patersongroup Geotechnical Investigation Proposed Automotive Dealerships 200 Dibblee Road Ottawa, Ontario Prepared For Dilawri Holdings

Transcription

1 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Geotechnical Investigation Proposed Automotive Dealerships Dibblee Road Archaeological Services Prepared For Dilawri Holdings Paterson Group Inc. Engineers Colonnade Road South Ottawa (Nepean), Ontario Canada KE 7J Tel: () -7 Fax: () - October 7, Report PG- Revision

2 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa TABLE OF CONTENTS PAGE. INTRODUCTION.... PROPOSED PROJECT..... METHOD OF INVESTIGATION. Field Investigation.... Field Survey.... Laboratory Testing.... Analytical Testing.... OBSERVATIONS. Surface Conditions.... Subsurface Profile..... Groundwater.... DISCUION. Geotechnical Assessment...7. Site Grading and Preparation...7. Foundation Design.... Design for Earthquakes.... Slab-On-Grade Construction..... Pavement Structure.... DESIGN AND CONSTRUCTION PRECAUTIONS. Foundation Drainage and Backfill Protection of Footings Against Frost Action Excavation Side Slopes.... Pipe Bedding and Backfill.... Groundwater Control..... Winter Construction....7 Corrosion Potential and Sulphate Slope Stability Analysis RECOMMENDATIONS STATEMENT OF LIMITATIONS... Report: PG- Revision October 7, Page i

3 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa APPENDICES Appendix Soil Profile and Test Data Sheets Symbols and Terms Grain Size Distribution Sheets Analytical Test Results Appendix Figure - Key Plan Figures to - Shear Wave Velocity Profiles Figure a - Section A - Existing Static Conditions Figure b - Section A - Existing Conditions with Seismic Loading Figure c - Section A - Proposed Static Conditions Figure d - Section A - Proposed Conditions with Seismic Loading Figure a - Section B - Existing Static Conditions Figure b - Section B - Existing Conditions with Seismic Loading Figure c - Section B - Proposed Static Conditions Figure d - Section B - Proposed Conditions with Seismic Loading Drawing PG- - Test Hole Location Plan Report: PG- Revision October 7, Page ii

4 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. INTRODUCTION Paterson Group (Paterson) was commissioned by Dilawri Holdings to conduct a geotechnical investigation for a proposed automotive dealerships to be located at Dibblee Road in the City of (refer to Figure - Key Plan in Appendix of this report). The objectives of the current investigation were to: Determine the subsoil and groundwater conditions at this site by means of boreholes. Provide geotechnical recommendations for the design of the proposed development including construction considerations which may affect the design. The following report has been prepared specifically and solely for the aforementioned project which is described herein. It contains our findings and includes geotechnical recommendations pertaining to the design and construction of the subject development as they are understood at the time of writing this report. Investigating the potential presence of contamination on the subject site was not part of the scope of work of the current investigation. Therefore, the present report does not address environmental issues.. PROPOSED PROJECT It is understood that the proposed project is to consist of three () slab-on-grade automotive dealerships and one future automotive dealership building. Associated at grade parking areas, access lanes, and landscaped areas are further anticipated. Report: PG- Revision October 7, Page

5 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. METHOD OF INVESTIGATION. Field Investigation Field Program The field program for the present investigation was carried out on April,, 7 and,. At that time, twelve () boreholes were advanced to a maximum depth of m. The borehole locations were distributed in a manner to provide general coverage of the subject site. The locations of the boreholes are presented on Drawing PG- - Test Hole Location Plan included in Appendix. The boreholes were put down using a track-mounted auger drill rig operated by a two-person crew. All fieldwork was conducted under the full-time supervision of Paterson personnel under the direction of a senior engineer from the geotechnical division. The drilling procedure consisted of augering to the required depths at the selected locations, sampling and testing the overburden. Sampling and In Situ Testing Soil samples were recovered using a mm diameter split-spoon sampler or from the auger flights. The split-spoon and auger samples were classified on site and placed in sealed plastic bags. All samples were transported to our laboratory. The depths at which the split-spoon and auger samples were recovered from the boreholes are shown as and AU, respectively, on the Soil Profile and Test Data sheets provided in Appendix. A Standard Penetration Test (SPT) was conducted in conjunction with the recovery of the split spoon samples using an auto drop hammer. The SPT results are recorded as "N" values on the Soil Profile and Test Data sheets. The "N" value is the number of blows required to drive the split spoon sampler mm into the soil after a mm initial penetration using a. kg hammer falling from a height of 7 mm. This testing was done in general accordance with ASTM D- - Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. All soil samples were classified on site, placed in sealed plastic bags and were transported to our laboratory for visual inspection. Transportation of the samples was completed in general accordance with ASTM D-9 (7) - Standard Practice for Preserving and Transporting Soil Samples. Report: PG- Revision October 7, Page

