeper deposits of weathered crust and firm/stiff grey silty clay are present in Area. In Area soft/firm grey silty clay is present beneath the weathered crust while in Area deep deposits of soft grey silty clay are present beneath the upper weathered crust. Based on the widely spaced test pits and boreholes carried out during our previous ground investigations the west portion of the Abbotts-Fernbank Holdings Inc. property was classified as Area ground conditions while the east portion of the site was classified Area and ground conditions.

5 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 SUBSURFACE INVESTIGATION The field work for this supplementary borehole investigation was carried out on January and,. During that time, seven (7) boreholes, numbered - to -7, inclusive, were advanced on the east portion of the site using a track mounted, hollow stem auger drill rig supplied and operated by George Downing Estate Drilling from Hawkesbury, Ontario. The locations of the boreholes were chosen to supplement the available test pit and borehole information to better define the strength and compressibility characteristics of the grey silty clay deposits within the east portion of the site. The locations of the boreholes are provided on the attached Site Plan, Figure. Standard penetration tests were carried out in the boreholes and samples of the soils encountered were recovered using a millimetre diameter split barrel sampler. In situ vane shear testing was carried out where possible in the clayey deposits to measure the undrained shear strength. Relatively undisturbed Shelby tube samples of the clayey deposits were obtained for oedometer consolidation testing. Standpipes were installed in all of the boreholes to measure the groundwater levels. The field work was supervised throughout by members of our engineering staff, who located the boreholes, logged the samples and observed the in-situ testing. Following the field work, the soil samples were returned to our laboratory for examination by a geotechnical engineer. Selected samples of the soil were tested to determine the soil index properties including water content, Atterberg limits and particle grain size distribution. Selected Shelby tube samples were tested to determine the soil compressibility parameters by oedometer consolidation. A sample of soil from boreholes - and -6 was sent for basic chemical testing relating to corrosion of buried concrete and steel. Descriptions of the subsurface conditions logged in the boreholes are provided on the Record of Borehole sheets following the text of this report. The relevant borehole and test pit logs from the previous phases of the ground investigation by and others are provided in Attachment A. The approximate locations of the boreholes and test pits from this and the previous phases of the ground investigation are shown on the Site Plan, Figure. The results of the soil classification testing are provided on the Record of Borehole sheets and

6 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 on Figures to 8 inclusive, following the text of this report. The results of the chemical anaylsis of the soil samples relating to corrosion are provided in Attachment B. The borehole locations and elevation were determined in the field by Houle Chevrier Engineering Ltd using Trimble GPS surveying equipment. geodetic datum. The elevations are referenced to SUBSURFACE CONDITIONS General As previously indicated, the soil and groundwater conditions logged in the boreholes are given on the Record of Borehole sheets following the text of this report. The borehole logs indicate the subsurface conditions at the specific test locations only. Boundaries between zones on the logs are often not distinct, but rather are transitional and have been interpreted. The precision with which subsurface conditions are indicated depends on the method of drilling, the frequency and recovery of samples, the method of sampling, and the uniformity of the subsurface conditions. Subsurface conditions at other than the borehole locations may vary from the conditions encountered in the boreholes. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site. The groundwater conditions described in this report refer only to those observed at the place and time of observation noted in the report. These conditions may vary seasonally or as a consequence of the construction activities in the area. The soil descriptions in this report are based on commonly accepted methods of classification and identification employed in geotechnical practice. Classification and identification of soil involves judgement and does not guarantee descriptions as exact, but infers accuracy to the extent that is common in current geotechnical practice. At the time of construction, the standpipes installed at the site should be decommissioned in accordance with provincial guidelines by a licensed well driller. The following presents an overview of the subsurface conditions encountered in the boreholes advanced during this supplementary investigation.

7 Report to: March 7, Novatech Consultants Ltd. -6- Our ref: -8 Topsoil and Topsoil Fill A surficial layer of topsoil was encountered in all of the boreholes (with the exception of borehole -6). The topsoil ranges in thickness from about to millimetres. At the location of borehole -6 topsoil fill material was encountered from ground surface. The thickness of the topsoil fill is about millimetres. Fill Material Fill material was encountered beneath the topsoil fill in borehole -6. The depth to the underside of the fill material is about. metres at the borehole location. The fill material consists of brown and dark brown silty clay with trace sand and gravel. Standard penetration tests carried out in the fill material gave N values ranging from to blows per. metres of penetration which reflects the variable nature of the fill material. The water content of the fill material ranges from about 7 to 9 percent. Silty Clay A deposit of sensitive silty clay of marine origin (commonly referred to as Leda Clay) was encountered beneath the topsoil in boreholes -, -, - and -7, and beneath the fill material in borehole -6. The thickness of the silty clay ranges from about. to 8.7 metres, being thickest in the northeast portion of the site. The upper. to.8 metres of the silty clay deposit encountered in boreholes - to -7 inclusive, consists of a very stiff, grey brown, weathered crust. In boreholes -, - and - the entire depth of the silty clay deposits consists of very stiff weathered crust. Standard penetration tests carried out within the weathered crust gave N values ranging from to blows per. metres of penetration which reflects a stiff to very stiff consistency. In situ vane strength tests were not carried out in the weathered crust due to the observed strengths of the deposit.

8 Report to: March 7, Novatech Consultants Ltd. -7- Our ref: -8 An Atterberg limits test carried out on a sample of the weathered silty clay recovered from borehole - gave a liquid limit value of percent and a plastic limit value of percent; as indicated on the plasticity chart on Figure this reflects a low plasticity. The water content of the weathered crust ranges from about 9 to 6 percent. Beneath the weathered crust in boreholes -, -6 and -7 the silty clay is grey in colour. Standard penetration testing carried out within the grey silty clay gave N values ranging from Static eight of Hammer (H) to blow per. metres of penetration. Vane shear testing carried out within the grey silty clay generally gave undrained shear strength values ranging from kilopascals to 9 kilopascals, which reflect a soft to firm consistency. The lower shear strength values may be due to disturbance at the base of the boreholes caused by the presence of sand/silt seams within the silty clay. here measurable, the remoulded vane shear test values ranged from to kilopascals. The low remoulded vane shear values reflect the highly sensitive nature of the silty clay deposit. The results of laboratory sieve and hydrometer testing on two () samples of the grey silty clay recovered from borehole -7 are provided on Figure. The testing indicates that the grey silty clay deposit can be classified as silt and clay with trace fine sand. Atterberg limits tests carried out on samples of the grey silty clay gave liquid limit values of to percent and plastic limit values of percent. As indicated on the plasticity chart on Figure, this reflects a high plasticity. The moisture content of the grey silty clay ranges from about 9 to 66 percent, which exceeds the measured liquid limit values. The results of two () laboratory oedometer consolidation tests carried out on thin walled Shelby tube samples of the softer portion of the grey silty clay obtained from boreholes -7 are provided on the following table: Borehole No. -7 Sample Depth, metres..9 Estimated Apparent Past Preconsolidation Pressure, P c, (kilopascals) Calculated Existing Vertical Effective Stress, P o (kilopascals) 8 Initial Void Ratio, e o.8 Recompression Index, C r. Compression Index, C c

9 Report to: March 7, Novatech Consultants Ltd. -8- Our ref: -8 Graphs of the variation in void ratio with applied stress from the consolidation tests are provided on Figures 7 and 8, following the text of this report. Clayey Silt A layer of grey clayey silt was encountered beneath the silty clay in boreholes -6 and -7. here fully penetrated (in borehole -6) the thickness of the clayey silt layer is about. metres. Standard penetration testing carried out within the clayey silt gave N values ranging from to blows per. metres of penetration. A grain size distribution curve for a sample of the clayey silt is provided on Figure. The test result indicates that the clayey silt contains about percent clay sized particles. The water content of the clayey silt ranges from about 6 to 7 percent. An Atterberg limits test carried out on a sample of the clayey silt gave a liquid limit value of 7 percent and a plastic limit value of 9 percent; as indicated on the plasticity chart on Figure, this reflects a low plasticity. Borehole -7 was terminated within the deposit of clayey silt at a depth of about 9.8 metres below ground surface. Glacial Till Deposits of glacial till encountered below the silty clay in borehole -, -, - and -, beneath the topsoil in borehole - and beneath the clayey silt in borehole -6. The glacial till can be generally described as gravelly sand with some silt and some clay, silty sand with some gravel, trace clay, and gravelly silty sand, with trace to some clay. Cobbles and boulders should also be expected in this deposit. Standard penetration tests carried out in the glacial till gave an N value of to greater than blows per. metres of penetration, which reflect a compact to very dense relative density. The higher N values may be due to the presence of cobbles and boulders within the glacial till.

