REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL BUILDING 6834 HIRAM DRIVE OSGOODE WARD, GREELY CITY OF OTTAWA, ONTARIO.

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1 Civil Geotechnical Structural Environmental Hydrogeology 210 Prescott Street, Unit 1 (613) P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL BUILDING 6834 HIRAM DRIVE OSGOODE WARD, GREELY CITY OF OTTAWA, ONTARIO Submitted to: Direct Bore Inc Power Road Ottawa, Ontario K1G 3N4 Project # DISTRIBUTION 5 copies City of Ottawa 1 copies Direct Bore Inc. 1 copies Kollaard Associates Inc. Submitted for Site Plan Approval April 2013 Revised to provide additional information and in response to review comments December 2, 2013 Professional Engineers Ontario Authorized by the Association of Professional Engineers of Ontario to offer professional engineering services.

2 Civil Geotechnical Structural Environmental Hydrogeology 210 Prescott Street, Unit 1 (613) P.O. Box 189 Kemptville, Ontario K0G 1J0 FAX: (613) December 2, 2013 Project No Direct Bore Inc Power Road Ottawa, Ontario K1G 3N4 RE: GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL BUILDING 6834 HIRAM DRIVE OSGOODE WARD, GREELY CITY OF OTTAWA, ONTARIO Dear Sirs: This report presents the results of a geotechnical investigation carried out for the above noted proposed light industrial building located on the east side of Hiram Drive just north of Parkway Road in the City of Ottawa, Ontario. The purpose of the investigation was to identify the subsurface conditions at the site based on a limited number of test pits. Based on the factual information obtained, Kollaard Associates Inc. was to provide guidelines on the geotechnical engineering aspects of the project design; including construction considerations, which could influence design decisions. BACKGROUND Proposed Building and Site Information The site consists of an approximate 0.56 hectares (1.38 acres) parcel of land and is located on the east side of Hiram Drive just north of Parkway Road in the City of Ottawa, Ontario (see Key Plan, Figure 1). It is understood that plans are being prepared for the construction of a one storey light industrial building plan area of approximately 600 m 2. The building will be serviced with onsite exterior parking, and associated access roadways as well as an onsite septic system and drilled cased well. Professional Engineers Ontario Authorized by the Association of Professional Engineers of Ontario to offer professional engineering services.

3 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # The building is of steel frame construction as supplied and engineered by Star Building Systems. with a thickened edge, cast-in-place, concrete, slab on grade foundation. Surface drainage for the proposed building will be by means of swales and ditches. The proposed building foundation will consist of a thickened edge, cast-in-place, concrete, slab on grade foundation. From a review of the structural steel drawings for the building, there are no proposed interior load bearing columns. The exterior columns will be supported on the thickened edge of the foundation. It is understood that the outside edge of the slab will have a depth of 0.6 metres. It is expected that the finished floor of the proposed building will be about 0.8 metres above the existing ground surface. The site is located within a commercial/ industrial park. The site is bordered on the north and west by Hiram Drive, on the east by an automobile storage yard and on the south by a property being developed for light industrial purposes. Site Geology Based on a review of the surficial geology map for the site area, it is expected that the site is generally underlain by coarse textured glaciomarine deposits consisting of sand gravel, silt and clay. A review of the bedrock geology map indicates that the bedrock underlying the site consists of dolomite and limestone of the Oxford Formation. Based on a review of the topographical map for the site area, it is expected that the upper groundwater flow at the site is towards Shields Creek that exists about 270 metres south of the site. A drilled cased water well was installed on the site about 22 metres north of the proposed building location. From the water well record (attached) it is considered that the geotechnical investigation will likely encounter sand, silty sand, silt or silty clay materials to about 6.5 metres below the ground surface followed by glacial till to about 18.2 metres below the ground surface. It is considered that limestone bedrock is underlying the site at 18.2 metres below the ground surface. The well was put down as a requirement for the hydrogeological investigation completed by Kollaard Associates Inc.

