Subsurface Investigation Proposed Commercial Building 528 March Road Ottawa, Ontario

Transcription

1 Subsurface Investigation Proposed Commercial Building 8 March Road Ottawa, Ontario Houle Chevrier Engineering Ltd. 80 Wescar Lane Ottawa, Ontario K0A L0

2 Submitted to: Broccolini Construction (Ottawa) Inc Slater Street Ottawa, Ontario KP 6E Subsurface Investigation Proposed Commercial Building 8 March Road Ottawa, Ontario September 6, 0 Project: 06-8 Houle Chevrier Engineering Ltd. 80 Wescar Lane Ottawa, Ontario K0A L0

3 TABLE OF CONTENTS.0 INTRODUCTION....0 PROJECT DESCRIPTION AND SITE GEOLOGY....0 INVESTIGATION PROCEDURE....0 SUBSURFACE CONDITIONS.... General.... Topsoil.... Silty Clay.... Glacial Till.... Practical Auger and Split Spoon Refusal....6 Bedrock....7 Groundwater Levels....8 Soil Chemistry Relating to Corrosion GEOTECHNICAL GUIDELINES AND RECOMMENDATIONS General Proposed Building Excavation Groundwater Pumping and Management Spread Footing Design Uplift Resistance of Foundations Frost Protection of Foundations Seismic Design of the Proposed Structure Foundation Wall Backfill and Drainage Slab on Grade Support Sulphate Effects on Buried Concrete and Corrosion of Buried Steel.... Proposed Services..... Excavation for the Site Services..... Groundwater Pumping..... Bedrock Excavation..... Pipe Bedding..... Trench Backfill Seepage Barriers...7. Access Roadways and Parking Areas Subgrade Preparation Flexible Pavement Structure for Parking Lots and Access Roadways Effects of Disturbance and Construction Traffic Pavement Drainage...9. Additional Considerations...9 Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) ii

4 .. Winter Construction Effects of Construction Induced Vibration Effects of Trees Excess Soil Management Design Review Construction Observation...0 LIST OF FIGURES Figure Figure... Key Plan... Site Plan LIST OF APPENDICES Appendix A Appendix B Appendix C Record of Borehole Sheets and Test Pit Sheets Chemical Test Results Relating to Corrosion Laboratory Test Results Atterberg Limit Tests Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) iii

5 .0 INTRODUCTION This report presents the results of a subsurface investigation carried out at the site of a proposed commercial building at 8 March Road in Ottawa, Ontario. The purpose of the subsurface investigation was to identify the general subsurface conditions at the site using a limited number of boreholes. Based on the results of the field investigation, we were to provide guidelines on the geotechnical design aspects of the project, including construction considerations that could influence design decisions. The geotechnical field borehole and test pit program was initially carried out in 006 and 007 for a proposed five () storey commercial building with ancillary at grade parking facilities..0 PROJECT DESCRIPTION AND SITE GEOLOGY Plans are being prepared to develop a tract of land located on the northeast side of March Road (refer to Key Plan, Figure ). It is understood that the proposed building will consist of a one storey slab on grade structure with a two storey section. At grade parking facilities will be provided on the southeast side of the building, and a truck loading ramp will be constructed on the northeast side of the proposed building. Surficial geology maps of the Ottawa area suggest that the site is underlain by native deposits of silty clay of marine origin. The depth of the overburden is mapped as to metres. The site is currently grass and tree covered. The site has a relatively flat topography and slopes gently downward from March Road to Legget Drive. Shirley s Brook is located southeast of the site..0 INVESTIGATION PROCEDURE The subsurface investigation was carried out in four stages between October 006 and May 0. On October, 006, three () boreholes, numbered to, were advanced at the site to depths of between about.8 and 8. metres below existing ground surface using a portable drill rig supplied and operated by OGS Inc. of Almonte, Ontario. Standard penetration tests were carried out in the boreholes at regular depth intervals and samples of the soils encountered were recovered using millimetre diameter split barrel sampling equipment. In situ vane shear testing was carried out, where possible, within the silty clay to measure the undrained shear strength of these deposits. Standpipes were sealed in the boreholes to measure the groundwater levels. Between April and 7, 007, eight (8) boreholes, numbered to, inclusive, were advanced using a track mounted, hollow stem auger drill rig supplied and operated by Marathon Drilling Ltd. of Ottawa, Ontario. Standard penetration tests were carried out in the boreholes at Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

6 regular depth intervals and samples of the soils encountered were recovered using millimetre diameter split barrel sampling equipment. In situ vane shear testing was carried out, where possible, within the silty clay to measure the undrained shear strength of these deposits. Boreholes,, 6, 7, 8, and 9 were terminated on practical refusal to augering at depths ranging from.7 to 6. metres below ground surface; borehole met practical auger refusal at a depth of about 8.9 metres and rotary diamond drilling techniques were carried out to a depth of. metres to identify the depth and quality of the bedrock; borehole was terminated at a depth of about.7 metres within dense glacial till. Standpipes were sealed in the boreholes to measure the groundwater levels. On May 7, 007, five () test pits, numbered to, inclusive, were advanced in the proposed parking and access roadway areas to identify the subsurface conditions relative to the design of the site services and pavement structure. The test pits were advanced to depths ranging from.9 to. metres below ground surface using a backhoe supplied and operated by a local excavating company. The subsurface conditions in the test pits were identified by visual and tactile examination of the materials exposed on the sides and bottom of the test pits. Samples of the soils encountered were recovered manually from the sides of the test pits and the bucket of the excavator. The groundwater conditions in the open test pits were observed during the short period of time that they were left open following excavating. On May, 0, four () boreholes, numbered to, inclusive, were advanced along the south side and north corner of the proposed building to identify the subsurface conditions in these areas. The boreholes were advanced to depths ranging from. to.7 metres below ground surface using a track mounted drill rig supplied and operated by Aardvark Drilling of Carleton Place, Ontario. Standard Penetration tests were carried out in three () of the boreholes at regular depth intervals and samples of the soils encountered were recovered using millimetre diameter split barrel sampling equipment. In situ vane shear testing was carried out, where possible, within the silty clay to measure the undrained shear strength of these deposits. Boreholes and were terminated on practical refusal to augering at depths ranging from. to 7.6 metres below ground surface. Borehole met practical auger refusal at a depth of about 7.0 metres and rotary diamond drilling techniques were carried out to a depth of.7 metres to identify the depth and quality of the bedrock. Borehole met practical auger refusal at a depth of about.7 metres and rotary diamond drilling techniques were carried out to a depth of 7. metres to identify the depth and quality of the bedrock. The soil conditions in borehole were not observed. The field work was supervised throughout by a member of our engineering staff who located the boreholes, logged the samples and boreholes, and directed and recorded the in situ testing. Following completion of the drilling, the soil samples were returned to our laboratory for examination by the project engineer. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

7 Descriptions of the subsurface conditions encountered in the boreholes are given in the Record of Borehole sheets in Appendix A. The approximate locations of the boreholes are shown on the Site Plan, Figure. The borehole locations and elevations were determined in the field by Fairhall Moffatt and Woodland Limited, Ontario Land Surveyors for boreholes to, inclusive. The test pit locations and elevations were determined by Houle Chevrier Engineering Ltd. The test pit elevations were surveyed relative to the ground surface elevation at borehole 7. The locations and elevations of boreholes to inclusive, were determined by Houle Chevrier Engineering Ltd. The elevations are referenced to Geodetic datum..0 SUBSURFACE CONDITIONS. General As previously indicated, the soil and groundwater conditions logged in the boreholes and test pits are given on the Record of Borehole and Test Pit sheets following the text of this report. The borehole and test pit 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. Subsurface conditions at locations other than the borehole and test pit locations may vary from the conditions that were encountered in the boreholes and test pits. 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 proximal construction activities. 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 Houle Chevrier Engineering Ltd. does not guarantee descriptions as exact, but infers accuracy to the extent that is common in current geotechnical practice. The following presents an overview of the subsurface conditions encountered in the boreholes and test pits advanced during this investigation.. Topsoil Surficial topsoil was encountered in all of the boreholes and test pits and ranges in thickness from about 0. to 0.7 metres.. Silty Clay Deposits of silty clay were encountered in the boreholes and test pits below the topsoil. The upper portion of the silty clay is weathered to a grey brown crust. Where fully penetrated, the Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