10 Report to: March 7, Novatech Consultants Ltd. -9- Our ref: -8 A grain size distribution curve for a sample of the glacial till recovered from borehole -6 is provided on Figure 7. The test was carried out on a millimetre drive open sample of the glacial till and does not reflect the presence of cobbles and boulders which are likely present within the deposit. The water content of the glacial till ranges from about 8 to percent. Boreholes - to - were terminated within the glacial till at a depth of about. to 8. metres. Groundwater Levels The groundwater levels in the standpipes installed in boreholes - to -7 inclusive, ranged from about.6 to. metres below ground surface on January,. The groundwater level in the standpipe installed in borehole - could not be measured due to an ice blockage in the piping. It should be noted that groundwater levels may be higher during wet periods of the year, such as the early spring or fall or following periods of heavy precipitation. Groundwater Chemistry Relating to Corrosion The chemical testing on soil samples recovered from boreholes - and -6 showed the following results: Test Item Borehole - Borehole -6 Conductivity (micromhos/centimetre) 99 ph Sulphate Content (ug/g) 6 Chloride Content (ug/g) <

11 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 PROPOSED RESIDENTIAL DEVELOPMENT General The information in the following sections is provided for the guidance of the design engineers and is intended for the design of this project only. Contractors bidding on or undertaking the works should examine the factual results of the investigation, satisfy themselves as to the adequacy of the information for construction, and make their own interpretation of the factual data as it affects their construction techniques, schedule, safety and equipment capabilities. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at this site. The presence or implications of possible surface and/or subsurface contamination resulting from previous uses or activities of this site or adjacent properties, and/or resulting from the introduction onto the site from materials from off site sources are outside the terms of reference for this report. Site Grade Raise Restrictions General Sections of the site are underlain by a deposit of sensitive grey silty clay of marine origin (locally known as Leda clay), which has a limited capacity to support loads imposed by grade raise fill material and, to a lesser extent, the foundations of the residential dwellings. The placement of fill material in the areas underlain by grey silty clay must therefore be carefully controlled so that the stress imposed by the fill material does not result in excessive consolidation of the grey silty clay deposit. The settlement response of the silty clay deposit to the increase in stress caused by fill material and groundwater lowering is influenced by variables such as the existing effective overburden pressure, the past preconsolidation pressure for the silty clay, the compressibility characteristics of the silty clay, and the presence or absence of drainage paths, etc. It is well established that the settlement response of silty clay deposits can be significant when the stress increase is at or near the difference between the preconsolidation pressure (P c ) and the existing overburden stress (P ). The settlement of silty clay deposits consists of two major components: primary settlement and secondary (creep) settlement. Primary settlement occurs as the soil responds to the increase

12 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 in stress by dispelling water (dissipation of excess porewater pressure), whereas secondary settlement occurs after the excess porewater pressure has dissipated. Secondary consolidation occurs at a slower rate than primary consolidation and usually occurs over a much longer period of time. As previously stated, based on the results of our previous investigations (and the investigations carried out by others) the site and surrounding areas were classified into a number of Geotechnical Areas, namely Areas to inclusive, for the purpose of providing recommendations on foundation design and allowable grade raise fill placement. For clarity, the same naming system will be adopted in this supplemental report. The boundaries between the areas which were previously determined by Houle Chevrier Engineering Ltd. have been redefined and are shown on Figure 9 following the text of this report. The grade raise restrictions in each of the Geotechnical Areas have been calculated in order to limit the total settlement of the foundations to about to millimetres in the long term. For design purposes, we have assumed that the maximum groundwater lowering due to the development of the site will be. metres below the measured groundwater levels. Grade Raise Restriction, Area : Area represents the area along the south and west section of the proposed development in which near surface bedrock or relatively shallow deposits of very stiff, grey brown silty clay or glacial till were encountered. Based on the results of this supplementary ground investigation, together with the results of previous test pits advanced by, from a geotechnical point of view, there are no grade raise restrictions in Area. There may be areas on this site where the subgrade material at founding level transitions from overburden to bedrock. To reduce the potential for cracking of basement foundation walls above abrupt transitions from overburden to bedrock, it is suggested that the foundation walls in the transition zone be suitably reinforced.

13 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Grade Raise Restriction, Area : Area represents a portion of the northeast section of the proposed development in which soft to firm grey silty clay deposits were encountered. Based on the results of the oedometer testing carried out as part of this supplementary ground investigation, together with the results of previous test pits advanced by, the following guidelines should be used to limit the stress increase on the grey silty clay near the singles and townhouses in Area : ) The depth of fill material in the vicinity of the structures and in the garages should be limited to at most. metres. ) The moist unit weight of the fill material that is used in the vicinity of the structures should be less than 8 kilonewtons per cubic metre after placement and compaction. The weathered silty clay would meet this unit weight restriction. In those areas of the site where the grade raise restrictions cannot be met because of other civil engineering design considerations, the following options could be considered: ) The use of relatively lightweight fill material, such as expanded polystyrene fill material (EPS) which is specifically manufactured for this purpose, could be placed along the exterior of the foundations and in the garage to make up the additional depth of grade raise. The use of EPS as backfill around foundations at this site must be determined on a lot by lot basis. In general, the EPS should extend from the elevation of the footings horizontally at least. metres around the entire perimeter of the foundation, with the exception of any basement walk-outs. ithin areas where EPS is used, there may be some design requirements for landscaping features such as fences, patios/decks and pools. For example, depending on the type of fill material which is used to grade the lots, the foundations for fences may have to be extended through the EPS material (by augering). ) The use of somewhat lighter fill material composed of clear stone or slag fill (for example) within landscaped areas around the dwellings. However, the use of this material may impose some design requirements on landscaping features such as fences and

14 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 patios/decks. For example, for adequate support, fences may require larger than normal pier foundations which are advanced through the fill. ) Pre-loading areas of the site, with or without surcharge, to allow for the majority of the primary consolidation settlement of the silty clay deposit to occur prior to the construction of houses. The preloading could take at least one year, or more to cause sufficient settlement and would require an amount of earth fill or crushed stone to be imported to the site. Monitoring of the settlement response of the silty clay deposit along with porewater pressure monitoring would be required to assess when the preloading can be stopped. Foundations for Houses Bearing Pressure In general, the native silty clay, clayey silt and glacial till deposits at this site are considered suitable to support the proposed residential structures on conventional spread footing foundations. The excavation for the foundations should be taken through any topsoil, topsoil fill and fill material (such as that encountered in borehole -6) or otherwise deleterious material to expose undisturbed, native deposits. ithin Area, footings bearing on the native, undisturbed overburden deposits consisting of weathered silty clay, can be sized using an allowable bearing pressure of kilopascals. This bearing pressure does not include the weight of the footing or the weight of the soil above the footing. An allowable bearing pressure of kilopascals could be used for footings bearing on or within bedrock. In this case, the settlement of the footings should be negligible, provided that the bearing surfaces are cleaned of soil. It is our experience that some unavoidable overblast of bedrock could occur below the house foundations. Up to about metre of overblasted bedrock could be left in place below the footings, provided that it is well shattered and graded and heavily compacted with a large ( tonne) steel drum roller prior to placing the footings. Based on our experience in the Kanata and Stittsville areas, the bedrock surface may be irregular or stepped. As such, provision should be made for additional formwork and concrete

15 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 for footings bearing on the surface of the bedrock. Alternatively, irregularities in the bedrock surface could be filled with concrete. ithin Area, the allowable bearing pressures for spread footing foundations at this site are based on the necessity to limit the stress increase on the softer, compressible grey silty clay to an acceptable level such that foundation settlements will not be excessive. Four important parameters in calculating the stress increase on the grey silty clay beneath the weathered crust are: ) The thickness of the soil beneath the base of the foundation and the surface of the sensitive silty clay; ) The size, type (i.e. pad or strip) and loading of the foundation; ) The amount of surcharge (fill, etc.) in the vicinity of the foundation; and ) The amount of post-development groundwater lowering at the site. Based on the results of this supplementary ground investigation, together with the results of previous test pits advanced by, the allowable bearing pressure for the residential houses within Area could be taken as kilopascals for preliminary design purposes. Lower allowable bearing pressures may be specified depending on the proposed underside of footing elevation, the grade raise in the vicinity of the house and the depth to the surface of the sensitive grey silty clay. As such, once the foundation and grade raise levels are determined, it is recommended that the actual allowable bearing pressure for each residential house be determined on a lot by lot basis at the time of construction by advancing two () hand auger probe holes from founding elevation to determine the actual depth below the footing elevation to the surface of the sensitive grey silty clay. Provided that any loose and/or disturbed soil is removed from the bearing surface prior to placing either the concrete for the footings or the engineered fill, the post construction settlement of the footings should be less than to millimetres. It is recommended that the foundation walls be reinforced. The clayey silt, silty sand and gravelly sand layers may become disturbed during excavation. As such, in areas where the founding level is below the groundwater level in these soils, it may be necessary to lower the groundwater level in advance of excavation.

