Geotechnical Report Site Investigation and Foundation Design Proposed Extension to Dunrobin Fire Station No Dunrobin Road, Ottawa, Ontario

Transcription

1 Geotechnical Report Site Investigation and Foundation Design Proposed Extension to Dunrobin Fire Station No Dunrobin Road, Ottawa, Ontario Prepared for: City of Ottawa 100 Constellation Drive Nepean, Ontario K2G 6J8 Prepared by: McIntosh Perry Consulting Engineers 115 Walgreen Road, R.R. 3 Carp, Ontario K0A 1L0 February 2015 MPCE No. 0CM

2 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM TABLE OF CONTENTS 1.0 INTRODUCTION SITE DESCRIPTION FIELD PROCEDURES LABORATORY TEST PROCEDURES SITE GEOLOGY AND SUBSURFACE CONDITIONS Site Geology Subsurface Conditions Topsoil... 3 Fill... 3 Clay Groundwater Chemical Analysis CLOSURE DISCUSSIONS AND RECOMMENDATIONS General Site Classification for Seismic Site Response Frost Protection FOUNDATIONS Shallow Foundations... 6 Slabs-on-Grade... 7 Lateral Earth Pressure CONSTRUCTION CONSIDERATIONS SITE SERVICES PAVEMENT STRUCTURES CEMENT TYPE AND CORROSION POTENTIAL CLOSURE...10 McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 i

3 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM TABLES Table 5-1: Soil Chemical Analysis... 5 Table 8-1: Backfill Material Properties... 7 Table 11-1: Proposed Pavement Structure... 9 APPENDICES APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E Limitations of Report Figures Borehole Records Laboratory Test Results Explanation of Terms Used in Report McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 ii

4 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM FOUNDATION INVESTIGATION REPORT For Dunrobin Fire Station No Dunrobin Road, Ottawa, Ontario 1.0 INTRODUCTION This report presents the factual findings obtained from a geotechnical investigation performed at the above mentioned site for a proposed building addition, as part of the expansion of Fire Station No. 66 in Ottawa, Ontario. The field work was carried out on The purpose of the investigation was to explore the subsurface conditions at this site and to provide anticipated geotechnical conditions influencing the design and construction of the proposed building addition. McIntosh Perry Consulting Engineers (MPCE) carried out the investigation as part of the City of Ottawa Purchase Order No SITE DESCRIPTION Fire Station No. 66, is located at 3285 Dunrobin Road at the intersection of Dunrobin Road and Vances Side Road in the northwest area of Ottawa, Ontario. The existing 15.41m x 12.47m single story building was built in 1986 and is located m from the Dunrobin Road property line on south west side of the road. Fire Station No. 66 is located near a small residential area and surrounded by relatively flat farmlands. Site location is shown on Figure 1 (Key Plan) included in Appendix B. The proposed expansion is to add a 158 m 2 storage facility to the west end of the existing structure, as well as a paved road to allow access to storage facility from Vances Side Road. 3.0 FIELD PROCEDURES Staff of MPCE initially visited the site on to evaluate access surrounding the proposed building expansion. Snow was cleared by the City of Ottawa prior to drilling to ensure the drill rig could gain access to borehole locations. Utility clearance was carried out by USL-1 on behalf of MPCE. Public and private utility authorities were informed and all utility clearance documents were obtained before the commencement of drilling work. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 1