8 thickness of the weathered crust ranges from. to.0 metres, and extends to depths of. to.7 metres below ground surface (elevation 7. to 78.7 metres, geodetic datum). Standard penetration tests carried out in the weathered crust gave N values ranging from to 9 blows per 0. metres of penetration and generally decrease with depth. This testing indicates that the weathered silty clay crust has a stiff to very stiff consistency. In situ vane shear strength tests carried out in the lower portion of the weathered silty clay gave undrained shear strength values ranging from about 6 to 96 kilopascals, which reflect a stiff consistency. Beneath the weathered crust in boreholes, to, inclusive, and, the silty clay transitions from grey brown to grey in colour. The grey silty clay has a thickness of about.0 to.0 metres, and extends to depths ranging from.6 to 7.7 metres below ground surface (elevation 7. to 76. metres, geodetic datum). Standard penetration testing carried out within the grey silty clay gave N values ranging from Static Weight of Hammer (WH) to blows per 0. metres of penetration. Vane shear testing carried out within the grey silty clay generally gave undrained shear strength values ranging from to 0 kilopascals, which indicate a firm to very stiff consistency. Two () low vane shear strength values of kilopascals were obtained in the lower part of the grey silty clay in boreholes and, and are not considered representative due to possible soil disturbance. The remoulded vane shear test values ranged from to 9 kilopascals. According to the Canadian Foundation Engineering Manual (Fourth Edition Section..) sensitive clays are defined as having a remoulded strength of percent or less of the undisturbed strength. The low remoulded vane shear values and the ratio of undisturbed strength to remoulded strength at this site is generally less than percent, therefore the silty clay deposit at this site can be described as sensitive. Two () Atterberg limit tests were undertaken on samples of the silty clay recovered from boreholes and at depths of about 0.8 and. metres below ground surface, respectively. The results show that the samples of silty clay have a liquid limit of 6 and 9 percent and a plastic limit of 7 and 9 percent; as indicated on the plasticity chart on Figure C in Appendix C.. Glacial Till Deposits of glacial till were encountered below the silty clay at all of the borehole locations, except borehole and and test pit. The glacial till can be described as a silty sand with variable amounts of clay and gravel and numerous cobbles and boulders. Where fully penetrated at borehole, the thickness of the glacial till is about 6.6 metres. Standard penetration tests carried out in the glacial till gave N values ranging from to more than 0 blows per 0. metres of penetration, which reflect a compact to very dense relative density. Rotary diamond drilling techniques were required to advance boreholes and through cobble and boulder obstructions in the glacial till. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

9 . Practical Auger and Split Spoon Refusal Practical auger/split spoon refusal was encountered in boreholes, to, inclusive, and at depths ranging from.7 to 9. metres below ground surface (elevation 7.9 to 7. metres geodetic datum). At borehole, practical auger refusal was encountered on or within cobble/boulder obstructions and rotary diamond drilling techniques were required to advance the borehole to bedrock. It is noted that the glacial till contains numerous cobbles and boulder obstructions. Practical auger or split spoon refusal may have occurred within these obstructions or on bedrock..6 Bedrock Sandy dolostone bedrock was encountered and cored in borehole at a depth of about. metres below ground surface (elevation 69.7 metres geodetic datum). The bedrock consists of fractured, slightly to faintly weathered, thinly to medium bedded grey and brown sandy dolostone. The recovered core contains near vertical joints. The Total Core Recovery (TCR) ranged from to 88 percent, the Solid Core Recovery (SCR) ranged from 0 to percent, and the Rock Quality Designation (RQD) was 0 percent. These results indicate fractured and poor quality bedrock at borehole. Limestone bedrock was encountered and cored in borehole at a depth of about.7 metres below ground surface (elevation 7. metres, geodetic datum). The bedrock consists of slightly weathered, thin to medium bedded grey limestone. The Total Core Recover (TCR) was 0 percent, the Solid Core Recovery (SCR) ranged from 90 to 0 percent, and the Rock Quality Designation (RQD) ranged from 7 to 0 percent. These results indicate excellent quality bedrock at borehole. Granite gneiss bedrock was encountered and cored in borehole at a depth of about 7.0 metres below ground surface (elevation 7.9 metres, geodetic datum). The bedrock consists of fresh to faintly weathered, medium foliated grey granite gneiss. The Total Core Recovery (TCR) was 0 percent, the Solid Core Recovery (SCR) ranged from to 8 percent, and the Rock Quality Designation (RQD) ranged from 8 to 6 percent. These results indicate fair to good quality bedrock at borehole..7 Groundwater Levels The following observations were made with respect to the groundwater levels: The groundwater level measured in the standpipe sealed in the weathered silty clay in borehole was at.0 metre below ground surface (elevation 78. metres, geodetic datum) on April 7, 007. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

10 The groundwater levels measured in the standpipes sealed in the grey silty clay and upper part of the glacial till in boreholes to inclusive ranged from. to.6 metres below ground surface (elevation 77.0 to 78.7 metres, geodetic datum) on October 7, 006. The groundwater levels measured in the standpipes sealed in the grey silty clay and upper part of the glacial till in boreholes to 9 inclusive, and ranged from 0.7 to. metres below ground surface (elevation 78. to 79.0 metres, geodetic datum) on April 7, 007. The groundwater level measured in the standpipes sealed in the bedrock in borehole was at. metres below ground surface (elevation 78.9 metres, geodetic datum) on April 7, 007. Groundwater seepage into the test pits was observed at depths of. to. metres below ground surface during the short period of time that the test pits were left open following excavating. It should be noted that the groundwater levels may be higher during wet seasons or following periods of precipitation..8 Soil Chemistry Relating to Corrosion The results of chemical testing on a soil sample recovered from borehole, at a depth of about. metres below ground, are provided in Appendix B and summarized below: Resistivity 8 Ohm metre ph 6. Sulphate Content 0 µg/g Chloride Content µg/g.0 GEOTECHNICAL GUIDELINES AND RECOMMENDATIONS. 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. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 6

11 . Proposed Building.. Excavation The excavation for the proposed building will be carried out mostly through topsoil and weathered silty clay. The sides of the excavation should be sloped in accordance with the requirements in Ontario Regulation /9 under the Occupational Health and Safety Act. Based on the results of the boreholes and observations of the soil behavior during excavation of the test pits, the native soil deposits at this site can be classified as Type. That is, open cut excavations within overburden deposits should be carried out with side slopes of horizontal to vertical, or flatter, extending from the bottom of the excavation. It is our experience that the upper part of the weathered crust (i.e., within 0. to 0. metres of the surface of the silty clay) may be impacted by past frost action. During removal of the topsoil layer, the upper part of the silty clay could unavoidably peel upwards and become disturbed. Where this occurs in the proposed building area, the disturbed silty clay should be removed and replaced with compacted OPSS Granular B Type II. Where this occurs in the proposed parking and access roadway areas, the upper part of the silty clay should be recompacted in place using suitable compaction equipment... Groundwater Pumping and Management Based on the measured groundwater levels, it is anticipated that the groundwater inflow from the overburden into the excavation for the proposed building should be handled by pumping from within the excavation. It is not expected that short term pumping during excavation will have a significant effect on nearby structures and services. The contractor should be required to prepare and submit an excavation and groundwater management plan for review and approval as part of the contract... Spread Footing Design The subgrade conditions within the proposed building area consist of deposits of silty clay and glacial till over bedrock. The sensitive nature of the silty clay, as described in section., does not present a problem in terms of the proposed development. 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 are: ) The thickness of the weathered crust beneath the bottom of the footings; Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 7