16 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Based on our previous experience in this area, it is possible that the upper. to. metre portion of the weathered silty clay deposit has been affected by past frost action and may be unavoidably disturbed during the excavation for the footings. Allowance should be made to remove and replace any disturbed silty clay with compacted sand and gravel, such as that meeting OPSS Granular B Type II, where required. The Granular B Type II should be compacted in maximum millimetre thick lifts to at least 9 percent of the standard Proctor dry density value. In areas where proposed founding level is above the level of the native soil, or where subexcavation of disturbed material is required below proposed founding level, imported granular material (engineered fill) should be used. The engineered fill should consist of granular material meeting Ontario Provincial Standard Specifications (OPSS) requirements for Granular B Type II and should be compacted in maximum millimetre thick lifts to at least 9 percent of the standard Proctor maximum dry density. To allow spread of load beneath the footings, the engineered fill should extend horizontally at least. metres beyond the footings and then down and out from the edges of the footings at horizontal to vertical, or flatter. The excavations for the residential dwellings should be sized to accommodate this fill placement. Currently, OPSS documents allow recycled asphaltic concrete and concrete to be used in Granular B Type II materials. Since the source of recycled material cannot be determined, it is suggested that any granular materials used below founding level be composed of virgin (i.e., not recycled) material only, for environmental reasons. Frost Protection of the Foundations All exterior footings and those in any unheated parts of the structures should be provided with at least. metres of earth cover for frost protection purposes. For footings bearing on engineered fill material, the required frost cover could be reduced by the thickness of the engineered fill. If. metres of earth cover is not practicable (or for basement walkouts), a combination of earth cover and polystyrene insulation could be considered. Further details regarding the insulation of foundations could be provided upon request. For isolated pier foundations at least.8 metres of frost protection should be provided.

17 Report to: March 7, Novatech Consultants Ltd. -6- Our ref: -8 The requirement for frost protection could likely be waived for footings which are bearing on the bedrock surface (or on engineered fill placed over the bedrock). An inspection of the exposed surface would have to be carried out to assess the frost susceptibility of the bedrock. Basement Foundation all Backfill and Drainage In accordance with the Ontario Building Code, the following two () alternatives can be considered in order to prevent problems with frost heaving of foundations and to provide drainage of basement foundation walls:. Damp proof the foundation walls and backfill with non-frost free susceptible free draining imported fill material. It is pointed out that the soils at this site are frost susceptible and should not be used as fill directly in contact with foundations. Instead, the backfill should consist of free draining, non-frost susceptible material, such as sand or sand and gravel meeting OPSS Granular B Type I requirements, or;. Damp proof the foundation walls, install an approved, proprietary drainage system such as System Platon against the foundation walls, and backfill with native or imported earth fill. here the granular backfill will ultimately support a pavement or walkway, it is suggested that the backfill materials be compacted in maximum millimetre thick lifts to at least 9 percent of the Standard Proctor dry density value. A perforated drain should be installed around the basement area at the level of the bottom of the footings. The drain should outlet to a sump from which the water is pumped or should drain directly by gravity to a storm sewer. Garage Foundations and Pier Backfill To avoid adfreeze and possible jacking (heaving) of the foundation walls due to adfreeze, between the unheated garage foundation walls and the wall backfill, the interior and exterior of the garage foundations walls should be backfilled with free draining, non-frost sand or sand and gravel such as that meeting OPSS Granular B Type I requirements. The sand backfill within the garage should be compacted in maximum millimetre thick lifts to at least 9 percent of

18 Report to: March 7, Novatech Consultants Ltd. -7- Our ref: -8 the Standard Proctor dry density value using suitable vibratory compaction equipment. Alternatively, suitable water sluicing methods would be acceptable. The backfill against isolated (unheated) walls or piers should consist of free draining, non-frost susceptible material, such as sand meeting OPSS Granular B Type I requirements. Other measures to prevent frost jacking of these foundation elements could be provided, if required. Effects of Agricultural Tile Drains on House Foundations Portions of the site are currently being used for agricultural purposes. As such, tile drains could be encountered in some portions of the site. Any tile drains which are encountered within the house excavations could be a source of significant volumes of water, which could impact on the basements of the houses. It is suggested that any drainage tiles that are within about metres horizontal distance to the dwellings be removed and the excavation for the tiles backfilled with compacted silty clay to prevent any water flow through the tiles or trenches. The silty clay could be compacted with the bucket of the excavator. Any drainage tiles that are below proposed footings should be removed. The ends of the drains should be severed at least metres outside of the proposed basement foundations to reduce the potential from post construction groundwater inflow into the basements. The excavation for the tiles could be backfilled with concrete. Seismic Site Classification According to Table..8..A of the Ontario Building Code, 6, Site Class C should be used for the seismic design of the structures bearing on bedrock or on engineered fill material over bedrock. It is noted that undrained shear strengths below kilopascals were measured in borehole -7 using in-situ testing equipment. However, based on the results of the oedometer testing, it is likely that these low values are not representative of the actual shear strength of the clay and may have been caused disturbance of the soil at based of the borehole. As such, Site Class D should be used for any structures which are founded on the native deposits of silty clay or glacial till in the Area and portion of the site.

19 Report to: March 7, Novatech Consultants Ltd. -8- Our ref: -8 In our opinion the soils within Areas and are not considered to be liquefiable or collapsible under seismic loads. Corrosion of Buried Concrete and Steel The measured sulphate concentration in the sample of soil recovered from boreholes - and -6 ranged from to 6 micrograms per gram. According to the Canadian Standards Associated (CSA) Concrete Materials and Methods of Concrete Construction, the concentration of sulphate in the groundwater samples can be classified as low. For low exposure conditions, cement meeting General Use (formerly Type ) exposure classification should be used in any concrete that will be in contact with the native soil or groundwater. The effects of freeze thaw in the presence of deicing chemicals (sodium chloride) near the structures should be considered in selecting the air entrainment and the concrete mix proportions for any concrete. Based on the conductivity and ph of the groundwater, the groundwater can be classified as non-aggressive to slightly aggressive towards unprotected steel. It is noted that the corrosivity of the soil/groundwater could vary throughout the year due to the application of sodium for deicing. Site Services Overburden Excavation Based on the available subsurface information, the excavations for the services within the Abbot-Fernbank Holdings Inc. site will be carried out through topsoil, silty clay, clayey silt, glacial till and bedrock. The sides of the excavations within overburden soils should be sloped in accordance with the requirements in Ontario Regulation /9 under the Occupational Health and Safety Act. According to the Act, most of the soils at this site can be classified as Type soils. Therefore, for design purposes, allowance should be made for horizontal to vertical, or flatter, excavation slopes within the upper to 6 metres of the native soils at this site. As an