5 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM The equipment used for drilling was owned and operated by CCC Geotechnical & Environmental Drilling Ltd. of Ottawa, Ontario. Sampled boreholes were advanced using hollow stem augers aided by an ATV-mounted CME 750 drilling rig. Two sampled boreholes and one probe were advanced to a maximum depth of 18.7 m (El. 48.9) below the ground level. Soil samples were obtained at 0.75 m intervals in Borehole BH15-1 to a depth of 5.2 m, followed by sampling at 1.5 m intervals to a depth of 11.4 m. Samples were taken using a 51 mm O.D. split spoon sampler in accordance with the Standard Penetration Test (SPT) procedure. Vane Shear Tests using an N-size vane (150 mm x 75 mm) were also conducted in Borehole BH15-1 to measure the in-situ undrained shear strength of the clay strata. Below 11.6 m the sampled borehole was extended to the refusal depth of 17.9 m using Dynamic Cone Penetration Test (DCPT). A second borehole, Borehole BH15-2 located near the outer footprint of the proposed building was advanced using Dynamic Cone Penetration Test (DCPT) to a depth of 18.7 m where refusal to dynamic penetration was encountered. Borehole BH15-3 was advanced to 1.5 m below ground surface on the proposed alignment of the access road. Boreholes were backfilled with silica sand and/or auger cuttings. All boreholes were restored to original surface with native material. Borehole locations are shown on Figure 2 included in Appendix B. One monitoring well was installed for measurement of groundwater elevation. Well construction is illustrated in the Borehole Records included in Appendix C. 4.0 LABORATORY TEST PROCEDURES Laboratory tests on representative SPT samples and a Thin Wall sample recovered during this site investigation were carried out by Stantec Consulting Ltd. on behalf of MPCE. The laboratory tests included determination of natural water content, grain size analysis, Atterberg limits and one-dimensional consolidation. The laboratory tests to determine index properties were performed in accordance with Ministry of Transportation Ontario (MTO) test procedures, which follow, with the exception of hydrometer and specific gravity, American Society for Testing Materials (ASTM) test procedures. One-dimensional consolidation test was performed in accordance with ASTM D Exova Materials Testing Laboratory in Ottawa carried out chemical tests on one representative soil sample to determine the soil corrosivity characteristics and the sulphate content. The rest of the soil samples recovered will be stored in MPCE storage facility for a period of one month after submission of the final report. Samples will be disposed after this period of time unless otherwise requested in writing by the City of Ottawa. 5.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS This section provides a summary of the desktop study and field investigation carried out for this project. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 2

6 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Site Geology Based on published physiological maps of the area (Ontario Geological Survey) the site is located within the Clay Plains. Surficial geology maps of southern Ontario indicate that the area is underlain by fine-textured glaciomarine deposits. The Ottawa Valley between Pembroke and Hawkesbury consists of clay plains interrupted by ridges of rock or sand. It is naturally divided into two parts, above and below Ottawa. Within the valley the bedrock is further faulted so that some of the uplifted blocks appear above the clay beds. The sediments themselves in the valley are deep silty clay. Although the clay deposits are grey in color like the lime stones that underlies them in part, they are only mildly calcareous and likely derived from the more acidic rock of the Canadian Shield. 5.2 Subsurface Conditions In general the site stratigraphy in the footprint of the proposed building consists of approximately 700 mm thick fill, overlaying stiff to firm clay. Approximately 800 mm of mixed organic layer (topsoil) overlaying the clay layer was encountered along the proposed road to the building extension. DCPT were taken to refusal, probable competent stratum or bedrock, at approximately 18.5 m below the ground surface. For classification purposes, the soils encountered at this site can be divided into three distinct zones. a) Topsoil b) Fill c) Clay Topsoil Approximately 800 mm of topsoil was encountered in borehole BH15-3 overlaying stiff desiccated clay. BH15-3 was drilled on the alignment of the proposed access road to service the proposed addition to the Fire Station Fill A layer of fill was encountered in Boreholes BH15-1 drilled in the footprint of the proposed building. The fill consists of approximately 200 mm of coarser material, predominantly gravel, overlaying approximately 500 mm of brown sand fill. The fill is underlain by desiccated clay Clay The sand fill is underlain by clay, which extends to the depth of investigation. Borehole BH15-1 was sampled and tested only to a depth of 11.4 m. Below this depth the soil layer encountered was inferred based on the DCPT results. The upper part of this clay layer was found to be stiff and desiccated. The McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 3