4 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # PROCEDURE The field work for this investigation was carried out in two parts with the first part consisting of putting down three test pits numbered TP1 to TP3 on April 17, The second part of the field work consisted of putting down one borehole numbered BH1 on October 3, Test pits The test pits were put down between 6 and 14 metres from the proposed building location using a rubber tire mounted backhoe excavator supplied and operated by a local excavating contractor. The test pits were spaced to avoid compromising the subgrade beneath the proposed building and obtain adequate subsurface information for the purpose of the investigation. The location of the proposed building was indicated to us on a preliminary site plan provided by Direct Bore Inc. The test pits were advanced to depths ranging from about 2.7 to 4.0 metres below the existing ground surface. The subsurface conditions encountered at the test pits were classified based on visual and tactile examination of the materials exposed on the sides and bottom of the test pits. The groundwater conditions were observed in the open test pits at the time of excavating. The test pits were loosely backfilled with the excavated materials upon completion of the fieldwork. The field work was supervised throughout by a member of our engineering staff who located the test pits in the field, logged the test pits and cared for the samples obtained. The samples obtained were delivered to the office for visual and tactile examination by the engineer to confirm field classification. A description of the subsurface conditions encountered at the test pits given in the attached Table, Record of Test Pits sheets following this report. The approximate locations of the test pits are shown on the attached Site Plan, Figure 2. Borehole A borehole was put down on the west side of the proposed building location using a track mounted drill rig equipped with a hollow stem auger owned and operated by Marathon Drilling Co. Ltd. of Greely, Ontario. Sampling of the overburden materials encountered at the borehole was carried out at regular 0.75 metre depth intervals using a 50 millimetre diameter drive open conventional split spoon sampler in conjunction with standard penetration testing to a depth of about 8.1 metres below the existing

5 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # ground surface in BH1. In situ vane shear testing was carried out in the cohesive materials encountered at the borehole. The subsurface soil conditions at BH1 were identified based on visual examination of the samples recovered, the results of the in situ vane shear testing and standard penetration tests as well as laboratory test results on select samples. Groundwater conditions at the borehole were noted at the time of drilling. A standpipe was installed at BH1 for subsequent ground water level monitoring. The borehole was loosely backfilled with the auger cuttings upon completion of drilling. The field work was supervised throughout by a member of our engineering staff who located the borehole in the field, logged the borehole and cared for the samples obtained. A description of the subsurface conditions encountered at BH1 is given in the attached Record of Borehole Sheet. The results of the laboratory testing of the soil samples are presented in the Laboratory Test Results section and Attachment A following the text in this report. The approximate location of the borehole is shown on the attached Site Plan, Figure 2. SUBSURFACE CONDITIONS General As previously indicated, a description of the subsurface conditions encountered at the test pits and borehole is provided in the attached Record of Test Pits and attached Record of Borehole Sheet following the text of this report. Here after the test pits and boreholes will collectively be referred to as test holes. The test hole logs indicate the subsurface conditions at the specific test hole locations only. Boundaries between test hole locations are often not distinct, but rather are transitional and have been interpreted. Subsurface conditions at locations other than the test hole locations may vary from the conditions encountered at the test holes. 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 Kollaard Associates Inc. does not guarantee descriptions as exact, but infers accuracy to the extent that is common in current geotechnical practice. The groundwater conditions described in this report refer only to those observed at the location and on the date the observations were noted in the report and on the test hole logs. Groundwater conditions may vary seasonally, or may be affected by construction activities on or in the vicinity of the site.