12 ) The size and type (i.e. pad or strip) of the foundation; ) The amount of surcharge (fill, etc.) in the vicinity of the foundation; and ) The magnitude and type of ground floor loading. We have based our design on a finished ground floor elevation of metres and an underside of footing elevation of 78. metres. The finished floor slab elevation will require a grade raise of about. metres in the east part of the site, and a cut on the west side of the site. A grade raise of about. metres is well below the maximum amount of grade raise fill that the site can support. Preliminary geotechnical details for this foundation scenario are presented in the table below. Location of Footing Type of Footing Maximum Size of Footing (metres) Preliminary Factored Net Geotechnical Reaction at Serviceability Limit State (SLS) (kilopascals) Preliminary Factored Net Geotechnical Resistance at Ultimate Limit State (ULS) (kilopascals) Exterior and Interior Strip.0 Exterior and Interior Pad.0 square Note: These bearing pressures provided above do not include the weight of the footing. There are many other possible combinations of founding depths, footing sizes and thickness of grade raise fills which might be suitable for this site. All other alternatives, however, must be checked by the geotechnical engineer to ensure that overstressing of the grey silty clay soil does not occur, as this could result in excessive settlement and cracking/distress of the building. The allowable bearing pressures given in the above table may have to be reduced if: The footing sizes are larger than those given above or the footings are founded at a different depth; The amount of grade raise fill is greater; or The sustained ground floor slab live loads exceed.8 kilopascals. In areas where the underside of footing level is above the level of the native soil or where subexcavation of soil is required, the grade below the proposed building could be raised with compacted granular material (engineered fill). The engineered fill should consist of granular material meeting Ontario Provincial Standard Specification (OPSS) requirements for Granular B Type II materials. OPSS documents allow recycled asphaltic concrete to be used as Granular B Type II material. Since the source of recycled material cannot be determined, it is suggested Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 8

13 that any granular materials used beneath the proposed building be composed of virgin material only. The granular material should be compacted in maximum 00 millimetre thick lifts to at least 98 percent of the standard Proctor dry density value. To provide adequate spread of load below the footings, the material should extend at least 0. metres horizontally beyond the edge of the footings and down and out from this point at horizontal to vertical, or flatter. The total and differential settlement of the footings under SLS conditions could be less than and millimetres, respectively, provided that the soil at and below the founding level are not disturbed, the engineered fill is compacted to the required density, and all loose, disturbed or water softened soil is removed from beneath the pad of engineered fill. The settlement will be entirely differential between areas underlain by grey silty clay and areas underlain by shallow bedrock. If the footings are founded within the zone of seasonal frost penetration (i.e. with less than. metres of earth cover), insulation of the footings would be required. A frost protection detail could be provided, if required... Uplift Resistance of Foundations The uplift resistance for spread footing foundations could be increased by means of rock anchors, either vertical or inclined, or by enlarging the size of the footings and backfilling with Granular B Type II material. The following modes of failure should be considered in the design of rock anchors: Anchor tendon failure Pull out along the tendon/grout contact Pull out along the grout/rock contact Rock cone pullout Corrosion of the tendon Anchor tendon failure, and pull out along the tendon/grout contact should be addressed by a structural engineer. Anchor corrosion could be mitigated by using double corrosion protected rock anchors. It is pointed out that the soil at this site is considered to be aggressive towards unprotected steel. The corrosion potential towards steel is discussed in Section..9. The bedrock cored at the north end of the site (borehole ) consisted of excellent quality limestone bedrock. The bedrock cored at the west end of the site (borehole ) consisted of fractured, poor quality sandy dolostone bedrock. The bedrock cored at the south end of the site (borehole ) consisted of fair to good quality granite gneiss bedrock. The bedrock encountered in boreholes and (dolostone and limestone) is indicative of the March Formation, which is dated at approximately 0. billion years. The bedrock encountered Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 9

14 in borehole (granite gneiss) is of Precambrian age and is dated at approximately billion years. A geological nonconformity exists at this site. The variability in age, type and quality of the bedrock across the site indicates that a fault zone may be present in the bedrock. It should be noted that the bedrock faults in the Ottawa area are considered to be inactive and, therefore, would not negatively impact the proposed development. The rock anchor bond length should be calculated using the following cement grout to rock bond values: Site Location Cement grout to rock bond value at Serviceability Limit States (SLS), kilopascals Cement grout to rock bond value at Ultimate Limit States (ULS), kilopascals North area of site 700 Central area of site (i.e. in possible bedrock fault zone) 700 South area of site 700 There could be considerable loss of grout for rock anchors within the central portion of the site (i.e. within possible fault zone) and into fractures in the granitic bedrock. If considerable loss of grout occurs, one method to reduce the grout volume is to pre-drill the holes, fill the holes with somewhat thicker grout, allow the grout to set and then re-drill the holes. This assumes that 0 megapascal grout is used and that the sides of the drill holes are adequately cleaned in advance of the grouting. Typically, the diameter of the anchor hole should be about.7 to. times the diameter of the anchor. A minimum anchor level of metres into the bedrock should be used. A small amount of movement (elastic elongation) will be required to mobilize the shear resistance between the rock and anchor. Based on the results of the boreholes, the depth to bedrock and rock anchor lengths should be expected to vary across the site. The effects of multiple anchors (i.e. groups) should also be considered when calculating the rock cone pull out resistance. The pull out capacity of the cone of rock depends on the location, spacing, length and the inclination of the anchor, the unbonded length of the anchor, jointing and fractures in the bedrock, and the buoyant weight of the bedrock. Details on rock cone pull out could be provided as the design progresses. The installation and testing of the anchors should be supervised by geotechnical personnel. The design capacity of the anchors should be confirmed by carrying out load tests on all of the anchors. Further details on the test procedures can be provided, if required. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