20 Report to: March 7, Novatech Consultants Ltd. -9- Our ref: -8 alternative to the sloping the excavations, all services installations could be carried out within a tightly fitting, braced steel trench box, which is specifically designed for this purpose. It is noted that sloughing occurred in the weathered silty clay during excavation of some of the test pits which were excavated during previous phases of the ground investigation. The instability is likely due to the presence of fissures in the weathered silty clay combined with high groundwater conditions and/or significant groundwater inflow. In areas where sloughing is encountered, the excavation for the site services should be carried out within a tightly fitting, braced steel trench box. Excavation below the groundwater level within clayey silt, silty sand, gravelly silty sand (glacial till), and gravelly sand deposits could present some constraints. There is potential for some disturbance to the soils at the bottom of the excavation and relatively flat side slopes may be required to prevent sloughing of material into the excavation unless the groundwater level is lowered in advance of excavation. It is our experience that excavation for site service installations to shallow depth within these silty or sandy deposits can usually be carried out within a braced steel trench box specifically designed for this purpose, in combination, where necessary, with steel plates advanced along the sides of the trench box to below the level of excavation. In this case, the groundwater inflow should be controlled throughout the excavation and pipe laying operations by pumping from sumps within the excavation. Notwithstanding, some disturbance and loosening of the subgrade materials could occur, and allowance should be made for subexcavation and additional pipe bedding (sub-bedding) material, as discussed later in this report. Except as noted above for the silt, sand and gravel deposits, groundwater inflow from the overburden deposits should be controlled by pumping from within the excavations. Significant groundwater inflow was observed from fissures in the weathered silty clay in some of the test pits that were advanced during the previous phases of the ground investigation. Allowance should be made for significant pumping where these conditions and/or if existing agricultural tile drains are encountered. Significant groundwater inflow from fractured bedrock can cause disturbance and heaving of soil in the bottom of trench excavations, which could require removal and replacement of the disturbed soil. The groundwater should be detained and filtered before it is released into any ditches or creeks.

21 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Bedrock Excavation Bedrock removal where necessary will likely require drill and blasting or hoe ramming techniques in combination with line drilling on close centres. Any blasting should be carried out under the supervision of a blasting specialist engineer. As a general guideline, a maximum peak particle velocity of millimetres per second could be used as the vibration criteria at the nearest structure or service. It is pointed out that this criteria was established to prevent damage to existing buildings and services; more stringent criteria would be required to prevent damage to freshly placed (uncured) concrete. Based on our experience with excavation of limestone bedrock in the Kanata and Stittsville areas, provided that good blasting techniques are used, blasted rock from this area is usually fairly well graded and can be used as bulk fill beneath roadways, as sewer trench backfill and, in some instances, as engineered fill beneath lightly loaded foundations. Blasting for site services can cause groundwater level lowering and/or adverse water quality problems in nearby wells. Preconstruction surveys should, therefore, be carried out on any existing, nearby wells (such as those for the houses along Fernbank Road) prior to construction. The preconstruction survey should include water sampling and an interview with the owners. If any adverse quality problems are reported by the residents, it is recommended that the quality/quantity issue be investigated by an independent engineering company. One or more water samples should be obtained to check the water quality and, if necessary, a temporary water supply should be provided to the house. If the water quality or quantity issue is determined to be due to the construction, a new water supply well should be constructed or the house should be connected to a municipal water supply. The water from any new wells should be equivalent to or better than the water that is available from the local bedrock aquifer. Groundwater inflow from the bedrock into the excavations for the site services should be expected and should be handled by pumping from within the excavations. In areas where highly permeable bedrock exist at shallow depth below the bottom of the excavation, significant groundwater pumping should be anticipated and basal heaving of the soil may occur in the bottom of the trench. As a consequence, it may be necessary to remove and replace the native overburden below the bottom of the excavation with compacted, well shattered and graded blast rock.

22 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Pipe Bedding The bedding for the sanitary sewers, storm sewers and watermains should be in accordance with Ontario Provincial Standard Drawing (OPSD) 8. and 8./ for flexible and rigid pipes, respectively. The pipe bedding should consist of at least millimetres of graded crushed stone meeting Ontario Provincial Standard Specification (OPSS) for Granular A. OPSS documents allow recycled asphaltic concrete and concrete to be used in Granular A and Granular B Type II material. Since the source of recycled material cannot be determined, it is suggested that any granular materials used in the service trenches be composed of virgin (i.e., not recycled) material only. Allowance should be made for subexcavation of any existing fill, organic deposits or disturbed material encountered at subgrade level. In areas where grey silty clay is encountered in the bottom of the excavation, we suggest that the excavation and final trimming to subgrade level be carried out with a shovel equipped with a flat blade bucket. Furthermore, allowance should be made to place a subbedding layer composed of to millimetres of OPSS Granular B Type II to reduce the potential for disturbance to the soft grey silty clay. To provide adequate support for the services pipes in the long term, the excavations should be sized to allow a horizontal to vertical spread of granular material down and out from the bottom of the pipes. Cover material, from pipe spring line to at least millimetres above the top of the pipe, should consist of granular material, such as OPSS Granular A. The use of clear crushed stone should not be permitted on this project, since it could exacerbate groundwater lowering of the overburden materials due to French drain effects. The subbedding, bedding and cover materials should be compacted in maximum millimetre thick lifts to at least 9 percent of the standard Proctor maximum dry density using suitable vibratory compaction equipment. Trench Backfill The general backfilling procedures should be carried out in a manner that is compatible with the future use of the area above the service trenches.

23 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 In areas where the service trench will be located below or in close proximity to existing or future roadway areas, acceptable native materials should be used as backfill between the roadway subgrade level and the depth of seasonal frost penetration in order to reduce the potential for differential frost heaving between the area over the trench and the adjacent section of roadway. here native backfill is used, it should match the native materials exposed on the trench walls. Backfill below the zone of seasonal frost penetration could consist of either acceptable native material or imported granular material conforming to OPSS Granular B Type I. The depth of frost penetration in areas that are kept clear of snow and where trench backfill consists of broadly graded shattered rock fill or earth fill is expected to be about.8 metres. It is our experience, however, that the frost penetration can be as much as. metres when the trench backfill consists solely of relatively open graded rock fill. here cover requirements are not practicable, the pipes could be protected from frost using a combination of earth cover and insulation. Further details regarding insulation could be provided, if required. It is anticipated that most of the inorganic overburden materials encountered during the subsurface investigation will be acceptable for reuse as trench backfill. Topsoil, peat, or other organic material should be wasted from the trench. If on-site blast rock is used as backfill within the service trench, it should be mostly millimetres, or smaller, in size and should be well graded. To prevent ingress of fine material into voids in the blast rock, the upper surface of the blast rock should be blinded with well graded crushed stone. To minimize future settlement of the backfill and achieve an acceptable subgrade for the roadways, curbs, driveways, etc., the trench backfill should be compacted in maximum millimetre thick lifts to at least 9 percent of the standard Proctor dry density value. Rock fill should be placed in maximum millimetre thick lifts and compacted with the haulage and spreading equipment. The specified density for compaction of the backfill materials may be reduced where the trench backfill is not located below or in close proximity to existing or future areas of hard surfacing and/or structures. The clayey silt and weathered silty clay/clayey silt from the lower part of the excavations and the grey silty clay have moisture contents above optimum for compaction. Furthermore, most of the overburden deposits at this site are sensitive to changes in moisture content. Unless these materials are allowed to dry, the specified densities will not likely be possible to achieve and, as a consequence, some settlement of these backfill materials could occur. Consideration

24 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 could be implementing one or a combination of the following measures to reduce post construction settlement above the trenches, depending on the weather conditions encountered during the construction: Allow the overburden materials to dry prior to compaction; Reuse any wet materials in the lower part of the trenches and make provision to defer final paving of any roadways for 6 months, or longer, to allow the trench backfill settlement to occur and thereby improve the final roadway appearance. Reuse any wet materials outside hard surfaced areas and where post construction settlement is less of a concern (such as landscaped areas). There is potential for surface water inflow into the shallow bedrock through the service trenches in Area. To mitigate potential impact, compacted, native silty clay or glacial till soil could be placed above the services. In areas where silty clay or glacial till overburden exist, this will be achieved using conventional trench backfilling techniques. In areas where shallow or exposed bedrock exist, a. metre (minimum) thick layer of compacted silty clay or glacial till could be placed above the granular cover material for the services or as grade raise fill for the roadway. To avoid differential frost heaving of the future roadway areas above the service trenches, it will be important that the trench material within the zone of seasonal frost penetration above the compacted silty clay/glacial till match the conditions exposed on the trench walls. The soils that exist at this site are highly frost susceptible and are prone to significant ice lensing. In order to carry out the work during freezing temperatures and maintain adequate performance of the trench backfill as a roadway subgrade, the service trenches should be opened for as short a time as practicable and the excavations should be carried out only in lengths which allow all of the construction operations, including backfilling, to be fully completed in one working day. The sides of the trenches should not be allowed to freeze. In addition, the backfill should be excavated, stored and replaced without being disturbed by frost or contaminated by snow or ice.