6 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # The following is a brief overview of the subsurface conditions encountered at the test holes. Fill Fill materials were encountered from the surface at TP1 and TP2 and range in thickness from about 0.3 to 0.4 metres. The fill consists of topsoil, sand and clay. Topsoil Topsoil was encountered beneath the fill materials at TP1 and TP2 and from the surface at TP3 and BH1. The topsoil layer was approximately 0.15 to 0.3 metres in thickness. The material was classified as topsoil based on the colour and the presence of organic materials. The identification of the topsoil layer is for geotechnical purposes only and does not constitute a statement as to the suitability of this layer for cultivation and sustainable plant growth. Silty Sand A deposit of grey brown to grey silty sand was encountered below the topsoil at all of the test holes and ranges in thickness from about 0.1 to 0.6 metres extending to depths of about 0.8 to 1.1 metres below the existing ground surface. Silty Clay A deposit of grey brown to grey silty clay was encountered below the silty sand layers at all of the test holes at depths of approximately 0.8 to 1.1 metres below the existing ground surface. TP1 was terminated within the silty clay layer at a depth of about 2.7 metres. The results of the in situ vane shear testing gave undrained shear strength values ranging from 50 to greater than 120 kilopascals with an average value of 85 kilopascals. The results of the in situ vane shear testing and tactile examination carried out for the silty clay material indicate that the silty clay is stiff to very stiff in consistency. The results of Atterberg Limits tests conducted on a soil sample of silty clay are presented in the following table and in Attachment A at the end of the report. The tested silty clay sample classifies as inorganic clays of low plasticity (CL) and/or inorganic silts and very fine sands (ML) in accordance with the Unified Soil Classification System. The results of the laboratory testing are located in Attachment A.

7 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # Table I Atterberg Limit and Water Content Results Sample Depth(metres) LL (%) PL (%) PI (%) W (%) BH1-SS LL: Liquid Limit PL: Plastic Limit Pl: Plasticity Index w: water content CL-ML: Clay/Silts of Low Plasticity Silt A deposit of grey silt was encountered below the silty clay layer at TP2, TP3 and at BH1 at depths of about 2.6 to 2.7 metres below the existing ground surface. TP1 and TP2 were terminated in the silt deposit at a depths of about 3.7 and 4.0 metres, respectively, below the existing ground surface level. The silt layer was fully penetrated in BH1 at a depth of 6.9 metres and found to be about 4.3 metres in thickness. The results of the standard penetration tests carried out in the silt gave N values of about 20 to 40 blows per 0.3 metres of penetration, indicating a compact to dense state of compaction. The results of a hydrometer test of one soil sample (BH1-SS2) indicates the sample has a silt/clay content of about 98 percent of which about 44 percent is clay sized particles. The results are located in Attachment A. Glacial Till Glacial till was encountered beneath the silty layer at BH1. The glacial till consisted of gravel, cobbles and boulders in a matrix of grey silty sand, with a trace of clay. BH1 encountered glacial till at a depth of 6.9 metres, and was terminated in the glacial till on refusal to advance the borehole at a depth of approximately 8.1 metres below the existing ground surface level. Based on the standard penetration test results of 30 to 34 blows per 0.3 metres, the glacial till is indicated to be in a dense state of packing. Two samples of the glacial till were submitted to Stantec for grain size distribution testing. The soil sample submitted consisted of a soil sample from BH1-SS9 (depth 6.9 to 7.5 metres) and BH1- SS10 (depth 7.6 to 9.2 metres). A hydrometer test was completed on the fine portion of the sample BH1-SS9. The results of the testing are provided in the Laboratory Testing Results section at the end of this report. The sieve analysis for BH1-SS10 indicated that the glacial till consists of about 61 percent clay and silt, 28 percent sand and 11 percent gravel. The results of the hydrometer test for

8 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # BH1-SS9 indicates the fines consist of about 82 percent silt and 6 percent clay. The results of the laboratory testing are presented in Attachment A. Groundwater A trace to some water seepage was observed in the test pits at the time of excavating at about 0.6 to 0.8 metres below the existing ground surface. Groundwater seepage was not observed within the borehole at the time of drilling. On October 9, 2013, groundwater was measured in a standpipe installed in BH1 at a depth of about 0.5 metres below existing ground surface. It should be noted that the groundwater levels may be higher during wet periods of the year such as the early spring. Corrosivity on Reinforcement and Sulphate Attack on Portland Cement The results of the laboratory testing of a soil sample for submitted for chemistry testing related to corrosivity is summarized in the following table. Item Threshold of Concern Test Result Comment Chlorides (Cl) Cl > 0.04 % Negligible concern ph 5.0 < ph 7.9 Neutral / Slightly Basic Negligible concern Resistivity R < 1500 ohm-cm 8330 Negligible concern Sulphates (SO 4 ) SO 4 > 0.1% < 0.01 Negligible concern Based on the chemical test results, Type GU General use Hydraulic Cement may be used for this proposed development. No special protection is required for reinforcement steel within the concrete walls. PROPOSED LIGHT INDUSTRIAL BUILDING General This section of the report provides engineering guidelines on the geotechnical design aspects of the project based on our interpretation of the information from the boreholes and the project requirements. It is stressed that the information in the following sections is provided for the guidance of the designers and is intended for this project only. Contractors bidding on or undertaking the works should examine the factual results of the investigation, satisfy themselves as