7 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM desiccated layer extended to approximately 4.1 m below ground surface (El m). The lower part of the clay was light grey in color with moisture content higher than that of the desiccated portion. The in-situ vane shear strength of the clay below the desiccated crust varies from 65 kpa to 85 kpa, which indicates a stiff consistency down to the depth of 11.4 m tested. However, the Standard Penetration Test values were none to 1 blow/300 mm. The weight of the hammer alone was sufficient to drive the split spoon through 300mm of clay. The natural water content of the desiccated layer varies from 36.0% to 48.0% with an average value of 40.2%. The natural water content of the underlying clay layer varies from 50.8% to 59.1% with an average value of 54.1%. The Atterberg limit test conducted on selected samples of clay layer below the desiccated crust are provided on Figure 4 in Appendix B. Based on the Atterberg limit test results (LL=74% and 49%), this material can be classified as clay of high plasticity (CH) in accordance with Unified Soil Classification System (USCS). Two clay samples were subjected to grain size analysis. The test results reveal presence of 72% of clay (< 2 µm). A thin wall sample (TW7) collected from 4.6 m to 5.2 m depth was tested to determine the onedimensional consolidation properties. The results of this test are provided on Figure 5 in Appendix B. The bulk density determined from this sample was 16.4 kn/m3 and the corresponding dry density was 10.3 kn/m3. The compressibility characteristics determined from the consolidation test indicate that this clay layer is slightly over consolidated with pre-consolidation pressure of 110 kpa compared to corresponding effective overburden pressure of 57.2 kpa. The void ratio was observed to be and the corresponding compression index Cc being Compression ratio Cc/ (1 + eo) for this sample was Groundwater Groundwater was not encountered in open boreholes during the field work. However a standpipe piezometer was installed in borehole BH15-1 and the groundwater was measured on and observed at 2.48 m depth below ground surface which corresponds to El m. Groundwater level may be expected to fluctuate due to the influence of precipitation and seasonal changes. 5.4 Chemical Analysis The chemical test results conducted by Exova Laboratories in Ottawa, Ontario, to determine the resistivity, ph, sulphate and chloride content of representative soil sample are shown in Table 5-1, below: McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 4

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9 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM FOUNDATION DESIGN RECOMMENDATIONS For Dunrobin Fire Station No Dunrobin Road, Ottawa, Ontario 7.0 DISCUSSIONS AND RECOMMENDATIONS 7.1 General This section of the report provides recommendations for the design of the proposed extension to the Fire Station No. 66 on Dunrobin Road in Ottawa, Ontario. The recommendations are based on interpretation of the factual information obtained from the boreholes advanced during the subsurface investigation. The discussions and recommendations presented are intended to provide sufficient information to the designer of the building extension to select the suitable type(s) of foundation to support the proposed building. The comments made on the construction are intended to highlight those aspects that could have impact or affect the detail design of the building extension, for which special provisions may be required in the Contract Documents. Those who requiring information on construction aspects should make their own interpretation of the factual data presented in the report. Interpretation of the data presented may affect equipment selection, proposed construction methods, and scheduling of construction activities. 7.2 Site Classification for Seismic Site Response The site can be classified as a Site Class E for the purposes of site-specific seismic response to earthquakes based on OBC Frost Protection Based on applicable building codes, a minimum earth cover of 1.8 m, or the thermal equivalent of insulation, should be provided for all exterior footings to reduce the effects of frost action. 8.0 FOUNDATIONS Shallow Foundations Considering the order of load at the foundation level and the subsoil conditions at this site, it is considered that provision of a conventional pad or strip foundation will be adequate. A pad footing of up to 2 m wide or up to 1.5 m wide strip footing placed at a depth of 1.8 ± 0.3 m (El ± 0.3 m) below the existing McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 6

10 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM ground level may be designed assuming the geotechnical resistances recommended below. Authors of this report should be consulted if excavation to a depth lower than the elevation specified or different footing sizes larger than those specified is required. The geotechnical resistance values at Ultimate Limit State (ULS) and Serviceability Limit State (SLS) provided in in this section shall be used for the design of footings for the proposed building. We understand based on the type of the building pressures at founding level is not expected to exceed approximately 110 kpa at ULS and 75 kpa at SLS. The geotechnical resistance at ULS provided is based on a factor of 0.5 as recommended in the NBCC. The total settlement for the geotechnical resistance at SLS recommended will be limited to 25 mm and the associated differential settlement may expected to be within 20 mm. The bearing capacity at Ultimate Limit State (ULS) = 150 kpa The bearing capacity at Serviceability Limit State (SLS) = 90 kpa It should be noted that the SLS bearing capacity is calculated for footings (strip or isolated) not wider than 2 m in width Slabs-on-Grade Slabs-on-grade should be supported on minimum 200 mm of Granular A compacted to 100% SPMDD. In case the subgrade needs to be raised Granular B type II or granular A needs to be compacted to minimum 98% SPMDD. All subgrades should be proof-rolled under the supervision of a geotechnical representative prior to placement of the Granular A and slab-on-grade Lateral Earth Pressure Free draining material should be used as backfill material for foundation walls. If the proper drainage is provided at rest condition may be assumed for calculation of earth pressure on foundation walls. The following parameters are recommended for the granular backfill. Table 8-1: Backfill Material Properties Borehole Granular A Granular B Effective Internal Friction Angle, Unit Weight, ( ) CONSTRUCTION CONSIDERATIONS Stability of the existing building during construction activities is not discussed in this report and to be addressed by the structural engineer. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 7