25 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 Seepage Barriers The granular bedding in the service trench could act as a French Drain, which could promote groundwater lowering. As such, we suggest that seepage barriers be installed along the service trenches at strategic locations at a horizontal spacing of about metres. The seepage barriers should begin at subgrade level and extend vertically through the granular pipe bedding and granular surround to within the native backfill materials, and horizontally across the full width of the service trench excavation. The seepage barriers could consist of. metre wide dykes of compacted weathered silty clay. The weathered silty clay should be compacted in maximum millimetre thick lifts to at least 9 percent of the standard Proctor dry density value. The locations of the seepage barriers could be provided as the design progresses. Roadways and Parking Areas Subgrade Preparation In preparation for roadway construction at this site, all surficial topsoil and any soft, wet or deleterious materials should be removed from the proposed roadways and parking areas. It is not necessary to remove all relatively clean fill material (such as that encountered in borehole -6) provided some future minor settlement and cracking of the asphaltic concrete can be tolerated. Prior to placing granular material for the roadway, the exposed subgrade should be heavily proof rolled with a large ( tonne) vibratory steel drum roller under dry conditions and inspected and approved by geotechnical personnel. Any soft areas evident from the proof rolling should be subexcavated and replaced with suitable (dry) earth borrow or well shattered and graded rock fill material. Similarly, should it be necessary to raise the roadway grades at this site, material which meets OPSS specifications for Select Subgrade Material, earth borrow or well shattered and graded rock fill material may be used. In low, wet areas, well shattered and graded rock fill material is preferred. The select subgrade material or earth borrow should be placed in maximum millimetre thick lifts and compacted to at least 9 percent of the standard Proctor maximum dry density value

26 Report to: March 7, Novatech Consultants Ltd. -- Our ref: -8 using vibratory compaction equipment. Rock fill should also be placed in thin lifts and suitably compacted either with a large drum roller, the haulage and spreading equipment, or a combination of both. Truck traffic on the native soil subgrade should be avoided, especially under wet conditions. Pavement Structure For the roadways within this residential development, the minimum pavement structure should be used: Local Roads: 9 millimetres of hot mix asphaltic concrete ( millimetres of Superpave. over millimetres of Superpave 9.) over millimetres of OPSS Granular A base over 7 millimetres of OPSS Granular B, Type II subbase Minor Collector Roads: 9 millimetres of hot mix asphaltic concrete ( millimetres of Superpave. over millimetres of Superpave 9.) over millimetres of OPSS Granular A base over to millimetres of OPSS Granular B, Type II subbase Arterial Roads and Major Bus Routes: millimetres of hot mix asphaltic concrete ( millimetres of Superpave. over two millimetre layers of Superpave 9.) over millimetres of OPSS Granular A base over 6 to 7 millimetres of OPSS Granular B, Type II subbase In areas where bedrock or well shattered and graded rock fill is encountered at the pavement subgrade level, the thickness of the OPSS Granular B Type II subbase could be reduced to millimetres. Outside of these areas it may be possible to reduce the recommended subbase thicknesses by incorporating a geo-grid (such as the Tensar MacGrid) into the roadway pavement structure. Further details on the use of geo-grid reinforcement could be provided if required.

27 Report to: March 7, Novatech Consultants Ltd. -6- Our ref: -8 In accordance with current practice in the City of Ottawa, performance grade PG8- asphaltic concrete should be specified. An assessment of the subgrade conditions within the roadways should be made by the geotechnical engineer at the time of construction. The pavement granular materials should be compacted in maximum millimetre thick lifts to at least 98 percent of standard Proctor maximum dry density using suitable vibratory compaction equipment. Effects of Subgrade Disturbance The above pavement structures assume that the trench backfill is adequately compacted and that the roadway subgrade surface is prepared as described in this report. If the roadway subgrade surface is disturbed or wetted due to construction operations or precipitation, the granular thickness given above may not be adequate and it may be necessary to increase the thickness of the Granular B Type II subbase and/or to incorporate a woven geotextile separator between the roadway subgrade surface and the granular subbase material. The adequacy of the design pavement thickness should be assessed by geotechnical personnel at the time of construction. Similarly, if the granular pavement materials are to be used by construction traffic, it may be necessary to increase the thickness of the Granular B Type II, install a woven geotextile separator between the roadway subgrade surface and the granular subbase material, or a combination of both, to prevent pumping and disturbance to the subbase material. The contractor should be made responsible for their construction access. Transition Treatments and Frost Tapers here the new pavement structure will abut the existing pavement on Fernbank Road (for instance), the depths of the granular materials should taper up or down at horizontal to vertical, or flatter, to match the depths of the granular material(s) exposed in the existing pavement. Granular frost tapers should be installed in accordance with OPSD. in areas where there is an abrupt transition from bedrock to overburden.

28 Report to: March 7, Novatech Consultants Ltd. -7- Our ref: -8 Pavement Drainage The subgrade surface should be shaped and crowned to promote drainage of the roadway granular materials. Adequate drainage if the pavement granular materials and subgrade is important for the long term performance of the pavement at this site. As such it is recommended that catch basins be provided with perforated stub drains extending about metres out from the catch basins in two directions parallel to the roadway. These drains should be installed at the bottom of the subbase layer. Construction Induced Vibration Some of the construction operations (such as bedrock removal by blasting or hoe ramming, granular material compaction, excavation, foundation construction etc.) will cause ground vibration on and off of the site. The vibrations will attenuate with distance from the source, but may be felt at nearby structures. The magnitude of the vibrations will be much less than that required to cause damage to the nearby structures or services, but may be felt at the nearby structures. e recommend that preconstruction surveys be carried out on the adjacent structures and that vibration monitoring be carried out during the construction. Landscape Design Portions of the site are underlain by silty clay soil and this material can volumetrically shrink upon a reduction of water content. This reduction in water content can be caused by trees and can result in settlement of foundations or other ground supported structures. To minimize the potential for this, no deciduous trees should be permitted close to any portion of the structure than the ultimate height of the tree. For multiple trees, the separation distance should be increased to. times the trees ultimate height.

29 Report to: March 7, Novatech Consultants Ltd. -8- Our ref: -8 DESIGN REVIE AND CONSTRUCTION OBSERVATIONS It is recommended that the design drawings be reviewed by as the design progresses to ensure that the guidelines provided in this report have been interpreted as intended. The engagement of the services of during construction is recommended to confirm that the subsurface conditions throughout the proposed excavations do not materially differ from those given in the report and that the construction activities do not adversely affect the intent of the design. All footing surfaces and any engineered fill areas for the residences should be inspected by to ensure that a suitable subgrade has been reached and properly prepared. The subgrade surfaces for the site services and roadways should be inspected by Houle Chevrier Engineering Ltd. In-situ density testing should be carried out on any engineered fill used beneath the houses and on the roadway granular materials. In accordance Section... of the Ontario Building Code, full time inspection is required during placing and compaction of engineered fill and imported granular materials to ensure that the materials used conform to the grading and compaction specifications.