9 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # 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 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 at this site or adjacent properties, and/or resulting from the introduction onto the site of materials from off site sources are outside the terms of reference for this report. Foundation for Proposed Light Industrial Building With the exception of the fill and topsoil materials, the subsurface conditions encountered at the test pits advanced during the investigation are suitable for the support of the proposed light industrial building on a thickened edge, cast-in-place, concrete, slab on grade foundation bearing on an engineering granular pad placed on a native subgrade. The excavations for the foundation should be taken through any topsoil or otherwise deleterious material to expose the native, undisturbed silty sand. For predictable performance of the proposed foundation, all existing topsoil and any deleterious materials should be removed from within the proposed foundation area and should be replaced to the proposed founding level using suitable engineered fill. It is expected that the subgrade, beneath the topsoil, consists of native undisturbed silty sand. The subgrade surface should be inspected and approved by geotechnical personnel prior to placement of any granulars. To allow the spread of load beneath the foundations, the engineered fill should extend out from the outside edges of the thickened edge slab for a horizontal distance of 0.5 metres and then down and out at a slope of 1 horizontal to 1 vertical, or flatter. The excavations for the structure should be sized to accommodate this fill placement. The fill materials beneath the proposed thickened edge slab on grade should consist of a minimum of 150 millimetre thickness of crushed stone meeting the grading requirements for OPSS Granular A immediately beneath the concrete floor slab followed by sand, or sand and gravel meeting the OPSS for Granular B Type I or crushed stone meeting OPSS grading requirements for Granular B Type II. Currently, OPSS documents allow recycled asphaltic concrete to be used in Granular A and Granular B Type II materials. If the source of recycled material cannot be verified, it is suggested that any granular materials used below the founding level be composed of virgin material only.

10 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # The first lift of engineered fill material should have a thickness of 300 millimetres in order to protect the subgrade during compaction. It is considered that the placement of a geotextile fabric between the engineered fill and the subgrade is not necessary where granular materials meeting the grading requirements for OPSS Granular B Type I or Type II are placed on a silty sand or silty clay subgrade above the normal ground water level. If trucks are used to place the engineered fill on the subgrade, a thickened path of 0.6 metres should be used to protect the subgrade from the truck traffic. The engineered fill materials should be compacted in maximum 300 millimetre thick lifts to at least 95 percent of the standard Proctor maximum dry density. It is considered that the engineered fill should be compacted using dynamic compaction with a large diameter vibratory steel drum roller or diesel plate compactor. If a diesel plate compactor is used, the lift thickness may need to be restricted to less than 300 mm to achieve proper compaction. Compaction should be verified by a suitable field compaction test method. The proposed light industrial building, when founded on engineered fill as described above, should be designed with a maximum allowable bearing pressure of 100 kilopascals for serviceability limit states design and a maximum of 300 kpa for factored ultimate limit states design; when considering the thickened edge portion of the slab only. The maximum total and differential settlement of the footings are expected to be less than 25 millimetres and 20 millimetres, respectively, using the above allowable bearing pressure and resistance. Based on a review of the proposed grading plan it is expected that the maximum grade raise on the site adjacent the proposed building will be less than 1.0 metres. The above allowable bearing pressure and resistance are suitable for the expected grade raise of less than 1.0 metres adjacent the building. The native soils at this site will be sensitive to disturbance from construction operations and from rainwater or snowmelt, and frost. In order to minimize disturbance, construction traffic operating directly on the subgrade should be kept to an absolute minimum and the subgrade should be protected from below freezing temperatures. The thickened edged slab could be saw cut at regular intervals to prevent random cracking of the slab due to shrinkage and expansion of the concrete. The saw cut depth should be about one quarter of the thickness of the slab. The crack control cuts should be placed at a grid spacing not exceeding 5.0 metres.