6 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Diamond drilling using NQ size coring equipment was carried out at boreholes BH, BH, BH, BH and BH to either determine the nature of the bedrock and to assess its quality or to advance the borehole through boulders. Recovery value and Rock Quality Designation (RQD) value were calculated for each drilled section (core run) of bedrock and are shown on the Soil Profile and Test Data sheets in Appendix. The recovery value is the ratio, in percentage, of the length of the bedrock sample recovered over the length of the drilled section (core run). The RQD value is the ratio, in percentage, of the total length of rock pieces longer than mm in one core run over the length of the core run. These values are indicative of the quality of the bedrock. The subsurface conditions observed in the boreholes were recorded in detail in the field. The soil profiles are presented on the Soil Profile and Test Data sheets in Appendix of this report. Groundwater Standpipes were installed in all boreholes to permit the monitoring of water levels subsequent to the completion of the sampling program. Sample Storage All samples will be stored in the laboratory for a period of one month after issuance of this report. They will then be discarded unless we are otherwise directed.. Field Survey The borehole locations were selected by Paterson to provide general coverage of the proposed development. Borehole locations were surveyed in the field by Annis O Sullivan Vollebekk Ltd. The location and ground surface elevation at each borehole location are presented on Drawing PG- - Test Hole Location Plan in Appendix.. Laboratory Testing All soil samples recovered from the subject site were examined in our laboratory to review the results of the field logging. Two () sieve analysis tests were completed on selected soil samples from the borehole locations. The results of the sieve analysis are presented in Subsection. and on the Grain Size Distribution sheets in Appendix. Report: PG- Revision October 7, Page

7 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. Analytical Testing One soil sample was submitted for analytical testing to assess the corrosion potential for exposed ferrous metals and the potential of sulphate attacks against subsurface concrete structures. The results are presented in Appendix and discussed further in Subsection.7. Paracel Laboratories (Paracel), of Ottawa, performed the laboratory analysis on the soil sample submitted. Paracel is a member of the Standards Council of Canada/Canadian Association for Environmental Analytical Laboratories (SCC/CAEAL). Paracel is accredited and certified by SCC/CAEAL for specific tests registered with the association. The following test guidelines were utilized for the submitted soil samples; the anions were analyzed using EPA., the ph was analyzed using EPA., the resistivity was analyzed using EPA., and the percent solids was determined using gravimetrics. Report: PG- Revision October 7, Page

8 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. OBSERVATIONS. Surface Conditions The ground surface across the subject site slopes down to the east portion of the site. The site is currently undeveloped and the ground surface is mainly gravel or grass covered. The majority of the subject site is located over an in-filled quarry, which historically extended as deep as m below existing ground surface.. Subsurface Profile The soil profile encountered at the borehole locations consists of a varying fill material overlying a limestone bedrock. The fill material consists of silty sand to silty clay mixed with sand, gravel, cobbles and boulders. Occasionally, wood chips, concrete or brick fragments were encountered within the fill layer. Bedrock was confirmed at BH, BH, BH, BH and BH. The bedrock was encountered at a maximum depth of m with shallower bedrock being encountered at depth of. to. m in the northwest portion of the site and. to.7 m in the southwest portion of the site. Two soil samples of the fill material were submitted for sieve analysis. The results are summarized in Table below and presented in the Grain Size Distribution sheets in Appendix. Soil classification is based on the Unified Soil Classification System. Table - Summary of Grain Size Distribution Testing Sample Gravel Sand Fines Classification BH /... SM - Silty sand with gravel BH /9... CH - Silty clay with sand and gravel Reference should be made to the Soil Profile and Test Data sheets in Appendix for the details of the soil profile encountered at each test hole. Report: PG- Revision October 7, Page