11 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Any organic material and existing fill material of any kind should be removed from the footprint of the footing and replaced by suitable fill material to conform to specifications of OPSS Granular A. The Structural Fill, if directly supporting the load of the structure, should be free from any recycled or deleterious material, it should not be placed in lifts thicker than 300 mm and compacted to 100% Standard Proctor Maximum Dry Density (SPMDD). The excavated subgrade must be kept dry at all time to minimize the disturbance of the subgrade. Groundwater flow through the silty clay material is expected to be manageable with conventional sump and methods. A mud slab can be poured immediately after excavation to minimize disturbance of the subgrade. A geotechnical engineer or technician should attend the site to confirm the type of the material and level of compaction. Foundation walls should be backfilled with free-draining material such as OPSS Granular types A or B. The native clay is not a suitable material for backfilling. Sub-drains with positive drainage to the City sewer should be provided at foundation level. Excavations are not expected to advance below the desiccated clay zone as indicated in the borehole logs. Stiff silty clay may be considered as Type 3 soil based on Occupational Health and Safety Act which requires 1H:1V slope for temporary excavations unless means of temporary shoring is provided SITE SERVICES The city of Ottawa requirement of burial depth of water-bearing utility lines is typically 2.4 m below ground surface. If this depth is not achievable due to design restrictions, equivalent thermal insulation should be provided. The contractor should retain a professional engineer to provide detailed drawings for excavation and temporary support of the excavation walls during construction. Utilities should be supported on minimum of 150 mm bedding of Granular A compacted to minimum 95% of SPMDD. Since the native subgrade is fine grained, it is recommended to separate the subgrade from the bedding material by a layer of geotextile to prevent cross migration of materials. Utility cover can be Granular A or Granular B type II compacted to 95% SPMDD. All covers to be compacted to 100% SPMDD if intersecting structural elements. Cut-off walls to be provided for utility trenches running below the groundwater level. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 8

12 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM PAVEMENT STRUCTURES No details are provided on the traffic loads but it is understood that the proposed access road is mainly to be used by fire trucks on a daily basis. The following pavement structure is proposed; Table 11-1: Proposed Pavement Structure Material Access Road Thickness (mm) Surface Superpave 12.5 mm, Design Category C, PG Binder Superpave 19.0 mm, Design Category C, PG Base OPSD Granular A 150 Sub-base OPSD Granular B Type II 600 This pavement structure should reasonably provide at least 15 years of service before the first major rehabilitation. The sub-base thickness has been increased slightly above more conventional values (i.e. 450 mm) to ensure a significant depth of quality material above the relatively flat surrounding area composed of clay, from both a drainage and frost heaving perspective. Borehole BH15-3 which was drilled on the alignment of the proposed road indicated existence of approximately 0.8 m of topsoil. All soft and organic material should be removed until the desiccated clay subgrade is exposed. Grades can be raised to design elevations using Granular A or Granular B type II compacted to 100% SPMDD. Asphalt layers should be compacted to comply with OPSS 310. It should be noted that variances in layer thicknesses of different materials should be transitioned by a 10H:1V slope to minimize the variance in response to frost action of the differing materials CEMENT TYPE AND CORROSION POTENTIAL One soil sample was submitted to EXOVA laboratories for testing of chemical properties relevant to exposure of concrete elements to sulphate attacks as well as potential soil corrosivity effects on buried metallic structural element. Test results are presented in Table 5-1. The sulphate content as shown in the test results is relatively low, therefor Type GU Portland cement may be adequate to protect buried concrete elements in the subsurface conditions encountered. Electrical resistivity 2700 ohm-cm and PH value of 8.1 suggest low corrosion potential environment for steel elements in contact with soil. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 9