11 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # Thermo Protection For Proposed Foundation. Based on the materials encountered within the test pits, it is considered that the subgrade for the proposed building will be at about 0.8 to 1.0 metres below the finished floor level. As such, the proposed thickened edge slab on grade foundation could be protected from frost and frost heave with the use of rigid extruded polystyrene insulation approved for in-ground installation and having a minimum compressive strength of 275 kpa at 5% deformation such as DOW HIGHLOAD 40. The insulation should have a minimum thickness of 50 mm and should extend down from the top edge of the foundation to bottom of the thickened edge. The insulation should extend out from the outside edge of the foundation a minimum distance of 1.2 metres and should be placed directly under the entire concrete slab. Alternatively the insulation maybe placed on the properly prepared subgrade surface below the granular material. Foundation Drainage Provided the proposed finished floor surface is above the exterior finished grade, the granular materials beneath the proposed floor slab are properly compacted and provided the exterior grade is adequately sloped away from the proposed industrial building, no perimeter foundation drainage or under slab drainage systems are required. Groundwater inflow from the native soils into the excavations during construction, if any, should be handled by pumping from sumps within the excavations. Seismic Design for the Proposed Light Industrial Building For seismic design purposes, in accordance with the 2006 OBC Section , Table A., the site classification for seismic site response is Site Class D. The subsurface conditions below the proposed footing design level consist of a stiff to very stiff silty clays with shear strengths in excess of 50 kpa followed by silt, silty sand and sands having an average normalized standard penetration resistance of 23 before refusal to further penetration was encountered on underlying boulders in glacial till at a depth of metres. As indicated above, sound bedrock is underlying the site at about 18.2 metres below the existing ground surface.

12 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # Alternatively: Seismic Site Response Site Class Calculation Borehole 1 Depth Layer Description (m) d i N(60) i d i /N i (m) (blows/0.3m) (blows/0.3m) 1 Silty Clay (1) 2 Silt Glacial Till Glacial Till (2) 5 Bedrock sum(d i /N(60) i ) d c /(sum(d i /N(60) i ) ) The value di/ni reflects the inclusion of the topsoil and fill layer which extends to 0.6 metres below the ground surface. 2) The blow count between the elevation at which refusal to further advancement and the elevation at which bedrock would be encountered was based on an average of the N(60) values in the glacial till above with the count at refusal. Since the 25 < N(60) = 31.3 < 50, the seismic site response is Site Class D. Potential for Soil Liquefaction Consideration for the potential for soil liquefaction was determined by considering the ratio between the cyclic resistance ratio (CRR) and the cyclic stress ratio (CSR) for the soils between the proposed underside of footing level and the depth at which refusal to further advancement using standard penetration testing was attained. The CRR value was determined from a mathematical expression as determined by Rauch (1997) of the base curve obtained from Robertson and Fear (1996). The CSR was determined from Seed and Idriss (1971). It is considered that a soil with a normalized SPT of greater than 30 is non-liquefiable. It is also considered that a soil with a CRR/CSR ratio of greater than one is not liquefiable. The average CRR / CSR ratio for the materials encountered between the silty clay and depth explored excluding the normalized SPT values above 30 is 1.3. As such the underlying soils below the proposed foundation are not considered to be liquefiable.