9 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. Groundwater Standpipes were installed in all borehole locations completed as part of the current investigation. The groundwater level (GWL) readings are presented in Table. It should be noted that the groundwater levels are subject to seasonal fluctuations. Therefore, groundwater levels could vary at the time of construction. Table - Groundwater Level Readings Borehole Number Ground Elevation Groundwater Levels Depth Elevation Recording Date BH May, BH 9... May, BH May, BH May, BH. D amaged -- May, BH.9..9 May, BH May, BH May, BH May, BH May, BH May, BH 9. D amaged -- May, Ground surface elevations provided by Annis O Sullivan Vollebekk Ltd. Report: PG- Revision October 7, Page

10 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. DISCUION. Geotechnical Assessment From a geotechnical perspective, the subject site will require a soil improvement program for the proposed buildings located over the in-filled quarry area. A portion of the proposed Chrysler dealership, in the north portion of the subject site, will be founded over an area where the bedrock is at a shallow depth. Consideration should be given to founding the building over engineered fill extending to the bedrock surface for this portion of the building. The remainder of the buildings will be located over the deep, previously in-filled quarried portion of the site. A soil improvement program, such as dynamic compaction or rapid impact compaction, is recommended to be completed within the proposed buildings and settlement sensitive structures to avoid significant differential settlement due to the underlying fill. Alternatively, a settlement surcharge program, consisting of soil placed above the finished floor level, could be placed over the building footprints to induce settlement of the underlying fill material. It is recommended that the existing fill be proof-rolled using a vibratory roller making several passes and approved by the geotechnical consultant at the time of construction within the proposed parking areas and access lanes to sufficiently limit settlement to tolerable levels for these areas. A slope stability review was completed by Paterson for the slope noted on the eastern portion of the subject site. Generally, existing slope was noted to have a stable H:V to 7H:V profile. The slope was noted to be vegetated and no signs of sloughing or undercutting was observed during our geotechnical investigation. The results of our slope stability review are presented in Subsection... Site Grading and Preparation Stripping Depth All topsoil and deleterious fill, such as those containing significant amounts of organics and debris, should be stripped from under any buildings and other settlement sensitive structures. Report: PG- Revision October 7, Page 7

11 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Ground Improvement Program - Dynamic Compaction or Rapid Impact Compaction A ground improvement technique, such as dynamic compaction or rapid impact compaction, is recommended to improve the fill density below the proposed building footprints within the subject site. Dynamic compaction or rapid impact compaction should be used to improve the subsurface conditions within the footprint of the proposed buildings. A to tonne drop hammer is used to dynamically load the subject building areas in a grid pattern until the desired densification is achieved. It is recommended that the dynamic compaction grid be extended m beyond the proposed buildings footprint. The ground improvement program will be designed based on the required level of density and the maximum depth improvement to achieve. The specialized contractor uses a pressuremeter to measure the density of the underlying material and will certify its suitability to support the proposed structures. Fill Placement Fill used for grading beneath the proposed buildings should consist of clean imported granular fill, such as Ontario Provincial Standard Specifications (OP) Granular A or Granular B Type II. The fill should be tested and approved prior to delivery to the site. It should be placed in lifts no greater than mm thick and compacted using suitable compaction equipment for the lift thickness. Fill placed beneath the buildings and concrete pads should be compacted to at least 9 of its standard Proctor maximum dry density (SPMDD). Non-specified existing fill along with site-excavated soil can be used as general landscaping fill where settlement of the ground surface is of minor concern. These materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be used to build up the subgrade level for areas to be paved, they should be compacted in thin lifts to a minimum density of 9 of their respective SPMDD.. Foundation Design Due to the nature of the proposed development, fill consistency and the depth to bedrock, deep foundation alternatives have been excluded from foundation alternatives. Report: PG- Revision October 7, Page

12 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Dynamic Compaction or Rapid Impact Compaction Consideration should be given to undertaking a consolidation program of the fill layer. This option involves the following: Compaction of the entire building footprint areas including the equipment support slabs. The compaction would extend at least m beyond the footprint of the building. The design criteria for this ground improvement program would consist of the following: Bearing resistance value (SLS) kpa Bearing resistance value (ULS) kpa Long term total design settlement mm Long term differential design settlement mm The successful completion of the above ground improvement would allow for conventional spread footing foundations and floor slab construction. A granular working mat consisting of blast rock ( mm minus) or an OP Granular B Type II crushed stone will be required for the areas being subjected to ground improvement. A portion of the material will be driven into the underlying fill layer due to the pounding from the ground improvement operation. Once completed, this layer can be regraded and any surplus material can be placed elsewhere on site where granular material is required (parking areas and access roadways). The parking areas and access roadways would be compacted using conventional ride on roller methods. It is expected that minor long-term settlements could be tolerated. Furthermore, the paving of the parking and access roadway areas would only take place once sufficient time was provided to consolidate the underlying fill materials to help lessen the effects of long term settlement. For design purposes, structures founded on an engineered fill pad directly over the improved fill bearing surface can be designed using a modulus of subgrade reaction of MPa/m. Report: PG- Revision October 7, Page 9