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14 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM REFERENCES 1) Canadian Geotechnical Society, Canadian Foundation Engineering Manual, 4 th Edition, ) Ontario Ministry of Natural Resources (OMNR), Ontario Geological Survey, Special Volume 2, The Physiography of Southern Ontario, 3 rd Edition, ) City of Ottawa, Geotechnical Investigation and Reporting Guidelines for Development Applications in the City of Ottawa, December ) Google Earth, Google, ) Government of Canada, National Building Code of Canada (NBCC), Seismic Hazard Calculation (online), ) Canadian Standards Association (CSA), Concrete Materials and Methods of Concrete Construction, A23.1, ) Government of Ontario, Ontario Building Code (OBC), (online), McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0 11

15 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Appendix A Limitations of Report McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0

16 McIntosh Perry Consulting Engineers Ltd. (MPCE) carried out the field work and prepared the report. This document is an integral part of the Foundation Investigation and Design report presented. The conclusions and recommendations provided in this report are based on the information obtained at the borehole locations where the tests were conducted. Subsurface and groundwater conditions between and beyond the boreholes may differ from those encountered at the specific locations where tests were conducted and conditions may become apparent during construction, which were not detected and could not be anticipated at the time of the site investigation. The benchmark level used and borehole elevations presented in this report are primarily to establish relative differences in elevations between the borehole locations and should not be used for other purposes such as to establish elevations for grading, depth of excavations or for planning construction. The recommendations presented in this report for design are applicable only to the intended structure and the project described in the scope of the work, and if constructed in accordance with the details outlined in the report. Unless otherwise noted, the information contained in this report does not reflect on any environmental aspects of either the site or the subsurface conditions. The comments or recommendation provided in this report on potential construction problems and possible construction methods are intended only to guide the designer. The number of boreholes advanced at this site may not be sufficient or adequate to reveal all the subsurface information or factors that may affect the method and cost of construction. The contractors who are undertaking the construction shall make their own interpretation of the factual data presented in this report and make their conclusions, as to how the subsurface conditions of the site may affect their construction work. The boundaries between soil strata presented in the report are based on information obtained at the borehole locations. The boundaries of the soil strata between borehole locations are assumed from geological evidences. If differing site conditions are encountered, or if the Client becomes aware of any additional information that differs from or is relevant to the MPCE findings, the Client agrees to immediately advise MPCE so that the conclusions presented in this report may be re-evaluated. Under no circumstances shall the liability of MPCE for any claim in contract or in tort, related to the services provided and/or the content and recommendations in this report, exceed the extent that such liability is covered by such professional liability insurance from time to time in effect including the deductible therein, and which is available to indemnify MPCE. Such errors and omissions policies are available for inspection by the Client at all times upon request, and if the Client desires to obtain further insurance to protect it against any risks beyond the coverage provided by such policies, MPCE will co-operate with the Client to obtain such insurance. MPCE prepared this report for the exclusive use of the Client. Any use which a third party makes of this report, or any reliance on or decision to be made based on it, are the responsibility of such third parties. MPCE accepts no responsibility and will not be liable for damages, if any, suffered by any third party as a result of decisions made or actions taken based on this report. McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R.3 Carp, ON K0A 1L0

17 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Appendix B Figures McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0

18 Ottaw a River ³ Dunrobin Road Vances Sideroad Greenland Road Torwood Drive Document Path: H:\01 Project - Proposals\2015 Jobs\CM\0CM City of Ottawa_Fire Station 66_3285 Dunrobin Road\21- GIS\mxd\CM150005_01_SiteLocation_DunrobinFireStation.mxd Stonecrest Road Ridgetop Road Woodkilton Road SITE LEGEND SITE LOCAL ROAD HIGHWAY / MAIN ROAD RAILWAY UTILITY LINE REFERENCE Base data provided by the Ontario Ministry of Natural Resources, Marchurst Road City of Ottawa 2nd Line Road WATERCOURSE WATERBODY Dunrobin Ottawa Downtown 39 km CLIENT: PROJECT: TITLE: Thomas A Dolan Parkway Murphy Sideroad 115 Walgreen Rd., RR#3, Carp, ON K0A1L0 Tel: Fax: th Line Road Constance Lake CITY OF OTTAWA KEY PLAN 6th Line Road SCALE 1:50,000 KILOMETERS DUNROBIN FIRE STATION - # 66 PROJECT NO: CM Date GIS MAR. 03, 2015 ED Checked By MEG FIGURE: 1