15 .. Frost Protection of Foundations All exterior footings should be provided with at least. metres of earth cover for frost protection purposes. The depth of frost cover could be reduced for footings bearing on engineered fill over native soils. In this case, the combined thickness of earth cover and the engineered fill should be at least. metres for frost protection purposes. Isolated (unheated) piers that are located in areas that are to be cleared of snow should be provided with at least.8 metres of earth cover for frost protection purposes. Alternatively, the required frost protection could be provided by means of a combination of earth cover and extruded polystyrene insulation. Details regarding the insulation could be provided if necessary. It is understood that consideration may be given to constructing the foundations and leaving the foundations exposed during the winter. In this case, the exterior foundations will have sufficient cover for frost protection; interior foundations which do not have sufficient cover for frost protection could be provided with additional protection such as straw and insulated tarps...6 Seismic Design of the Proposed Structure The native overburden deposits in the area of the proposed structure are composed of deposits of silty clay and glacial till over bedrock. The seismic Site Class has been assessed using the ground conditions encountered in the boreholes and an underside of footing elevation of 78. metres, geodetic datum. Based on the provisions in the 0 Ontario Building Code and the 0 National Building Code of Canada (NBCC), and the User s Guide NBCC Structural Commentaries (Part of Division B), Site Class D should be used for the structural design of the proposed building. In our opinion, there is no potential for liquefaction of the soil deposits at this site...7 Foundation Wall Backfill and Drainage The native deposits at this site are frost susceptible and should not be used as backfill against foundations, piers, etc. To avoid frost adhesion and possible heaving, the foundations should be backfilled with imported, free draining, non-frost susceptible granular material such as that meeting OPSS Granular B Type I or II requirements. Where the backfill will ultimately support areas of hard surfacing (pavement, sidewalks or other similar surfaces), the backfill should be placed in maximum 00 millimetre thick lifts and should be compacted to at least 98 percent of the standard Proctor maximum dry density value using suitable compaction equipment. Where future landscaped areas will exist next to the proposed structure and if some settlement of the backfill is acceptable, the backfill could be compacted to at least 90 percent of the standard Proctor maximum dry density value. Where areas of hard surfacing (concrete, sidewalks, pavement, etc.) abut the proposed building, a gradual transition should be provided between those areas of hard surfacing Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

16 underlain by non-frost susceptible granular wall backfill and those areas underlain by existing frost susceptible soil to reduce the effects of differential frost heaving. It is suggested that granular frost tapers be constructed from. metres below finished grade to the underside of the granular subbase for the hard surfaced areas. The frost tapers should be sloped at horizontal to vertical, or flatter. Perimeter foundation drainage is not considered necessary for a slab on grade structure, provided that the floor slab level is above the finished exterior ground surface level...8 Slab on Grade Support To prevent excessive settlement of the floor slab, all topsoil, fill material, and any other organic or deleterious materials should be removed from below the proposed slab. The thickness of the topsoil layer ranges from about 0. to 0.7 at the test hole locations. The subgrade surface should then be proof rolled with a vibratory drum roller under dry conditions. The grade within the proposed building could be raised with imported granular material conforming to OPSS requirements for Granular B Type II. The granular base for the proposed slab on grade should consist of at least millimetres of OPSS Granular A. OPSS documents allow recycled asphaltic concrete and concrete to be used in Granular A and Granular B Type II materials. Since the source of recycled material cannot be determined, it is suggested that any granular materials used beneath the floor slabs be composed of virgin material (0 percent crushed rock) only, for environmental reasons. All granular materials placed below the proposed floor slabs should be compacted in maximum 00 millimetre thick lifts to at least 98 percent of the standard Proctor maximum dry density value. Underfloor drainage is not considered necessary below the slab on grade, provided that the floor slab level is above the finished exterior ground surface level. Where any interior areas of the building will be unheated, thermal protection for the subgrade will be required where less than. metres of non-frost susceptible fill cover will exist below the floor slab. Further details on the insulation requirements could be provided, if necessary. Proper moisture protection with a vapour retarder should be used for the floor slab where the floor will be covered by moisture sensitive flooring material or where moisture sensitive equipment, products or environments will exist. The Guide for Concrete Floor and Slab Construction, ACI 0.R-0 should be considered for the design and construction of vapour retarders below the floor slab. The modulus of subgrade reaction for the design of the slab on grade could be taken as 0 MPa/m ( psi/in), assuming the granular base material is placed over undisturbed native Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

17 deposits of silty clay and compacted to at least 98 percent of the standard Proctor maximum dry density value...9 Sulphate Effects on Buried Concrete and Corrosion of Buried Steel The measured sulphate concentration in the soil sample recovered from borehole was 0 micrograms per gram. According to Canadian Standards Association (CSA) Concrete Materials and Methods of Concrete Construction, the concentration of sulphate can be classified as low. For low exposure conditions, any concrete that will be in contact with the native soil or groundwater should be batched with General Use (formerly Type ) cement. The effects of freeze thaw in the presence of de-icing chemical (sodium chloride) near the proposed building should be considered in selecting the air entrainment and the concrete mix proportions for any concrete. Based on the resistivity and ph of the soil sample, the soil can be classified as aggressive toward unprotected steel. It is noted that the corrosivity of the soil and groundwater could vary throughout the year due to the application of sodium chloride for de-icing.. Proposed Services.. Excavation for the Site Services Details of the proposed site services were not available to us at the time of writing this report. However, the excavation for the sewer and watermain services will likely be carried out through topsoil, silty clay, glacial till and possibly bedrock. The excavations for the services should be sloped in accordance with the requirements in Ontario Regulation /9 under the Occupational Health and Safety Act. According to the act, soils at this site can be classified as Type. That is, open cut excavations within overburden deposits should be carried out with side slopes of horizontal to vertical, or flatter. Alternatively, the excavations could be carried out near vertically within a tightly fitting, braced steel trench box designed specifically for this purpose. In general, excavation for the site services should not present any major constraints. Large boulders should be expected within the glacial till, and allowance made for their handling and disposal... Groundwater Pumping Based on our previous experience, groundwater inflow from the silty clay deposits into the excavation should be relatively small and controlled by pumping from filtered sumps within the excavation. It is not expected that short term pumping during excavation for the site services will have a significant effect on nearby structures and services. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

18 Groundwater inflow should be handled by pumping from within the excavations. The rate of pumping for the proposed services should not exceed,000 litres per day (or 7. gallons per minute on a hour basis), depending on the depth of the services and the groundwater level at the time of construction. A PTTW could be obtained as a precautionary measure in the event that the construction proceeds during a wet period of the year when the groundwater levels may be higher. Suitable detention and filtration will be required before discharging the water to any sewers. The contractor should be required to prepare and submit an excavation and groundwater management plan for review and approval as part of the contract... Bedrock Excavation Bedrock removal, if required, could be carried out using either hoe ramming techniques in conjunction with line drilling on close centres or controlled blasting techniques. Significant hoe ramming effort could be required to break even small quantities of the bedrock. To reduce, not prevent, over break and under break of the bedrock in the excavation, line drilling on close centres is suggested along the perimeter of the excavation. Furthermore, some vertical overbreak of the bedrock should be anticipated due to breakage along the natural bedding planes in the bedrock, and allowance should be made to thicken the granular bedding material below the pipe, as and if necessary. Provided that any loose rock is removed from the sides of the excavation, competent bedrock should stand vertical. All loose rock should be removed from the sides of any bedrock excavations as a safety precaution for workers. The vibration effects of hoe ramming are normally minor and localized and are not likely to cause damage to existing services or structures. Notwithstanding, vibrations due to hoe ramming and excavation may be felt at nearby structures. Therefore, monitoring of the vibrations due to hoe ramming should be carried out to measure vibrations to check that they are below an acceptable threshold value. As a guideline, a maximum peak particle velocity of millimetres per second could be used as the vibration criteria at the nearest structure or service. Bedrock blasting, if required, 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 criterion at the nearest structure or service. It is pointed out that this criterion was established to prevent damage to existing buildings and services; more stringent criteria would be required to prevent damage to freshly placed (uncured) concrete or vibration sensitive services. In areas where the excavation is carried out within about metres of existing structures or services, bedrock blasting should not be permitted. In these areas, trimming to the design limits should be carried out using hoe ramming techniques in conjunction with line drilling on close centres. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