13 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to an engineered fill and improved silty sand fill bearing medium when a plane extending down and out from the bottom edge of the footing at a minimum of.h:v, passes only through in situ soil or engineered fill of the same or higher capacity as the soil.. Design for Earthquakes Two () site specific shear wave velocity tests were completed by Paterson to accurately determine the applicable seismic site classification for foundation design of the proposed buildings as presented in Table...A of the Ontario Building Code. Four () shear wave velocity profiles from our on-site testing are presented in Appendix. Field Program Two testing locations were chosen on site to provide adequate coverage of the area. The seismic array testing locations are presented in Drawing PG- - Test Hole Location Plan in Appendix. For each seismic array location, Paterson field personnel placed horizontal. Hz. geophones mounted to the surface by means of two 7 mm ground spikes attached to the geophone land case. The geophones were spaced at m intervals and connected by a geophone spread cable to a Geode Channel seismograph. The seismograph was also connected to a computer laptop and a hammer trigger switch attached to a pound dead blow hammer. The hammer trigger switch sends a start signal to the seismograph. The hammer is used to strike an I-Beam seated into the ground surface, which creates a polarized shear wave. The hammer shots are repeated between five to ten times at each shot location to improve signal to noise ratio. The shot locations are also completed in forward and reverse directions (i.e.- striking both sides of the I-Beam seated parallel to the geophone array). The shot locations are located at,. and m away from the first and last geophone and at the centre of the seismic array. The methods of testing completed by Paterson are guided by the standard testing procedures used by the expert seismologists at Carleton University and Geological Survey of Canada (GSC). Report: PG- Revision October 7, Page

14 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Data Processing and Interpretation Interpretation for the shear wave velocity results were completed by Paterson personnel. Shear wave velocity measurement was made using reflection/refraction methods. The interpretation is performed by recovering arrival times from direct and refracted waves. The interpretation is repeated at each shot location to provide an average shear wave velocity, Vs, of the upper m profile, immediately below the building s foundation. North Seismic Array Location - Array Based on the test results, the average overburden seismic shear wave velocity is m/s. Through interpretation, the limestone bedrock has a shear wave velocity of about, m/s. The Vs was calculated using the standard equation for average shear wave velocity from the Ontario Building Code (OBC). The Vs at the Array location was calculated using the standard equation for average shear wave velocity calculation from the Ontario Building Code (OBC), as presented below. South Seismic Array Location - Array Based on the test results, the average overburden seismic shear wave velocity is m/s. Through interpretation, the limestone bedrock has a shear wave velocity of about, m/s. The Vs was calculated using the standard equation for average shear wave velocity from the Ontario Building Code (OBC). The Vs was calculated using the standard equation for average shear wave velocity calculation from the Ontario Building Code (OBC), as presented below. Report: PG- Revision October 7, Page

15 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa Based on the results of the seismic testing, the average shear wave velocity, Vs, for the existing shallow foundations at the subject site varies between 7 and m/s where the bedrock is deepest. Therefore, a Site Class C is applicable for design of the proposed buildings, as per Table...A of the OBC. The soils underlying the subject site are not susceptible to liquefaction.. Slab-on-Grade Construction With the removal of all topsoil and deleterious fill, such as those containing organic materials within the footprint of the proposed buildings, the existing fill approved by the geotechnical consultant upon completion of the ground improvement program will be considered to be an acceptable subgrade on which to commence backfilling for floor slab construction. Any soft areas should be removed and backfilled with appropriate backfill material prior to placing any fill. OP Granular A or Granular B Type II, with a maximum particle size of mm, are recommended for backfilling below the floor slab. It is recommended that the upper mm of sub-floor fill consists of OP Granular A crushed stone for slab-on-grade construction. All backfill material within the footprint of the proposed building and concrete pads should be placed in maximum mm thick loose layers and compacted to at least 9 of the SPMDD. Report: PG- Revision October 7, Page