19 DUNROBIN ROAD VANCE SIDE ROAD (ROAD ALLOWANCE BETWEEN LOTS 5 AND 6) N 49 20' 00" E (ROAD ALLOWANCE BETWEEN CONCESSIONS 3 AND 4 - AS WIDENED) PROPOSED ACCESS ROAD DONATION BOX N 45 09' 00" W BH N 45 09' 00" W BH 15-2 PHASE 1 PROPOSED SINGLE STOREY BUILDING (158m² / 17,00ft²) BH N 49 11' 20" E SCALE 1:500 AG 3 METERS Client: Project: Title: CITY OF OTTAWA DUNROBIN FIRE STATION - #66 BOREHOLE LOCATION PLAN PROJECT NO: CM DATE 19/03/15 DRAWN BY JWS CHECKED BY NT FIGURE: 2

20 Unified Soil Classification System CLAY &SILT SAND GRAVEL Fine Medium Coarse Fine Coarse 100 Sieve No Percent Passing Percent Retained Grain Size in Millimetres LEGEND BH15-1 TW7 BH15-1 SS Grain Size Distribution FAT CLAY (CH) Figure No. 3 0CM

21 60 50 CH Plasticity Index % CL CI 10 0 MH OH LEGEND BH15-1 TW7 BH15-1 SS9 CL-ML MI OI ML ML OL Liquid Limit % PLASTICITY CHART FAT CLAY (CH) Figure No. 4 0CM

22 . Borehole : BH15-1 Sample: TW-7 Depth: 4.6 m Elevation: 62.9 m WL: 74.4 WP: 23.6 W: 59.9 Cc: One-Dimentional Consolidation FAT CLAY (CH) Figure No. 5 0CM

23 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Appendix C Borehole Records McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0

24 DATE 09/02/2015 McIntosh Perry Consulting Engineers Ltd Gardiners Rd Kingston, Ontario K7P 0L8 RECORD OF BOREHOLE No BH OF 2 METRIC ID 0CM LOCATION 3285 Dunrobin Road;; ORIGINATED BY MG CLIENT City of Ottawa CONTRACTOR CCC Geotechnical and Environmental Drilling COMPILED BY MG ELEVATION 67.5 DATUM Geodetic CHECKED BY NT ELEV DEPTH SOIL PROFILE DESCRIPTION FILL : gravel FILL : sand, brown, dry STRAT PLOT NUMBER 1 SAMPLES TYPE GB "N" VALUES (RQD) GROUND WATER CONDITIONS ELEVATION SCALE 67 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH kpa UNCONFINED FIELD VANE QUICK TRIAXIAL LAB VANE NATURAL PLASTIC MOISTURE LIMIT CONTENT w P w LIQUID LIMIT w L WATER CONTENT (%) UNIT WEIGHT kn/m 3 REMARKS & GRAIN SIZE DISTRIBUTION (%) GR SA SI bulk sample CL 2 SS SS 10 CLAY, light brown to grey, stiff, moist to wet desiccated 4 SS SS SS SH TW MP MTO TEMPLATE (USE) DUNROBIN FIRE STATION.GPJ DUNNING ROAD CULVERT.GDT 30/3/15 CLAY, light grey, stiff, wet Continued Next Page VANE VANE SS VANE VANE SS VANE VANE SS VANE VANE , 3 : Numbers refer to Sensitivity % STRAIN AT FAILURE P'c = 110 kpa Cc = eo = 1.67 Y = 16.4 kn/m3

25 DATE 09/02/2015 McIntosh Perry Consulting Engineers Ltd Gardiners Rd Kingston, Ontario K7P 0L8 RECORD OF BOREHOLE No BH OF 2 METRIC ID 0CM LOCATION 3285 Dunrobin Road;; ORIGINATED BY MG CLIENT City of Ottawa CONTRACTOR CCC Geotechnical and Environmental Drilling COMPILED BY MG ELEVATION 67.5 DATUM Geodetic CHECKED BY NT ELEV DEPTH SOIL PROFILE DESCRIPTION STRAT PLOT NUMBER SAMPLES TYPE "N" VALUES (RQD) GROUND WATER CONDITIONS ELEVATION SCALE DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH kpa UNCONFINED FIELD VANE QUICK TRIAXIAL LAB VANE NATURAL PLASTIC MOISTURE LIMIT CONTENT w P w LIQUID LIMIT w L WATER CONTENT (%) UNIT WEIGHT kn/m 3 REMARKS & GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 11 SS 1 57 CLAY, light grey, stiff, wet (continued) VANE VANE probable CLAY 53 MP MTO TEMPLATE (USE) DUNROBIN FIRE STATION.GPJ DUNNING ROAD CULVERT.GDT 30/3/ END OF BOREHOLE DCPT refusal. Notes: no water observed in the borhole at the end of drilling , 3 : Numbers refer to Sensitivity 3% STRAIN AT FAILURE