19 It is recommended that vibration monitoring be carried out to measure the vibrations to check that they are below the acceptable threshold value of millimetres per second. It is noted that the vibration intensities required to cause damage to structures and services are much greater than the vibration intensities that can be felt by building occupants. Therefore, it is important that pre-construction surveys be carried out on the nearby structures as a precautionary measure in the event of possible claim for damages due to the construction. Provided that good blasting techniques are used, blasted rock from this area is usually fairly well graded and can be used as sewer trench backfill. It should be noted that the granite bedrock is considered to be hard and abrasive on drilling or hoe ramming equipment... Pipe Bedding The bedding for the sanitary sewers, storm sewers and watermain should be in accordance with Ontario Provincial Standard Drawing (OPSD) 80.0/ and 80.0 for flexible and rigid pipes in Type soils respectively, and OPSD 80.0 and 80.0 for flexible and rigid pipes in bedrock. The bedding for service pipes should consist of at least millimetres of crushed stone meeting OPSS requirements for Granular A. Cover material, from spring line to at least 00 millimetres above the tops of the pipes, should consist of granular material, such as that meeting OPSS Granular A. In areas where the subsoil is disturbed or where unsuitable material (fill or organic material) exists below the pipe subgrade level, the disturbed/unsuitable material should be removed and replaced with a subbedding layer of compacted granular material, such as that meeting OPSS Granular B Type II ( or 0 millimetre minus crushed stone). To provide adequate support for the sewer pipes in the long term in areas where subexcavation of material is required below design subgrade level, the excavations should be sized to allow a horizontal to vertical spread of granular material down and out from the bottom of the pipes. It is noted that the silty clay deposits at this site are sensitive to disturbance and construction traffic. Disturbance to the silty clay subgrade can occur during excavation due to flow of soil between the teeth on a standard bucket. To reduce disturbance to the silty clay subgrade soil, the excavating equipment could be equipped with a bucket with a flat blade. The granular bedding and subbedding materials should be compacted in maximum 00 millimetre thick lifts to at least 9 percent of the standard Proctor dry density value. The use of clear crushed stone as a bedding, subbedding or cover material should not be permitted on this project. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

20 .. Trench Backfill In areas where the service trench will be located below or in close proximity to existing or future areas of hard surfacing (pavement, sidewalk, etc.), 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 hard surfaced area. The depth of frost penetration in exposed areas can normally be taken as.8 metres below finished grade. Where 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. Well shattered and graded rock fill is acceptable as backfill for the lower portion of the service trenches in areas where the excavation is in bedrock. It is anticipated that most of the inorganic overburden materials encountered during the subsurface investigation will be acceptable for reuse as trench backfill. Any topsoil and organic materials should be wasted from the trench. If rock fill is used as backfill within the service trench, it should be mostly 00 millimetres, or smaller, in size and should be well graded. To prevent ingress of fine material into voids in the rock fill, the upper surface of any rock fill should be blinded with well graded crushed stone. To minimize future settlement of the backfill and achieve an acceptable subgrade for the roadways, sidewalks, etc., the trench backfill should be compacted in maximum 00 millimetre thick lifts to at least 9 percent of the standard Proctor maximum dry density. The specified density may be reduced to 90 percent of the standard Proctor dry density in areas where the trench backfill is not located below or in close proximity to existing or future roadways, parking areas, sidewalks, etc. and provided that some settlement above the trench is acceptable. The lower part of the weathered crust and the grey silty clay deposits have water contents that are too high for adequate compaction. Furthermore, depending on the weather conditions at the time of construction, some wetting of materials could occur. As such, the specified densities may not be possible to achieve and, as a consequence, some settlement of these backfill materials should be expected. Consideration could be given to 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 placement of the final lift of the asphaltic concrete for months, or longer, to allow some of the trench backfill settlement to occur and thereby improve the final pavement appearance. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 6

21 ..6 Seepage Barriers Seepage barriers should be installed along the service trenches to prevent groundwater lowering and possible settlement of the silty clay deposit. 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 00 millimetre thick lifts to at least 9 percent of the standard Proctor dry density value. The seepage barriers should be located just inside the property line and at a spacing of about 0 to metres along the service trenches.. Access Roadways and Parking Areas.. Subgrade Preparation In preparation for the construction of the access roadways and parking areas at this site all surficial topsoil, and any loose/soft, wet organic or deleterious materials should be removed from the proposed subgrade surface. Any subexcavated areas could be filled with compacted earth borrow. If it is necessary to raise the grade in the site the grade raise fill for the parking lot and roadways could consist of material which meets OPSS specification for Granular B Type I, Granular B Type II, Select Subgrade Material or earth borrow. The Granular B Type I, Granular B Type II, Select Subgrade Material or earth borrow should be placed in maximum 00 millimetre thick lifts and compacted to at least 9 percent of the standard Proctor maximum dry density value using vibratory compaction equipment. It is noted, however, that the most of the earth borrow materials in the Ottawa area are sensitive to changes in moisture content, precipitation and frost heaving. As such, unless the earth material placement is planned during the dry period of the year (June to September), precipitation and freezing conditions may restrict or delay adequate compaction of these materials. Based on our experience, silty clay / clayey silt materials should be compacted within 0 to percent above the optimum moisture content, as defined by the standard Proctor test, to reduce the post construction settlement of the fill material. Depending on the weather conditions, it may be necessary to allow the material to dry prior to compaction. Fill placement should be carried out uniformly across the pavement areas to avoid potential differential frost heaving between different fill materials. The subgrade surfaces should be proof rolled with a large steel drum roller and shaped and crowned to promote drainage of the granular materials. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 7

22 .. Flexible Pavement Structure for Parking Lots and Access Roadways It is suggested that parking areas and access roadways to be used by light vehicles (cars, etc.) be constructed using the following minimum pavement structure: millimetres of asphaltic concrete (Superpave. Traffic Level A), over millimetres of OPSS Granular A base, over 00 millimetres of OPSS Granular B Type II subbase For any access roadways that will be used by truck traffic or fire trucks, the asphaltic concrete surfacing thickness should be increased to 90 millimetres (0 millimetres of Superpave. (Traffic Level B)) over millimetres of Superpave 9.0 (Traffic Level B)) and the thickness of the subbase layer increased to millimetres. Performance grade PG8- asphaltic concrete should be specified. The thicknesses of the granular and asphaltic concrete on Legget Drive were not identified during this investigation. Where the new pavement will abut with the existing pavement, 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. The granular base and subbase materials should be compacted in maximum 00 millimetre thick lifts to at least 98 percent of the standard Proctor maximum dry density value... Effects of Disturbance and Construction Traffic The above pavement structure assumes that: The subgrade level is at most about 0. metres below the existing ground surface; The trench backfill is adequately compacted; and The roadway subgrade surface is prepared as described in Section.. of this report. If the roadway subgrade surface becomes disturbed or wetted due to construction operations or precipitation, or if the finished pavement subgrade surface is more than 0. metres below the existing ground surface, the Granular B Type II 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 base material. The adequacy of the design pavement thickness should be assessed by geotechnical personnel at the time of construction. 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. Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 8

23 .. Pavement Drainage Adequate drainage of the pavement granular materials and subgrade is important for the long term performance of the pavement at this site. As indicated in Section.., the subgrade surfaces should be crowned and shaped to drain to ditches and the catch basins to promote drainage of the pavement granular materials. Where storm sewers are used to convey surface water runoff, it is suggested that filter wrapped, perforated subdrains be installed at all catch basins. The catch basins should be provided with metre (minimum) long perforated stub drains which extend in at least two directions from the catch basins at the pavement subgrade level. Perimeter drainage is also recommended where the finished pavement grades are at or below the existing ground surface level.. Additional Considerations.. Winter Construction In the event that construction is required during freezing temperatures, the subgrade surface below the proposed building should be protected immediately from freezing using straw, propane heaters and insulated tarpaulins, or other suitable means. Any 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 materials on 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. The contractor should insure that the roadway subgrade is adequately protected from precipitation and freezing temperatures... Effects of Construction Induced Vibration Some of the construction operations (such as granular material compaction, excavation, blasting, hoe ramming, 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. We recommend that preconstruction surveys be carried out on the adjacent structures and that vibration monitoring be carried out during the construction... Effects of Trees This site is underlain by deposits of sensitive silty clay, a material which is known to be susceptible to shrinkage with a change/reduction in moisture content. Research by the Institute for Research in Construction (formerly the Division of Building Research) of the National Research Council of Canada has shown that trees can cause a reduction of moisture content in the sensitive silty clays in the Ottawa area, which can result in significant settlement/damage to Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 9