13 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # Access Roadway and Parking Area Pavements In preparation for pavement construction at this site the fill and topsoil and any soft, wet or deleterious materials should be removed from the proposed access roadway and parking lot area. The exposed subgrade should be inspected and approved by geotechnical personnel and any soft areas evident should be subexcavated and replaced with suitable earth borrow approved by the geotechnical engineer. The subgrade should be shaped and crowned to promote drainage of the roadway and parking area granulars. Following approval of the preparation of the subgrade, the pavement granulars may be placed. For any areas of the site that require the subgrade to be raised to proposed roadway and parking area subgrade level, the material used should consist of OPSS select subgrade material or OPSS Granular B Type I or Type II. Materials used for raising the subgrade to proposed roadway and parking area subgrade level should be placed in maximum 300 millimetre thick loose lifts and be compacted to at least 95 percent of the standard Proctor maximum dry density using suitable compaction equipment. For pavement areas subject to cars and light trucks the pavement should consist of: 50 millimetres of hot mix asphaltic concrete (HL3) over 150 millimetres of OPSS Granular A base over 300 millimetres of OPSS Granular B, Type II subbase (50 or 100 millimetre minus crushed stone) or 200 millimetres of OPSS Granular A base over 300 millimetres of OPSS Granular B, Type II subbase (50 or 100 millimetre minus crushed stone) For pavement areas subject to heavy truck loading the pavement should consist of: 40 millimetres of hot mix asphaltic concrete (HL3) over 40 millimetres of hot mix asphaltic concrete (HL8) over 150 millimetres of OPSS Granular A base over 350 millimetres of OPSS Granular B, Type II subbase (50 or 100 millimetre minus crushed stone) or 250 millimetres of OPSS Granular A base over 400 millimetres of OPSS Granular B, Type II subbase (50 or 100 millimetre minus crushed stone)

14 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # Compaction of the granular pavement materials should be carried out in maximum 300 millimetre thick loose lifts to 100 percent of the standard Proctor maximum dry density value using suitable vibratory compaction equipment. The above pavement structures will be adequate on an acceptable subgrade, that is, one where any roadway fill and service trench backfill has been adequately compacted. If the roadway subgrade is disturbed or wetted due to construction operations or precipitation, the granular thicknesses given above may not be adequate and it may be necessary to increase the thickness of the Granular B Type II subbase and/or incorporate a non-woven geotextile separator between the roadway subgrade surface and the granular subbase material. CONSTRUCTION CONSIDERATIONS The engagement of the services of the geotechnical consultant during construction is recommended to confirm that the subsurface conditions throughout the proposed development 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 foundation areas and any engineered fill areas for the proposed light industrial building should be inspected by Kollaard Associates Inc. to ensure that a suitable subgrade has been reached and properly prepared. The placing and compaction of any granular materials beneath the foundation should be inspected to ensure that the materials used conform to the grading and compaction specifications. The subgrade for the access roadway and parking areas should be inspected and approved by geotechnical personnel. In situ density testing should be carried out on the pavement granular materials to ensure the materials meet the specifications from a compaction point of view. The native topsoil and silty clay at this site will be sensitive to disturbance from construction operations, from rainwater or snow melt, and frost. In order to minimize disturbance, construction traffic operating directly on the subgrade should be kept to an absolute minimum and the subgrade should be protected from below freezing temperatures.

15 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Rev.1 - December 2, Project # We trust this report provides sufficient information for your present purposes. If you have any questions concerning this report or if we may be of further services to you, please do not hesitate to contact our office. Regards, Kollaard Associates Inc. Dec Mr. D. M. Tataryn, B.E.S., EP Mr. Steve dewit, P.Eng. Attachments: Record of Test Pits Borehole Key Plan, Figure 1 Site Plan, Figure 2 Attachment A - Laboratory Test Results Attachment B Background Information

16 December 2, 2013 Geotechnical Investigation Proposed Light Industrial Development 6834 Hiram Drive, Greely, City of Ottawa, Ontario RECORD OF TEST PITS GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL DEVELOPMENT 6834 HIRAM DRIVE, GREELY CITY OF OTTAWA, ONTARIO TEST PIT DEPTH NUMBER (METRES) DESCRIPTION TP Topsoil, sand and clay (FILL) TOPSOIL Red brown to grey SILTY SAND Grey brown to grey SILTY CLAY 2.74 End of test pit Trace to some water seepage at about 0.8 metres below existing ground surface, April 17, In Situ Undrained Shear Strength Test Results Depth (metres) Cu(kilopascal) TP Topsoil, sand and clay (FILL) TOPSOIL Grey brown to grey SILTY SAND Grey brown to grey SILTY CLAY Grey SILT 3.96 End of test pit Trace to some water seepage at about 0.8 metres below existing ground surface, April 17, In Situ Undrained Shear Strength Test Results Depth (metres) Cu(kilopascal) 2.13 > >