30 Report to: March 7, Novatech Consultants Ltd. -9- Our ref: -8 e trust that this report is sufficient for your requirements. If you have any questions concerning this information or if we can be of further assistance to you on this project, please Yours truly, HOULE CHEVRIER ENGINEERING LTD. Dáire Cummins, M.Sc., D.I.C. Andrew Chevrier, M.Eng., P.Eng. Principal List of Abbreviations and Terminology Record of Borehole Sheets Figures to 9, inclusive Attachment A and B

31 LIST OF ABBREVIATIONS AND TERMINOLOGY SAMPLE TYPES AS auger sample CS chunk sample DO drive open MS manual sample RC rock core ST slotted tube TO thin-walled open Shelby tube TP thin-walled piston Shelby tube S wash sample PENETRATION RESISTANCE Standard Penetration Resistance, N The number of blows by a 6. kg hammer dropped 76 millimetres required to drive a mm drive open sampler for a distance of mm. For split spoon samples where less than mm of penetration was achieved, the number of blows is reported over the sampler penetration in mm. Dynamic Penetration Resistance The number of blows by a 6. kg hammer dropped 76 mm to drive a mm diameter, 6 o cone attached to A size drill rods for a distance of mm. H R PH rig. Sampler advanced by static weight of hammer and drill rods. Sampler advanced by static weight of drill rods. Sampler advanced by hydraulic pressure from drill SOIL S Relative Density N Value Very Loose to Loose to Compact to Dense to Very Dense over Consistency Undrained Shear Strength (kpa) Very soft to Soft to Firm to Stiff to Very Stiff over LIST OF COMMON SYMBOLS c u undrained shear strength e void ratio C c compression index c v coefficient of consolidation k coefficient of permeability I p plasticity index n porosity u pore pressure w moisture content w L liquid limit w P plastic limit φ effective angle of friction γ unit weight of soil γ unit weight of submerged soil σ normal stress PM Sampler advanced by manual pressure. SOIL TESTS C consolidation test H hydrometer analysis M sieve analysis MH sieve and hydrometer analysis U unconfined compression test Q undrained triaxial test V field vane, undisturbed and remoulded shear strength

32 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE - SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL Very stiff, grey brown SILTY CLAY, trace fine sand (weathered crust)... D.O. Soil cuttings Power Auger mm Diameter Hollow Stem Compact, grey gravelly sand, some silt, trace clay with probable cobbles and boulders (GLACIAL TILL) End of borehole D.O. D.O. D.O. D.O. Bentonite seal Soil cuttings Bentonite Filter sand mm diameter,.6 m long slotted well screen Practical auger refusal on inferred boulders or bedrock 6 BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: M.L.

33 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE - SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD NUMBER SAMPLES TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL Very stiff, grey brown SILTY CLAY, trace fine sand (weathered crust).7.7. D.O. Soil cuttings D.O. 6 Bentonite seal Soil cuttings Power Auger mm Diameter Hollow Stem Compact to very dense, brown to grey brown gravelly sand, some silt, trace clay with probable cobbles and boulders (GLACIAL TILL) Grey silty sand, some gravel, trace clay with probable cobbles and boulders (GLACIAL TILL) D.O. D.O. D.O. D.O Bentonite seal Filter sand mm diameter,.6 m long slotted well screen Filter sand End of borehole D.O. + Groundwater level at.6 metres below ground surface on January,. 6 BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: M.L.

34 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE - SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Power Auger mm Diameter Hollow Stem Ground Surface TOPSOIL Very dense, brown to grey brown gravelly sand, some silt, trace clay with probable cobbles and boulders (GLACIAL TILL) End of borehole D.O. D.O. D.O. D.O Soil cuttings Bentonite seal Soil cuttings Bentonite seal Filter sand mm diameter,.6 m long slotted well screen Practical auger refusal on inferred boulders or bedrock Groundwater level at. metres below ground surface on January,. 6 BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: M.L.

35 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE - SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL Very stiff, brown SILTY CLAY, trace to some sand (weathered crust) D.O. Soil cuttings D.O. Bentonite seal Soil cuttings Power Auger mm Diameter Hollow Stem Compact to dense, brown grey gravelly sand, some silt, trace clay with probable cobbles and boulders (GLACIAL TILL) Compact to dense, grey silty sand, some clay and gravel with probable cobbles and boulders (GLACIAL TILL) D.O. D.O. D.O. + 8 Bentonite seal Filter sand mm diameter,. m long slotted well screen 6 D.O. 9 Filter sand 6 End of borehole D.O. Groundwater level at. metres below ground surface on January,. BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: M.L.

36 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE - SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL Very stiff, grey brown SILTY CLAY, trace to some fine sand (weathered crust).6.8. D.O. Soil cuttings D.O. See Fig Bentonite seal Soil cuttings Power Auger mm Diameter Hollow Stem Soft to firm, grey SILTY CLAY, trace fine sand D.O. D.O. D.O. Bentonite seal Filter sand mm diameter,.6 m long slotted well screen 6 Compact, grey silty sand, some clay and gravel (GLACIAL TILL) End of borehole D.O. + Groundwater level at. metres below ground surface on January,. BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: M.L.

37 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE -6 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD NUMBER SAMPLES TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface Topsoil FILL Brown and dark brown silty clay, trace sand and gravel (FILL MATERIAL).6.. D.O. Soil cuttings Very stiff grey brown SILTY CLAY, trace fine sand (weathered crust).. D.O. D.O. Bentonite seal Soil cuttings Power Auger mm Diameter Hollow Stem Soft, grey SILTY CLAY, trace fine sand D.O. T.P. T.P. D.O. H BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // to Stiff, grey CLAYEY SILT Compact to very dense sandy gravel, some silt, trace clay with probable cobbles and boulders (GLACIAL TILL) End of borehole D.O. D.O. D.O. + See Fig, See Fig Bentonite seal Filter sand mm diameter,.6 m long slotted well screen Groundwater level at. metres below ground surface on January,. LOGGED: M.L.

38 PROJECT: -8 LOCATION: See Site Plan, Figure BING DATE: January, RECD OF BEHOLE -7 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg;.76 m drop BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL Very stiff, grey brown SILTY CLAY, trace to some fine sand (weathered crust).7.. D.O. 7 >> Soil cuttings D.O. Bentonite seal Soil cuttings D.O. Soft, grey SILTY CLAY, trace fine sand D.O. 6 Power Auger mm Diameter Hollow Stem T.P. T.P. See Fig,,7 Bentonite seal Filter sand mm diameter,.6 m long slotted well screen D.O. BEHOLE RECD GINT -8.GPJ HCE DATA TEMPLATE.GDT // Soft, grey CLAYEY SILT End of borehole to T.P. D.O. See Fig,,8 Groundwater level at.8 metres below ground surface on January,. LOGGED: M.L.

39 KEY PLAN N N O ON O S SO E ES G GLLLE A AG E E EA PPPAAA LLLLLLL AAAADDD IIUIU UU M M M DDDRRR HHH YYY 777 IICICC RRR AAAM M M M PPP D D D R R RD R D D R R RD RRRDDD NNN EEEAAA D D D EEELLL AAAZZZ HHH D D D R RD R N NR N O ON S SO E ES E G GLLLE A AG A E E EA RRRDDD NNN EEEAAA D D D EEELLL AAAZZZ HHH N N N O ON O S SO S E ES LLE E G GLL G A AG A E E EA E D RRRDDD NN R ANN EEEEAAA D LLLLDDD ZEEEE AAAZZZ HHHA D D R R RD DDD RR RRD NN ANN EEEEAAA D LLLLDDD ZEEEE AAAAZZZ HH HH N N O ON O S SO E ES G GLLLE A AG E E EA R DD DDRRR M M M UUM IU IIIU D D D D A LLLLAAA ALLLL PP PPAAA RRR DDDR XXX FFFOOO YYY RRRRRR TTTEEE R DDDRRR RD AAARRR M MA M TM NNTTT UNN HHUUU HH 777 YYY Y HHH PPP M MP AAAM R RR R IICICC 777 YYY AAA H H H H IG IG IG H H H FIGURE DDD RR RRD NN NN EEEAAAA E DD LLLLDD ZEEEE AAAAZZZ HH HH N N N O ON O S SO S E ES LLE E G GLL G A AG A E E EA E D D D R R RD R D D D R R RD N NR N AN EE EEAAA D D D D L L L EL ZZEEE AZZ H H HAAA H D D R RD P PR R RP A AR C C CA N N O ON O SO S ES E GLLLE G AG A E E EA E SSTTTT SS D D RD R N NR N ON O SO S E ES E GLLLE G A AG A EA E DE D R RD R INNN AAAIIIN M MA M EEM EE LLLLLLL VVIIIIL SSVV TTTSS IIITITTTT SSTTTT SS SITE SSTTTT SS INNN AAAIIIN M MA M EEM EE LLLLLLL VVIIIIL SSVV TTTSS IIITITTTT SSTTTT SS RD RD LD LD RD LD FIE FIELD O OFIE LL LLO FA FA FALL ST ST STIT IT ITTS TS TSVI VI VILL LL LLE E EM M MAI AI AIN M N N ST ST ST A C C CA AR P R RP A P RD P RD RD D D D R R RD R D D DEEE SSSIII E E E PPP O O O H H H DDD RRR DDD EIEELLL I I FFF OOO LLLLLL FFFAAA N.T.S Date: Project: March -8