24 nearby buildings supported on shallow foundations bearing on or above the silty clay. Therefore, no deciduous trees should be permitted closer to the building (or any ground supported structures which may be affected by settlement) than the ultimate height of the trees. For groups of trees or trees in rows, the separation distance should be increased to. times the ultimate height of the trees. The effects of existing and future trees on the proposed building, services and other ground supported structures should be considered in the landscaping design... Excess Soil Management This report does not constitute an excess soil management plan. The disposal requirements for excess soil from the site have not been assessed... Design Review The details for the proposed construction were not available to us at the time of preparation of this report. It is recommended that the design drawings be reviewed by the geotechnical engineer as the design progresses to ensure that the guidelines provided in this report have been interpreted as intended...6 Construction Observation In accordance with Section... of the Ontario Building Code, the engagement of the services of the geotechnical consultant during construction is recommended to confirm that the subsurface conditions throughout the proposed excavation do not materially differ from those given in the report and that the construction activities do not adversely affect the intent of the design. The subgrade surfaces for the proposed building, access roadways and parking areas should be inspected by experienced geotechnical personnel to ensure that suitable materials have been reached and properly prepared. The placing and compaction of earth fill and imported granular materials should be inspected to ensure that the materials used conform to the grading and compaction specifications. We trust this report is sufficient for your requirements. Please call us if you have any questions concerning this information or if we can be of further service to you on this project. 6 Sep 0 Craig Houle, M.Eng., P.Eng. Principal Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0) 0

25 KEY PLAN FIGURE SITE N.T.S Date: September 0 Project: 06-8

26 APPENDIX A Record of Borehole Sheets and Test Pit Sheets Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

27 LIST OF ABBREVIATIONS AND TERMINOLOGY SAMPLE TYPES AS auger sample CA casing sample CS chunk sample BS Borros piston sample drive open MS manual sample RC rock core ST slotted tube TO thin-walled open Shelby tube TP thin-walled piston Shelby tube WS wash sample PENETRATION RESISTANCE Standard Penetration Resistance, N The number of blows by a 6. kg hammer dropped 760 millimetre required to drive a mm drive open sampler for a distance of 00 mm. For split spoon samples where less than 00 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 760 mm to drive a mm diameter, 60 o cone attached to A size drill rods for a distance of 00 mm. WH WR PH PM 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 rig. 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 SOIL DESCRIPTIONS Relative Density N Value Very Loose 0 to Loose to Compact to 0 Dense 0 to Very Dense over Consistency Undrained Shear Strength (kpa) Very soft 0 to Soft to Firm to Stiff to 0 Very Stiff over 0 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 effective angle of friction unit weight of soil unit weight of submerged soil normal stress

28 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: October, 006 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, occasional sand seam (weathered crust) Bentonite 7 Portable Drill Rig Open Hole 9 mm diameter PVC standpipe 6 Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Split Spoon Refusal End of borehole > Groundwater level in standpipe at.6 metres below ground surface on October 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: PA CHECKED:

29 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: October, 006 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, occasional sand seam (weathered crust) Bentonite 9 Portable Drill Rig Open Hole 9 mm diameter PVC standpipe 6 6 Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) End of borehole Groundwater level in standpipe at.7 metres below ground surface on October 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: PA CHECKED:

30 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: October, 006 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff to grey brown SILTY CLAY, occasional sand seam (weathered crust) Bentonite 9 7 Portable Drill Rig Open Hole 6 Soft to firm grey SILTY CLAY mm diameter PVC standpipe BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ to Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) End of borehole RC Groundwater level in standpipe at.6 metres below ground surface on October 7, 006. LOGGED: PA CHECKED:

31 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff grey brown SILTY CLAY, occasional sand seams (weathered crust) Bentonite Power Auger 00 mm Diameter Hollow Stem Stiff grey brown SILTY CLAY, occasional sand seams Practical auger refusal End of borehole Native Backfill Bentonite Sand 9 mm diameter PVC standpipe Groundwater level in standpipe at.00 metres below ground surface on April 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: D.J.R CHECKED:

32 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff to stiff grey brown SILTY CLAY, occasional sand seams (weathered crust) Bentonite 6 Power Auger 00 mm Diameter Hollow Stem 6 Native Backfill Firm grey brown to grey SILTY CLAY, occasional sand seams 7..8 Bentonite Loose grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Practical auger refusal End of borehole WH Sand 9 mm diameter PVC standpipe 6 Groundwater level in standpipe at 0.67 metres below ground surface on April 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: D.J.R CHECKED:

33 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE 6 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff grey brown SILTY CLAY, occasional sand seams (weathered crust) Bentonite 8 Power Auger 00 mm Diameter Hollow Stem Stiff grey brown to grey SILTY CLAY, occasional sand seams Native Backfill Bentonite Sand Loose grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Practical auger refusal End of borehole > 9 mm diameter PVC standpipe 6 Groundwater level in standpipe at 0.8 metres below ground surface on April 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: D.J.R CHECKED:

34 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE 7 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Silty clay TOPSOIL Very stiff grey brown to grey SILTY CLAY, occasional sand seams, trace roots (weathered crust) Bentonite 7 Power Auger 00 mm Diameter Hollow Stem Stiff to very stiff grey brown to grey SILTY CLAY, occasional sand seams Native Backfill Bentonite Sand Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Practical auger refusal End of borehole > >> 9 mm diameter PVC standpipe 6 Groundwater level in standpipe at.6 metres below ground surface on April 7, BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ 8 9 to LOGGED: D.J.R CHECKED:

35 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE 8 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Silty clay TOPSOIL Very stiff grey brown SILTY CLAY, occasional sand seams (weathered crust) Bentonite 7 9 Power Auger 00 mm Diameter Hollow Stem Native Backfill Stiff grey SILTY CLAY 7..7 WH Bentonite Sand BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ to Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Practical auger refusal End of borehole > 9 mm diameter PVC standpipe Groundwater level in standpipe at. metres below ground surface on April 7, 007. LOGGED: D.J.R CHECKED:

36 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April, 007 RECORD OF BOREHOLE 9 SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Very stiff grey brown SILTY CLAY, occasional sand seams (weathered crust) Bentonite 9 Power Auger 00 mm Diameter Hollow Stem Native Backfill Firm grey SILTY CLAY Bentonite Sand 6 Grey silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Practical auger refusal End of borehole > 9 mm diameter PVC standpipe BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ to Groundwater level in standpipe at.9 metres below ground surface on April 7, 007. LOGGED: D.J.R CHECKED:

37 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April 6, 007 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD ROCK PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m 0 0 SHEAR STRENGTH Cu, kpa nat. V - rem. V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT, PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Native Backfill Very stiff grey brown SILTY CLAY, occasional sand seams (Weathered Crust) Stiff grey brown to grey SILTY CLAY, occasional sand seams Power Auger 00 mm Diameter Hollow Stem Grey silty sand, trace clay, some gravel, cobbles and boulders, some silty sand layers (GLACIAL TILL) D0 > 6 7 D RC TCR=0% SCR=0% RQD=0% Bentonite ROCK LOGS 0 WITH LAB WC 06-8 BHLOGS.GPJ HCE DATA TEMPLATE.GDT 9/6/ Rotary Drill "N" Size Core to 7 Faintly to slightly weathered, thinly to medium bedded, fractured, grey and brown SANDY LOSTONE BEDROCK, some near vertical open joints. End of borehole RC TCR=8% SCR=% RQD=0% RC TCR=7% SCR=% RQD=0% RC TCR=67% SCR=% RQD=0% RC TCR=88% SCR=% RQD=0% RC TCR=% SCR=9% RQD=0% Silica Sand 9 mm diameter PVC pipe Groundwater level in standpipe at. metres below ground surface on April 7, 007. LOGGED: P.A/J.M CHECKED:

38 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure BORING DATE: April 7, 007 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6. kg; 0.76 m drop METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Native Backfill Very stiff grey brown SILTY CLAY, occasional sand seams (Weathered Crust) Bentonite Native Backfill Power Auger 00 mm Diameter Hollow Stem Firm to stiff grey SILTY CLAY Loose to compact grey silty sand, trace clay (GLACIAL TILL) Dense to very dense grey and brown silty sand, trace clay, some gravel, cobbles and boulders (GLACIAL TILL) Bentonite Silica Sand 9 mm diameter PVC pipe Native Backfill >0 >0 BOREHOLE RECORD 0 WITH LAB WC 06-8 BHLOGS.GPJ 9/6/ End of borehole to Groundwater level in standpipe at 0.7 metres below ground surface on April 7, 007. LOGGED: P.A/J.M CHECKED:

39 PROJECT: 06-8 LOCATION: See Borehole Location Plan, Figure BORING DATE: May, 0 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6.6 kg; drop 0.76m METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Dark brown silty clay, trace to some sand, some organic material (TOPSOIL) Very stiff, grey brown SILTY CLAY (WEATHERED CRUST) D.O. Native Backfill Bentonite D.O. D.O. 8 Power Auger 00mm Diameter Hollow Stem Auger Stiff to soft, grey SILTY CLAY D.O. W.H. D.O. Native Backfill 6 W.H. D.O. 6 BOREHOLE RECORD 0 WITH LAB WC 06-8 GINT LOGS MAY 0.GPJ /7/ to Grey silty clay, some sand, some gravel (GLACIAL TILL) Possible Weathered Bedrock Auger Refusal on Inferred Bedrock End of Borehole - Groundwater observed upon completion of drilling at 6.7 metres below ground surface for 0.8m D.O. Bentonite LOGGED: A.N. CHECKED:

40 PROJECT: 06-8 LOCATION: See Borehole Location Plan, Figure BORING DATE: May, 0 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6.6 kg; drop 0.76m METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Dark brown silty clay, trace sand, some organic material (TOPSOIL) Very stiff, grey brown SILTY CLAY (WEATHERED CRUST) D.O. Native Backfill Bentonite D.O. D.O. 9 Power Auger 00mm Diameter Hollow Stem Auger Stiff to firm, grey SILTY CLAY D.O. D.O. D.O. Native Backfill 6 7 W.H. D.O. BOREHOLE RECORD 0 WITH LAB WC 06-8 GINT LOGS MAY 0.GPJ /7/ Power Rotary Diamond NQ to 60 Fresh to faintly weathered, slightly foliated, grey granite gneiss (BEDROCK) End of Borehole - Groundwater observed upon completion of drilling at 7. metres below ground surface D.O. for 0.0m R.C. TCR = 0 %, SCR = 8 %, RQD = 6 % R.C. TCR = 0 %, SCR = %, RQD = 8 % R.C. TCR = 0 %, SCR = 7 %, RQD = 6 % Bentonite LOGGED: A.N. CHECKED:

41 PROJECT: 06-8 LOCATION: See Borehole Location Plan, Figure BORING DATE: May, 0 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6.6 kg; drop 0.76m METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Soil Conditions Not Logged 79.0 Native Backfill Bentonite Power Auger 00mm Diameter Hollow Stem Auger Native Backfill Slightly weathered, thin to medium bedded, grey limestone (BEDROCK) 7..7 R.C. TCR = 0 %, SCR = 0 %, RQD = 0 % 6 Power Rotary Diamond NQ R.C. TCR = 0 %, SCR = 97 %, RQD = 9 % Bentonite BOREHOLE RECORD 0 WITH LAB WC 06-8 GINT LOGS MAY 0.GPJ /7/ to End of Borehole - Groundwater observed upon completion of drilling at.9 metres below ground surface R.C. TCR = 0 %, SCR = 90 %, RQD = 7 % LOGGED: A.N. CHECKED:

42 PROJECT: 06-8 LOCATION: See Borehole Location Plan, Figure BORING DATE: May, 0 RECORD OF BOREHOLE SHEET OF DATUM: Geodetic SPT HAMMER: 6.6 kg; drop 0.76m METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (m) SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m HYDRAULIC CONDUCTIVITY, k, cm/s SHEAR STRENGTH nat. V - Q - WATER CONTENT, PERCENT Cu, kpa rem. V - U - W Wp Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface Dark brown silty clay, some organic material (TOPSOIL) Very stiff, grey brown SILTY CLAY (WEATHERED CRUST) D.O. 7 Native Backfill Bentonite D.O. 8 Power Auger 00mm Diameter Hollow Stem Auger Stiff to firm, grey SILTY CLAY D.O. D.O. Native Backfill Grey silty clay, some sand, some gravel (GLACIAL TILL) Auger Refusal on Inferred Bedrock End of Borehole D.O. Bentonite 6 - Groundwater observed upon completion of drilling at.8 metres below ground surface BOREHOLE RECORD 0 WITH LAB WC 06-8 GINT LOGS MAY 0.GPJ /7/ to LOGGED: A.N. CHECKED:

43 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure DATE OF EXCAVATION: May 7, 007 RECORD OF TEST PIT SHEET OF DATUM: Not applicable TYPE OF EXCAVATOR: Backhoe METRES DESCRIPTION SOIL PROFILE STRATA PLOT ELEV. DEPTH (m) SAMPLE NUMBER 0 SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V Wp 0 WATER CONTENT (PERCENT) W Wl ADDITIONAL LAB. TESTING WATER LEVEL IN OPEN TEST PIT OR STANDPIPE INSTALLATION 0 Ground Surface 80.8 Grey brown silty clay, trace roots (TOPSOIL) Very stiff to stiff grey brown SILTY CLAY, occasional sand seam (weathered crust) TESTPIT RECORD BROCCOLILI-TPLOGS.GPJ HCE DATA TEMPLATE.GDT /6/ End of test pit to Groundwater inflow at.0 metres below ground surface on completion of excavation. LOGGED: P.A CHECKED:

44 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure DATE OF EXCAVATION: May 7, 007 RECORD OF TEST PIT SHEET OF DATUM: Not applicable TYPE OF EXCAVATOR: Backhoe METRES DESCRIPTION SOIL PROFILE STRATA PLOT ELEV. DEPTH (m) SAMPLE NUMBER 0 SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V Wp 0 WATER CONTENT (PERCENT) W Wl ADDITIONAL LAB. TESTING WATER LEVEL IN OPEN TEST PIT OR STANDPIPE INSTALLATION 0 Ground Surface Grey brown silty clay, trace roots (TOPSOIL) 78.8 Very stiff to stiff grey brown to grey SILTY CLAY, occasional sand seam (weathered crust) TESTPIT RECORD BROCCOLILI-TPLOGS.GPJ HCE DATA TEMPLATE.GDT /6/ End of test pit to Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: P.A CHECKED:

45 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure DATE OF EXCAVATION: May 7, 007 RECORD OF TEST PIT SHEET OF DATUM: Not applicable TYPE OF EXCAVATOR: Backhoe METRES DESCRIPTION SOIL PROFILE STRATA PLOT ELEV. DEPTH (m) SAMPLE NUMBER 0 SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V Wp 0 WATER CONTENT (PERCENT) W Wl ADDITIONAL LAB. TESTING WATER LEVEL IN OPEN TEST PIT OR STANDPIPE INSTALLATION 0 Ground Surface Grey brown silty clay, trace roots (TOPSOIL) Very stiff to stiff grey brown SILTY CLAY, occasional sand seam (weathered crust) TESTPIT RECORD BROCCOLILI-TPLOGS.GPJ HCE DATA TEMPLATE.GDT /6/ End of test pit to 7..6 Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: P.A CHECKED:

46 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure DATE OF EXCAVATION: May 7, 007 RECORD OF TEST PIT SHEET OF DATUM: Not applicable TYPE OF EXCAVATOR: Backhoe METRES DESCRIPTION SOIL PROFILE STRATA PLOT ELEV. DEPTH (m) SAMPLE NUMBER 0 SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V Wp 0 WATER CONTENT (PERCENT) W Wl ADDITIONAL LAB. TESTING WATER LEVEL IN OPEN TEST PIT OR STANDPIPE INSTALLATION 0 Ground Surface 78.7 Grey brown silty clay, trace roots (TOPSOIL) Very stiff to stiff grey brown SILTY CLAY, occasional sand seam (weathered crust) Grey silty sand, trace clay, some gravel, with cobbles and boulders (GLACIAL TILL) TESTPIT RECORD BROCCOLILI-TPLOGS.GPJ HCE DATA TEMPLATE.GDT /6/ End of test pit to Groundwater inflow at.7 metres below ground surface on completion of excavation. LOGGED: P.A CHECKED:

47 PROJECT: 06-8 LOCATION: Refer to Site Plan, Figure DATE OF EXCAVATION: May 7, 007 RECORD OF TEST PIT SHEET OF DATUM: Not applicable TYPE OF EXCAVATOR: Backhoe METRES DESCRIPTION SOIL PROFILE STRATA PLOT ELEV. DEPTH (m) SAMPLE NUMBER 0 SHEAR STRENGTH, Cu (kpa) Natural. V - Remoulded. V Wp 0 WATER CONTENT (PERCENT) W Wl ADDITIONAL LAB. TESTING WATER LEVEL IN OPEN TEST PIT OR STANDPIPE INSTALLATION 0 Ground Surface 78.8 Grey brown silty clay, trace roots (TOPSOIL) Very stiff to stiff grey brown to grey SILTY CLAY, occasional sand seam (weathered crust) TESTPIT RECORD BROCCOLILI-TPLOGS.GPJ HCE DATA TEMPLATE.GDT /6/ End of test pit to Groundwater inflow at. metres below ground surface on completion of excavation. LOGGED: P.A CHECKED:

48 APPENDIX B Chemical Test Results Relating to Corrosion Paracel Laboratories Ltd. Order No. 6 Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

49 Certificate of Analysis Houle Chevrier 80 Wescar Lane Ottawa, ON K0AL0 Attn: Lauren Ashe Phone: (6) 86- Fax: (6) Client PO: Project: 06-8 Custody: 76 Report Date: 0-May-0 Order Date: 7-May-0 This Certificate of Analysis contains analytical data applicable to the following samples as submitted: Paracel ID Client ID 6-0 BH- SA Order #: 6 Approved By: Mark Foto, M.Sc. For Dale Robertson, BSc Laboratory Director Any use of these results implies your agreement that our total liabilty in connection with this work, however arising shall be limited to the amount paid by you for this work, and that our employees or agents shall not under circumstances be liable to you in connection with this work Page of 7

50 Certificate of Analysis Client: Houle Chevrier Client PO: Project Description: 06-8 Analysis Summary Table Order #: 6 Report Date: 0-May-0 Order Date:7-May-0 Analysis Method Reference/Description Extraction Date Analysis Date Anions EPA IC, water extraction 0-May- 0-May- ph EPA. - ph C, CaCl buffered ext. 0-May- 0-May- Resistivity EPA 0. - probe, water extraction 0-May- 0-May- Solids, % Gravimetric, calculation 8-May- 8-May- Page of 7

51 Certificate of Analysis Order #: 6 Report Date: 0-May-0 Client: Houle Chevrier Order Date:7-May-0 Client PO: Project Description: 06-8 Client ID: BH- SA Sample Date: -May Sample ID: MDL/Units Soil Physical Characteristics % Solids 0. % by Wt General Inorganics ph 0.0 ph Units Resistivity 0. Ohm.m Anions Chloride ug/g dry Sulphate ug/g dry Page of 7

52 Order #: 6 Certificate of Analysis Client: Houle Chevrier Client PO: Project Description: 06-8 Method Quality Control: Blank Analyte Result Reporting Limit Units Source Result %REC %REC Limit Report Date: 0-May-0 Order Date:7-May-0 RPD RPD Limit Notes Anions Chloride ND ug/g Sulphate ND ug/g General Inorganics Resistivity ND 0. Ohm.m Page of 7

53 Certificate of Analysis Client: Houle Chevrier Client PO: Project Description: 06-8 Method Quality Control: Duplicate Analyte Anions Result Reporting Limit Units Source Result Chloride.9 ug/g dry Sulphate 9.8 ug/g dry General Inorganics Resistivity Ohm.m Physical Characteristics % Solids % by Wt %REC %REC Limit Order #: 6 Report Date: 0-May-0 Order Date:7-May-0 RPD RPD Limit Notes Page of 7

54 Certificate of Analysis Client: Houle Chevrier Client PO: Project Description: 06-8 Method Quality Control: Spike Analyte Anions Result Reporting Limit Units Source Result %REC %REC Limit Chloride.0 mg/l Sulphate 9.6 mg/l Order #: 6 Report Date: 0-May-0 Order Date:7-May-0 RPD RPD Limit Notes Page 6 of 7

55 Certificate of Analysis Client: Houle Chevrier Client PO: Project Description: 06-8 Order #: 6 Report Date: 0-May-0 Order Date:7-May-0 Qualifier Notes : None Sample Data Revisions None Work Order Revisions / Comments : None Other Report Notes : n/a: not applicable ND: Not Detected MDL: Method Detection Limit Source Result: Data used as source for matrix and duplicate samples %REC: Percent recovery. RPD: Relative percent difference. Soil results are reported on a dry weight basis when the units are denoted with 'dry'. Where %Solids is reported, moisture loss includes the loss of volatile hydrocarbons. Page 7 of 7

56 APPENDIX C Laboratory Test Results Atterberg Limit Tests Figure C Report to: Broccolini Construction (Ottawa) Inc. Project: 06-8 (September 6, 0)

57 PLASTICITY CHART FIGURE C 60 Group Symbol LOW "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 0 Plasticity Index, PI 0 CH or OH 0 CL or OL MH or OH HCE ATTERBERG LIMITS 06-8 GINT LOGS MAY 0.GPJ HOULE CHEVRIER FEB 9 0.GDT CL - ML ML or OL Liquid Limit, % Borehole Sample Depth (m) Moisture Content, % Legend Date: September 0 Project: 06-8

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