REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL BUILDING 6808 HIRAM DRIVE OSGOODE WARD, GREELY CITY OF OTTAWA, ONTARIO.

Transcription

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 6808 HIRAM DRIVE OSGOODE WARD, GREELY CITY OF OTTAWA, ONTARIO Submitted to: RJS 2009 Holdings Inc Sheffield Road Ottawa, Ontario K1B 3V6 Project # DISTRIBUTION 6 copies City of Ottawa 1 copies RJS 2009 Holdings Inc. 1 copies Kollaard Associates Inc. Revision 1 October 27, 2013 Revision 2 November 29, 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) November 29, 2013 Project No RJS 2009 Holdings Inc Sheffield Road Ottawa, Ontario K1B 3V6 RE: GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL BUILDING 6808 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 0.36 hectares (0.9 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 an industrial building intended to be used for personal storage of collectible automobiles and motorcycles. 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 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, The light industrial building has a plan area of approximately 523 m 2. The building structure is of steel frame construction as supplied and engineered by Steelway Building Systems. The building will be equipped as an automobile service station with the service area portion of the building being single storey and comprising about 80% of the building. The single storey service area has a maximum clearance height of about 6.5 metres. The remaining about 20% of the building will be two storey and consist of about 70 m 2 of office space with a clearance height of about 2.7 metres on the first floor and about a 45 m 2 wash bay with a clearance of 3.8 metres. The second storey above the office will be used for file storage. The second storey above the wash bay will be used as a mechanical room. The total building height will be the same for both the one and two storey sections. The proposed building foundation will consist of a thickened edge, cast-in-place, concrete, slab on grade foundation. Interior columns will be supported by a thickened portion of the floor slab. It is understood that the outside edge of the slab will have a depth of 0.6 metres. The thickened edge foundation will extend beyond the edge of the building to provided support for the exterior canopy column. It is expected that the finished floor of the proposed building will be about 0.4 metres above the existing ground surface. The site is located within a commercial/ industrial park. The site is bordered on the south and north sides by vacant, undeveloped land, on the east by a property occupied by a gravel surfaced parking/ outdoor storage area. Surface drainage for the proposed building will be by means of swales and ditches. SITE GEOLOGY Based on a review of the surficial geology map for the site area, it is expected that the site is in general 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 3 metres of the proposed building location. From the water well record (attached) it is considered that the geotechnical investigation will likely encounter silt or silty clay materials to about 5.5 metres below the ground surface followed by glacial till to about 15.8 metres below the ground surface. It is considered that limestone bedrock is

4 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, underlying the site at 15.8 metres below the ground surface. The well was put down as a requirement for the hydrogeological investigation completed by Kollaard Associates Inc. A borehole put down on the adjacent site 16 metres north of the proposed building location indicates that subsurface conditions will likely consist of less than 1 metre of silty sand overlying silty clay then silt at about 2.6 metres followed by glacial till at about 7 metres. The borehole log and laboratory test result are attached. The results of the borehole log are in keeping with the expectations from the water well record. PROCEDURE The field work for this investigation was carried out on June 27, At the time of the field work, two test pits, numbered test pits 1 and 2 (TP1 to TP2) were put down across the site using a rubber tire mounted backhoe excavator supplied and operated by a local excavating contractor. The test pits were put down about 7 to 8 metres from the proposed building footprint on opposite ends of the approximate location of the proposed building to avoid compromising the subgrade beneath the proposed building. The location of the proposed building was indicated on a site plan prepared by Kollaard Associates Inc. Both test pits were advanced to depths of about 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. As part of the geotechnical investigation, a sample of soil obtained from the site was delivered to a chemical laboratory for testing for any indication of potential soil sulphate attack and soil corrosion on buried concrete and steel (see Attachment A). 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. Since the subsurface conditions encountered at the test pits were in keeping with the results of the borehole put down on the adjacent site, no further testing was completed. A description of the subsurface conditions encountered at the test pits given in the attached Table I, Record of Test Pits sheets following this report. The approximate locations of the test pits are shown on the attached Site Plan, Figure 2.

5 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, SUBSURFACE CONDITIONS General As previously indicated, a description of the subsurface conditions encountered at the test pits is provided in the attached Record of Test Pits section following the text of this report. The test pit logs indicate the subsurface conditions at the specific test pit locations only. Boundaries between test pit locations are often not distinct, but rather are transitional and have been interpreted. Subsurface conditions at locations other than the test pit locations may vary from the conditions encountered at the test pits. 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 pit logs. Groundwater conditions may vary seasonally, or may be affected by construction activities on or in the vicinity of the site. The following is a brief overview of the subsurface conditions encountered at the test pits. Fill From the surface at test pit 1, fill materials with a thickness of about 0.3 metres were encountered. The fill consists of sand with a trace to some gravel.