40

41 PLASTICITY CHART All Soil Types FIGURE 6 Group Symbol LO "U" LINE HIGH "A" LINE CL = Lean Clay ML = Silt CH = Fat Clay MH = Elastic Silt CL - ML = Silty Clay OL (Above "A" Line) = Organic Clay OL (Below "A" Line) = Organic Silt OH (Above "A" Line) = Organic Clay OH (Below "A" Line) = Organic Silt CH or OH Plasticity Index, PI CL or OL MH or OH 7 CL - ML ML or OL HCE ATTERBERG LIMITS SIEVES ATTERBERG.GPJ HOULE CHEVRIER FEB 9.GDT // Liquid Limit, % Borehole Sample Depth Moisture Content, % Legend Date: March, Prepared by: B.P. Project: -8 Checked by:

42 GRAIN SIZE DISTRIBUTION Silty Clay FIGURE Sieve Size, mm % Passing... Grain Size, mm HCE GRAIN SIZE SIEVES ATTERBERG.GPJ HOULE CHEVRIER FEB 9.GDT // COARSE MEDIUM FINE COARSE MEDIUM FINE COARSE MEDIUM FINE CLAY GRAVEL SAND SILT Borehole -7-7 Date: March, Project: -8 Modified M.I.T. Classification Sample Depth Legend Prepared by: B.P. Checked by:

43 GRAIN SIZE DISTRIBUTION Clayey Silt FIGURE Sieve Size, mm % Passing... Grain Size, mm HCE GRAIN SIZE SIEVES ATTERBERG.GPJ HOULE CHEVRIER FEB 9.GDT // COARSE MEDIUM FINE COARSE MEDIUM FINE COARSE MEDIUM FINE CLAY GRAVEL SAND SILT Borehole -6 Date: March, Project: -8 Modified M.I.T. Classification Sample Depth Legend Prepared by: B.P. Checked by:

44 GRAIN SIZE DISTRIBUTION Glacial Till FIGURE Sieve Size, mm % Passing... Grain Size, mm HCE GRAIN SIZE SIEVES ATTERBERG.GPJ HOULE CHEVRIER FEB 9.GDT // COARSE MEDIUM FINE COARSE MEDIUM FINE COARSE MEDIUM FINE CLAY GRAVEL SAND SILT Borehole -6 Date: March, Project: -8 Modified M.I.T. Classification Sample Depth Legend Prepared by: B.P. Checked by:

45 CONSOLIDATION ANALYSIS FIGURE Void Ratio, (e) Pressure, (kpa) Borehole Sample Depth ( m ) BH -7 TP. -.9 Determined Properties: Test Results: 66 C r. L C c.6 p σ' p kpa Date: February Project: -8

46 CONSOLIDATION ANALYSIS FIGURE Void Ratio, (e) Pressure, (kpa) Borehole Sample Depth ( m ) BH -7 TP Determined Properties: Test Results: 6 C r. L C c. p σ' p kpa Date: February Project: -8

47

48 March Our ref: -8 ATTACHMENT A RECD OF BEHOLE AND TEST PIT SHEETS PREVIOUS SUBSURFACE INVESTIGATIONS BY HOULE CHEVRIER ENGINEERING LTD. AND OTHERS

49

50 PROJECT: 6-8 LOCATION: Refer to Site Plan, Figure BING DATE: February 9, 7 RECD OF BEHOLE SHEET OF DATUM: SPT HAMMER: 6.6 kg; drop.76 m BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL (frozen), trace roots Stiff to very stiff grey brown SILTY CLAY and CLAYEY SILT, trace sand, occasional sand seams (weathered crust). DO Native backfill Bentonite Power Auger mm Diameter Hollow Stem Firm to stiff grey SILTY CLAY, occasional sand seams. DO DO Native Backfill Bentonite Sand DO Hand slotted 9mm diameter PVC standpipe Native backfill BEHOLE RECD 6-8 BEHOLE LOGS.GPJ HCE DATA TEMPLATE.GDT // End of borehole to.79 Groundwater level at.87 metres below ground surface on March 7, 7 LOGGED: PA

51 PROJECT: 6-8 LOCATION: Refer to Site Plan, Figure BING DATE: February, 7 RECD OF BEHOLE 9 SHEET OF DATUM: SPT HAMMER: 6.6 kg; drop.76 m BING METHOD SAMPLES NUMBER TYPE BLOS/.m DYNAMIC PENETRATION RESISTANCE, BLOS/.m 6 8 HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - ATER CONTENT, PERCENT Cu, kpa rem. V - U - p l PIEZOMETER Ground Surface TOPSOIL (frozen) Estimated very stiff grey brown SILTY CLAY (weathered crust), trace sand and shells. DO Native backfill Power Auger mm Diameter Hollow Stem Firm to stiff grey SILTY CLAY, occasional sand seams. DO DO DO H Bentonite Sand Hand slotted 9mm diameter PVC standpipe Native backfill BEHOLE RECD 6-8 BEHOLE LOGS.GPJ HCE DATA TEMPLATE.GDT // End of borehole to.9 Groundwater level at.8 metres below ground surface on March 7, 7 LOGGED: PA

52 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL). Fractured BEDROCK, some silty sand. Practical shovel refusal on BEDROCK End of test pit.76 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

53 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.8 No groundwater inflow observed on completion of excavating. LOGGED: AN

54 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL). Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

55 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Brown SILTY SAND, some cobbles. Grey silty sand, gravel, cobbles, and boulders (GLACIAL TILL).69 Fractured BEDROCK Practical shovel refusal on BEDROCK End of test pit.8.6 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

56 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Brown SILTY fine SAND. Grey brown silty sand, some gravel, cobbles and boulders (GLACIAL TILL).8 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to. No groundwater inflow observed on completion of excavating. LOGGED: AN

57 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Brown SILTY SAND. Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

58 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, trace sand (weathered crust). Practical shovel refusal on BEDROCK End of test pit.6 Groundwater inflow at.6 metres below ground surface on completion of excavation TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

59 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-6 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Fractured BEDROCK, some silty sand and sandy silt seams. Practical shovel refusal on BEDROCK End of test pit.89 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

60 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-7 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL). Practical shovel refusal on BEDROCK End of test pit.9 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

61 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Practical shovel refusal on BEDROCK End of test pit.97 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

62 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-9 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey brown sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL). Grey sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to. Groundwater inflow at. metres below ground surface on completion of excavation LOGGED: AN

63 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL).6 Fractured BEDROCK. Practical shovel refusal on BEDROCK End of test pit.9 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

64 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust).6 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL) End of test pit to..7 Groundwater inflow at.9 metres below ground surface on completion of excavation. LOGGED: AN

65 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey brown sandy silt, some gravel and cobbles (GLACIAL TILL).86 Grey sandy silt, some gravel, cobbles and boulders (GLACIAL TILL). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.8 No groundwater inflow observed on completion of excavating. LOGGED: AN

66 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.67 Groundwater inflow at. metres below ground surface on completion of excavation LOGGED: AN

67 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silty, some gravel, cobbles and boulders (GLACIAL TILL). Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

68 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL).8 Practical shovel refusal on BEDROCK End of test pit.76 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

69 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Fractured BEDROCK. Practical shovel refusal on BEDROCK End of test pit.6 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

70 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-6 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Fractured BEDROCK. Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

71 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-7 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust) transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL) Practical shovel refusal on BEDROCK End of test pit to.87. No groundwater inflow observed on completion of excavating. LOGGED: AN

72 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silt, some gravel, cobbles and boulders (GLACIAL TILL).8 Practical shovel refusal on BEDROCK End of test pit.8 Groundwater inflow at.8 metres below ground surface on completion of excavation. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

73 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-9 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff grey brown SILTY CLAY, trace sand (weathered crust). Practical shovel refusal on BEDROCK End of test pit.9 Groundwater inflow at.9 metres below ground surface on completion of excavation. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

74 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.9 No groundwater inflow observed on completion of excavating. LOGGED: AN

75 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust) transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silty, some gravel and cobbles (GLACIAL TILL) Practical shovel refusal on BEDROCK End of test pit to.7.9 Groundwater inflow at.9 metres below ground surface on completion of excavation. LOGGED: AN