26 DATE 09/02/2015 McIntosh Perry Consulting Engineers Ltd Gardiners Rd Kingston, Ontario K7P 0L8 RECORD OF BOREHOLE No BH OF 2 METRIC ID 0CM LOCATION 3285 Dunrobin Road;; ORIGINATED BY MG CLIENT City of Ottawa CONTRACTOR CCC Geotechnical and Environmental Drilling COMPILED BY MG ELEVATION 67.6 DATUM Geodetic CHECKED BY NT ELEV DEPTH SOIL PROFILE DESCRIPTION STRAT PLOT NUMBER SAMPLES TYPE "N" VALUES (RQD) GROUND WATER CONDITIONS ELEVATION SCALE DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH kpa UNCONFINED FIELD VANE QUICK TRIAXIAL LAB VANE NATURAL PLASTIC MOISTURE LIMIT CONTENT w P w LIQUID LIMIT w L WATER CONTENT (%) UNIT WEIGHT kn/m 3 REMARKS & GRAIN SIZE DISTRIBUTION (%) GR SA SI CL probable FILL MP MTO TEMPLATE (USE) DUNROBIN FIRE STATION.GPJ DUNNING ROAD CULVERT.GDT 30/3/15 probable CLAY Continued Next Page , 3 : Numbers refer to Sensitivity 3% STRAIN AT FAILURE

27 DATE 09/02/2015 McIntosh Perry Consulting Engineers Ltd Gardiners Rd Kingston, Ontario K7P 0L8 RECORD OF BOREHOLE No BH OF 2 METRIC ID 0CM LOCATION 3285 Dunrobin Road;; ORIGINATED BY MG CLIENT City of Ottawa CONTRACTOR CCC Geotechnical and Environmental Drilling COMPILED BY MG ELEVATION 67.6 DATUM Geodetic CHECKED BY NT ELEV DEPTH SOIL PROFILE DESCRIPTION STRAT PLOT NUMBER SAMPLES TYPE "N" VALUES (RQD) GROUND WATER CONDITIONS ELEVATION SCALE DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH kpa UNCONFINED FIELD VANE QUICK TRIAXIAL LAB VANE NATURAL PLASTIC MOISTURE LIMIT CONTENT w P w LIQUID LIMIT w L WATER CONTENT (%) UNIT WEIGHT kn/m 3 REMARKS & GRAIN SIZE DISTRIBUTION (%) GR SA SI CL probable CLAY (continued) 53 MP MTO TEMPLATE (USE) DUNROBIN FIRE STATION.GPJ DUNNING ROAD CULVERT.GDT 30/3/ END OF BOREHOLE DCPT refusal , 3 : Numbers refer to Sensitivity 3% STRAIN AT FAILURE

28 DATE 09/02/2015 McIntosh Perry Consulting Engineers Ltd Gardiners Rd Kingston, Ontario K7P 0L8 RECORD OF BOREHOLE No BH OF 1 METRIC ID 0CM LOCATION 3285 Dunrobin Road;; ORIGINATED BY MG CLIENT City of Ottawa CONTRACTOR CCC Geotechnical and Environmental Drilling COMPILED BY MG ELEVATION 66.8 DATUM Geodetic CHECKED BY NT ELEV DEPTH SOIL PROFILE DESCRIPTION STRAT PLOT NUMBER SAMPLES TYPE "N" VALUES (RQD) GROUND WATER CONDITIONS ELEVATION SCALE DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH kpa UNCONFINED FIELD VANE QUICK TRIAXIAL LAB VANE NATURAL PLASTIC MOISTURE LIMIT CONTENT w P w LIQUID LIMIT w L WATER CONTENT (%) UNIT WEIGHT kn/m 3 REMARKS & GRAIN SIZE DISTRIBUTION (%) GR SA SI CL TOPSOIL : trace silt, organic, brown 1 GB bulk sample CLAY, light brown to grey stiff 2 GB END OF BOREHOLE Notes: no water observed in the borhole at the end of drilling MP MTO TEMPLATE (USE) DUNROBIN FIRE STATION.GPJ DUNNING ROAD CULVERT.GDT 30/3/15 3, 3 : Numbers refer to Sensitivity 3% STRAIN AT FAILURE