6 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, Topsoil Beneath the fill materials at test pit 1 and from the surface at test pit 2, a layer of topsoil, approximately a 0.3 metres in thickness was encountered. 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 thin deposit of red brown to grey brown to grey silty sand was encountered below the topsoil at test pit 1. The thickness of the silty sand at test pit 1 was about 0.2 metres at a depth of about 0.6 metres below the existing ground surface. Silty Clay Beneath the silty sand at test pit 1 and below the topsoil at test pit 2, a deposit of grey brown to grey silty clay was encountered at depths of approximately 0.3 to 4.0 metres below the existing ground surface. Test pit 1 was terminated within the silty clay layer at a depth of about 4.0 metres. The results of the in situ vane shear testing gave undrained shear strength values ranging from 80 to greater than 120 kilopascals with an average value of 100 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. Silt A deposit of grey silt was encountered below the silty clay layer at test pit 2 at a depth of about 2.7 metres below the existing ground surface. Test pit 2 was terminated in the silt deposit at a depths of about 4.0 metres, respectively, below the existing ground surface level. The silt was observed to be in a dense state of packing.

7 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, Groundwater A trace to some water seepage was observed in the test pits at the time of excavating at about 0.8 metres below the existing ground surface. This is in keeping with the ground water level indentified in the stand pipe installed in the borehole on the adjacent site. 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 % < 0.01 Negligible concern ph 5.0 < ph 7.4 Neutral / Slightly Basic Negligible concern Resistivity R < 1500 ohm-cm 6670 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 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.

8 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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 and/or silty clay. 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 and silty clay. 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. 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

9 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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. 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

10 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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 millimetres 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 may be 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 Based on the information obtained from the borehole on the adjacent lot, and the subsurface conditions as confirmed by the test pits and water well log, 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 analysis of the subsurface conditions encountered in the borehole put down on the adjacent site indicated the following with respect to seismic site classification: 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 clay 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 13.7 metres below the existing ground surface.

11 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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) = 32.4 < 50, the seismic site response is Site Class D. Potential for Soil Liquefaction As indicated above, the results of the test pits confirm that the native deposits underlying the site consist of very stiff to stiff silty clay followed by compact silt then glacial till. As these materials are of sufficient compaction to be not prone to liquefaction, it is considered that no damage to the proposed light industrial building should occur due to liquefaction of the native subgrade under seismic conditions. The analysis of the subsurface conditions encountered in the borehole put down on the adjacent site indicated the following with respect to liquification: 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

12 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, (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. 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)

13 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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) 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 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.

14 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario Rev. 2 - November 29, 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. 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. Nov Mr. Dean Tataryn, B.E.S., EP Mr. Steve dewit, P.Eng. Attachments: Table I, Record of Test Pits dated June 27, 2013 Key Plan, Figure 1 dated June 27, 2013 Site Plan, Figure 2 dated June 27, 2013 Attachment A Result of Laboratory Testing June 27, 2013 Attachment B Background Subsurface Information

15 June 27, 2013 Geotechnical Investigation Proposed Light Industrial Development 6808 Hiram Drive, Greely, City of Ottawa, Ontario TABLE I RECORD OF TEST PITS GEOTECHNICAL INVESTIGATION PROPOSED LIGHT INDUSTRIAL DEVELOPMENT 6808 HIRAM DRIVE, GREELY CITY OF OTTAWA, ONTARIO TEST PIT DEPTH NUMBER (METRES) DESCRIPTION TP Grey brown sand, trace to some gravel (FILL) TOPSOIL Red brown to grey brown to grey SILTY SAND Grey SILTY CLAY, some silt layers 3.96 End of test pit Trace to some water seepage at about 0.8 metres below existing ground surface, June 16, In Situ Undrained Shear Strength Test Results Depth (metres) Cu(kilopascal)

16 June 27, 2013 Geotechnical Investigation Proposed Light Industrial Development 6808 Hiram Drive, Greely, City of Ottawa, Ontario TABLE I (continued) TEST PIT DEPTH NUMBER (METRES) DESCRIPTION TP TOPSOIL 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, June 6, In Situ Undrained Shear Strength Test Results Depth (metres) Cu(kilopascal) 1.50 >

17 KEY PLAN FIGURE 1 N PROJECT NORTH Approximate Site NOT TO SCALE Project No Date June 2013

18

19 Rev. 2 November 29, 2013 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario ATTACHMENT A Laboratory Test Results for Sulphate, Resistivity and ph

20 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 Resistivity 1 ohm-cm SO % Soil TP2-3' <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

21 Rev. 2 November 29, 2013 Geotechnical Investigation Proposed Light Industrial Building 6808 Hiram Drive, City of Ottawa, Ontario ATTACHMENT B Background Subsurface Information

22 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

23

24 October 11, 2013 Additional Geotechnical Investigation Proposed Light Industrial Development 6834 Hiram Road, Greely, City of Ottawa, Ontario ATTACHMENT A Stantec Laboratory Test Results for Soils

25

26

27

28 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

29

30 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

31

32

33