76 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust) transitioning to grey silty clay at depth.6 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel and cobbles (GLACIAL TILL) Practical shovel refusal on possible BEDROCK End of test pit to.8. Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: AN

77 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust) transitioning to grey silty clay at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel and cobbles (GLACIAL TILL) End of test pit to.8.7 Groundwater inflow at.8 metres below ground surface on completion of excavation. LOGGED: AN

78 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust).6 Grey SILTY CLAY.9 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // End of test pit to.86 Groundwater inflow at.97 metres below ground surface on completion of excavation. LOGGED: AN

79 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust).8 Grey brown sandy silt, some gravel cobbles and boulders (GLACIAL TILL). Practical shovel refusal on BEDROCK End of test pit. Groundwater inflow at.98 metres below ground surface on completion of excavation. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

80 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, trace sand (weathered crust). Brown medium to coarse grained SAND, some cobbles and boulders.7 Fractured BEDROCK.8 Practical shovel refusal on BEDROCK End of test pit.9 Substantial groundwater inflow at.8 metres below ground surface on completion of excavation. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

81 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-6 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Brown SILTY SAND, trace clay. Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

82 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-7 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey SILTY CLAY End of test pit to..96 Groundwater inflow at.6 metres below ground surface on completion of excavation. LOGGED: AN

83 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CALY (weathered crust).8 Grey brown sandy silt, some gravel, cobbles and boulders (GLACIAL TILL).7 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.9 Substantial groundwater inflow at.96 metres below ground surface on completion of excavation. LOGGED: AN

84 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-9 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL) End of test pit to..7 Groundwater inflow at. metres below ground surface on completion LOGGED: AN

85 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-9 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT of excavation. 6 7 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // 8 9 to LOGGED: AN

86 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles, and boulders (GLACIAL TILL). Fractured BEDROCK, some silty sand. Practical shovel refusal on BEDROCK End of test pit.79 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

87 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth.6 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL) End of test pit to..7 Groundwater inflow at.7 metres below ground surface on completion LOGGED: AN

88 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT of excavation. 6 7 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // 8 9 to LOGGED: AN

89 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Fractured BEDROCK.8 Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

90 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust).8 Grey SILTY CLAY. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // End of test pit to.99 Groundwater inflow at.9 metres below ground surface on completion of excavation. LOGGED: AN

91 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey SILT. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey brown sandy silt, some gravel, cobbles, and boulders (GLACIAL TILL) Practical shovel refusal on BEDROCK End of test pit to Groundwater inflow at.76 metres below ground surface on completion of excavation. LOGGED: AN

92 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey SILTY CLAY. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // End of test pit to. Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: AN

93 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel cobbles, and boulders (GLACIAL TILL) Practical shovel refusal on possible BEDROCK or BOULDER End of test pit to.. Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: AN

94 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-6 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey sandy silt, some gravel, cobbles and boulders (GLACIAL TILL) Practical shovel refusal on possible BEDROCK or BOULDER End of test pit to..9 Groundwater inflow at.98 metres below ground surface on completion of excavation. LOGGED: AN

95 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-7 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Practical shovel refusal on BEDROCK End of test pit to.69 Groundwater inflow at.9 metres below ground surface on completion of excavation. LOGGED: AN

96 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, transitioning to grey SILTY CLAY at depth. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to.88 LOGGED: AN

97 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Possible (GLACIAL TILL) End of test pit. Groundwater inflow at. metres below ground surface on completion of excavation. 6 7 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // 8 9 to LOGGED: AN

98 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8- SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles and boulders and fractured rock (GLACIAL TILL). Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

99 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-6 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some gravel, cobbles and boulders (GLACIAL TILL).6 Fractured BEDROCK. Practical shovel refusal on BEDROCK End of test pit. No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

100 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-7 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Brown silty sand, some gravel, cobbles and boulders (GLACIAL TILL). Fractured BEDROCK.8 Practical shovel refusal on BEDROCK End of test pit.9 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

101 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-8 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown sandy silt, some gravel, cobbles and boulders (GLACIAL TILL).8 Practical shovel refusal on BEDROCK End of test pit.6 No groundwater inflow observed on completion of excavating. TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: AN

102 PROJECT: 8-6 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November 6 and 7, 8 RECD OF TEST PIT 8-9 SHEET OF DATUM: Not applicable TYPE OF EXCAVAT: CAT D SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey brown silty sand, some gravel, cobbles and boulders (GLACIAL TILL).9 TESTPIT RECD GINT LOGS NOVEMBER 8.GPJ HCE DATA TEMPLATE.GDT // Grey silty sand, some gravel, cobbles, and boulders (GLACIAL TILL) End of test pit to No groundwater inflow observed on completion of excavating. LOGGED: AN

103 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 7 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface.87 TOPSOIL Practical refusal to excavating on bedrock End of test pit.7. No groundwater inflow observed on completion of excavating on November, 6. 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

104 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 8 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface Dark brown clayey silt (TOPSOIL) Very stiff to stiff brown SILTY CLAY, trace cobbles (weathered crust). Stiff grey SILTY CLAY. Native Backfill End of test pit. Groundwater inflow observed at.9 metres below ground surface on November, 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to Groundwater level in standpipe at.6 metres below ground surface on January, 7. LOGGED: EG

105 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 9 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Firm grey SILTY CLAY.7 End of test pit Note:.Vane shear strength tests carried out in bucket sample.9 Groundwater inflow observed at. metres below ground surface on November, 6 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

106 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 7 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface 8. TOPSOIL Grey brown silty sand, some clay, gravel, cobbles and boulders (GLACIAL TILL) 8.. Practical refusal to excavating on bedrock End of test pit No groundwater inflow observed on completion of excavating on November, 6. 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

107 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 8 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Practical refusal to excavating on bedrock End of test pit. Groundwater inflow observed at. metres below ground surface on November, 6 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

108 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 9 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Native Backfill Firm to stiff grey SILTY CLAY.8 End of test pit Note:. Sides of test pit collapsed during excavating.. Vane shear strength tests carried out in bucket sample.. Groundwater inflow observed at. metres below ground surface on November, 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to Groundwater level in standpipe at.7 metres below ground surface on January, 7. LOGGED: EG

109 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Silty sand, trace clay (FILL MATERIAL) Grey brown silty sand, some clay, gravel, cobbles and boulders (GLACIAL TILL)..6 Native Backfill End of test pit.6 Test pit dry on completion of excavating on November, 6. Groundwater level in standpipe at.6 metres below ground surface on January, 7. 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

110 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 6 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey SILTY CLAY. End of test pit Notes:. Sides of test pit collapsed during excavating.. Groundwater inflow observed at. metres below ground surface on November, 6 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

111 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: November, 6 RECD OF TEST PIT 7 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface. TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust).7. Native Backfill Grey SILTY CLAY Grey brown silty sand, some clay, gravel, cobbles and boulders (GLACIAL TILL) End of test pit Notes:. Substantial ground water inflow observed.. Sides of test pit collapsedduring excavating Groundwater inflow observed at. metres below ground surface on November, 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to Groundwater level in standpipe at.86 metres below ground surface on January, 7. LOGGED: EG

112 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: December, 6 RECD OF TEST PIT SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Grey brown silty sand, some clay, gravel, cobbles and boulders (GLACIAL TILL). Practical refusal to excavating on boulders End of test pit.9 No Groundwater inflow observed on completion of excavating on December, 6. 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

113 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: December, 6 RECD OF TEST PIT 6 SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: Hydraulic Excavator SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY (weathered crust). Grey brown silty sand, some clay, gravel, cobbles and boulders (GLACIAL TILL).7 Native Backfill Practical refusal to excavating on boulders End of test pit. Groundwater inflow observed at.8 metres below ground surface on December, 6 Groundwater level in standpipe at. metres below ground surface on January, 7. 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

114 PROJECT: 6-8 LOCATION: See Site Plan, Figure DATE OF EXCAVATION: RECD OF TEST PIT 7 (Omitted) SHEET OF DATUM: Not Applicable TYPE OF EXCAVAT: SAMPLE NUMBER SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V p ATER CONTENT (PERCENT) l 6 8 ATER LEVEL IN OPEN TEST PIT Ground Surface 6 TESTPIT RECD 6-8 TESTPIT LOGS.GPJ HCE DATA TEMPLATE.GDT // to LOGGED: EG

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