17 December 2, 2013 Geotechnical Investigation Proposed Light Industrial Development 6834 Hiram Drive, Greely, City of Ottawa, Ontario TEST PIT DEPTH NUMBER (METRES) DESCRIPTION TP TOPSOIL Red brown to grey SILTY SAND Grey SILTY SAND Grey SILTY CLAY Grey SILT 3.66 End of test pit Trace to some water seepage at about 0.6 metres below existing ground surface, April 17, In Situ Undrained Shear Strength Test Results Depth (metres) Cu(kilopascal) 1.8 >

18 RECORD OF BOREHOLE BH1 PROJECT: Proposed Light Industrial Development PROJECT NUMBER: CLIENT: Direct Bore Inc. DATE OF BORING: Oct 3, 2013 LOCATION: 6834 Hiram Road, Greely, Ottawa, Ontario PENETRATION TEST HAMMER: 63.5kg, Drop, 0.76mm SHEET 1 of 1 DATUM: DEPTH SCALE (meters) SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH (M) SAMPLES NUMBER TYPE BLOWS/0.3m UNDIST. SHEAR STRENGTH Cu, kpa REM. SHEAR STRENGTH Cu, kpa DYNAMIC CONE PENETRATION TEST blows/300 mm ADDITIONAL LAB TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 Ground Surface TOPSOIL Grey brown SILTY SAND, trace to some clay Very stiff to stiff grey brown to grey SILTY CLAY, trace to some silt layers SS SS 7 3 Grey SILT, trace to some sand and clay seams, trace to some gravel with depth SS SS SS SS 40 7 SS SS 26 7 Grey silty sand, trace to some gravel, cobbles and boulders, trace clay with depth (GACIAL TILL) SS End of Borehole, refusal on large boulders SS 30 Borehole dry on October 3, Water measured in standpipe at approximately 0.5 metres below existing ground surface, October 9, DEPTH SCALE: 1 to 75 LOGGED: DT BORING METHOD: Power Auger AUGER TYPE: 200 mm Hollow Stem CHECKED: SD

19 KEY PLAN FIGURE 1 N Approximate Site NOT TO SCALE Project No Date December 2013

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21 Rev. 2 December 2, 2013 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Project # ATTACHMENT A Laboratory Test Results for Chemical and Physical Properties

22 EXOVA OTTAWA Certificate of Analysis Client: Kollaard Associates Inc. 210 Prescott St., Box 189 Kemptville, ON K0G 1J0 Attention: Mr. Dean Tataryn PO#: Invoice to: Kollaard Associates Inc. Report Number: Date Submitted: Date Reported: Project: COC #: Lab I.D. Sample Matrix Sample Type Sampling Date Sample I.D. Group Analyte MRL Units Guideline Agri. - Soil Electrical Conductivity 0.05 ms/cm ph 2.0 General Chemistry Cl % Resistivity 1 ohm-cm SO % Soil BH1-SS2 2'6''-4'6'' <0.01 Guideline = * = Guideline Exceedence MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, ** = Analysis completed at Mississauga, Ontario. Results relate only to the parameters tested on the samples submitted. Methods references and/or additional QA/QC information available on request. MAC = Maximum Acceptable Concentration, IMAC = Interim Maximum Acceptable Concentration, STD = Standard, PWQO = Provincial Water Quality Guideline, IPWQO = Interim Provincial Water Quality Objective, TDR = Typical Desired Range 146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1 Page 2 of 3

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26 Plasticity Index CH 40 CI 30 CL MH OH 20 Sample ID BH-1 SS MI OI CL-ML ML ML OL Liquid Limit PLASTICITY CHART 6834 Hiram Drive, Kollaard File # Figure No. Project No

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28 Percent Passing Percent Retained Unified Soil Classification System SAND Gravel CLAY & SILT Fine Medium Coarse Fine Coarse 100 U.S. Std. Sieve No Sample ID BH-1 SS2 BH-1 SS Grain Size in Millimetres GRAIN SIZE DISTRIBUTION 6834 Hiram Drive, Kollaard File # Figure No. Project No

29 Rev. 2 December 2, 2013 Geotechnical Investigation Proposed Light Industrial Building 6834 Hiram Drive, City of Ottawa, Ontario Project # ATTACHMENT B Background Subsurface Information

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