29 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Appendix D Laboratory Test Results McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0

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37 EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis Client: McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Rd., R.R. #3 Carp, ON K0A 1L0 Attention: Mr. Neem Tavakkoli PO#: Invoice to: McIntosh Perry Consulting Engineers Ltd. Page 1 of 3 Report Number: Date Submitted: Date Reported: Project: PCM COC #: Dear Neem Tavakkoli: Please find attached the analytical results for your samples. If you have any questions regarding this report, please do not hesitate to call ( ). Report Comments: APPROVAL: Lorna Wilson Laboratory Supervisor, Inorganics All analysis is completed in Ottawa, Ontario (unless otherwise indicated). Exova Ottawa is accredited by CALA, Canadian Association for Laboratory Accreditation to ISO/IEC for tests which appear on our CALA scope of accreditation. It can be found at Exova (Ottawa) is certified and accredited for specific parameters by OMAFRA, Ontario Ministry of Agriculture, Food and Rural Affairs (for farm soils). Licensed by Ontario MOE for specific tests in drinking water. Exova (Mississauga) is accredited for specific parameters by SCC, Standards Council of Canada (to ISO 17025) Please note: Field data, where presented on the report, has been provided by the client and is presented for informational purposes only. Guideline values listed on this report are provided for ease of use (informational purposes) only. Exova recommends consulting the official provincial or federal guideline as required.

38 EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis Client: McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Rd., R.R. #3 Carp, ON K0A 1L0 Attention: Mr. Neem Tavakkoli PO#: Invoice to: McIntosh Perry Consulting Engineers Ltd. Report Number: Date Submitted: Date Reported: Project: PCM COC #: Lab I.D. Sample Matrix Sample Type Sampling Date Sample I.D. Group Analyte MRL Units Guideline Agri. - Soil ph 2.0 General Chemistry Cl % Electrical Conductivity 0.05 ms/cm Resistivity 1 ohm-cm SO % Soil BH15-1 SS Guideline = * = Guideline Exceedence MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, MAC = All analysis completed in Ottawa, Ontario (unless otherwise indicated by ** which indicates analysis was completed in Mississauga, Ontario). Results relate only to the parameters tested on the samples submitted. 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 Methods references and/or additional QA/QC information available on request. 146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1 Page 2 of 3

39 EXOVA ENVIRONMENTAL ONTARIO Certificate of Analysis Client: McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Rd., R.R. #3 Carp, ON K0A 1L0 Attention: Mr. Neem Tavakkoli PO#: Invoice to: McIntosh Perry Consulting Engineers Ltd. Report Number: Date Submitted: Date Reported: Project: PCM COC #: QC Summary Analyte Blank QC % Rec QC Limits Run No: Analysis Date: Method: C CSA A23.2-4B Cl <0.002 % Run No: Analysis Date: Method: C SM4500-SO4--D SO4 <0.01 % Run No: Analysis Date: Method: Cond-Soil Electrical Conductivity ph Resistivity Guideline = * = Guideline Exceedence MRL = Method Reporting Limit, AO = Aesthetic Objective, OG = Operational Guideline, MAC = All analysis completed in Ottawa, Ontario (unless otherwise indicated by ** which indicates analysis was completed in Mississauga, Ontario). Results relate only to the parameters tested on the samples submitted. 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 Methods references and/or additional QA/QC information available on request. 146 Colonnade Rd. Unit 8, Ottawa, ON K2E 7Y1 Page 3 of 3

40 Dunrobin Road Fire Station, Ottawa, ON Geotechnical Report, 0CM Appendix E Explanation of Terms Used in Report McIntosh Perry Consulting Engineers Ltd. 115 Walgreen Road, R.R. 3 Carp, ON K0A 1L0

41 VERY SOFT SOFT FIRM STIFF VERY STIFF HARD VERY LOOSE LOOSE COMPACT DENSE VERY DENSE VERY POOR POOR FAIR GOOD EXCELLENT VERY CLOSE CLOSE MOD. CLOSE WIDE VERY WIDE VERY THIN THIN MEDIUM THICK VERY THICK P P P P P sat P