16 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. Pavement Structure Car only parking and heavy truck parking areas, as well as, access lanes are anticipated at this site. The proposed pavement structures are presented in Tables and. Table - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description Wear Course - HL- or Superpave. Asphaltic Concrete BASE - OP Granular A Crushed Stone SUBBASE - OP Granular B Type II SUBGRADE - In situ soil, or OP Granular B Type I or II material placed over in situ soil Table - Recommended Pavement Structure Access Lanes and Heavy Truck Parking Areas Thickness (mm) Material Description Wear Course - HL- or Superpave. Asphaltic Concrete Binder Course - HL- or Superpave 9. Asphaltic Concrete BASE - OP Granular A Crushed Stone SUBBASE - OP Granular B Type II SUBGRADE - In situ soil, or OP Granular B Type I or II material placed over in situ soil Minimum Performance Graded (PG) - asphalt cement should be used for this project. If soft spots develop in the subgrade during compaction or due to construction traffic, the affected areas should be excavated and replaced with OP Granular B Type II material. The pavement granular base and subbase should be placed in maximum mm thick lifts and compacted to a minimum of 9 of the material s SPMDD using suitable vibratory equipment. Report: PG- Revision October 7, Page

17 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. DESIGN AND CONSTRUCTION PRECAUTIONS. Foundation Drainage and Backfill A perimeter foundation drainage system is considered optional for the proposed structures. If required, the system should consist of a mm diameter perforated corrugated plastic pipe, surrounded on all sides by mm of mm clear crushed stone, placed at the footing level around the exterior perimeter of the structure. The pipe should have a positive outlet, such as a gravity connection to a storm water collection pond or sump pit. Backfill against the exterior sides of the foundation walls should consist of free-draining non frost susceptible granular materials. The greater part of the site excavated materials will be frost susceptible and, as such, are not recommended for re-use as backfill against the foundation walls, unless used in conjunction with a drainage geocomposite, such as Miradrain GN or Delta Drain, connected to the perimeter foundation drainage system. Imported granular materials, such as clean sand or OP Granular B Type I granular material, should otherwise be used for this purpose.. Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effects of frost action. A minimum of. m of soil cover alone, or a combination of soil cover and foundation insulation should be provided in this regard. Exterior unheated footings, such as those for isolated exterior piers, are more prone to deleterious movement associated with frost action than the exterior walls of the structure proper and require additional protection, such as soil cover of. m or a combination of soil cover and foundation insulation.. Excavation Side Slopes The side slopes of excavations in the overburden materials should either be cut back at acceptable slopes or should be retained by shoring systems from the start of the excavation until the structure is backfilled. It is anticipated that sufficient room will be available for the greater part of the excavation to be undertaken by open-cut methods (i.e. unsupported excavations). Temporary shoring may be required where sufficient space is unavailable. Report: PG- Revision October 7, Page

18 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa The subsoil at this site is considered to be mainly Type and soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. The excavation side slopes above the groundwater level extending to a maximum depth of m should be cut back at H:V or flatter. The flatter slope is required for excavation below the groundwater level. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should be kept away from the excavation sides. Slopes in excess of m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. It is recommended that a trench box be used at all times to protect personnel working in trenches with steep or vertical sides. It is expected that services will be installed by cut and cover methods and excavations will not be left open for extended periods of time.. Pipe Bedding and Backfill At least mm of OP Granular A should be used for pipe bedding for sewer and water pipes. The bedding should extend to the spring line of the pipe. Cover material, from the spring line to at least mm above the obvert of the pipe should consist of OP Granular A. The bedding and cover materials should be placed in maximum mm thick lifts compacted to a minimum of 9 of the material s SPMDD. Where hard surface areas are considered above the trench backfill, the trench backfill material within the frost zone (about. m below finished grade) should match the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum mm thick loose lifts and compacted to a minimum of 9 of the material s SPMDD.. Groundwater Control The contractor should be prepared to direct water away from all bearing surfaces and subgrades, regardless of the source, to prevent disturbance to the founding medium. It is expected that the flow of groundwater into the excavation will be moderate through the sides of the excavation. However, it is expected that the groundwater inflow will be controllable using open sumps and pumps. Report: PG- Revision October 7, Page

19 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa A temporary MOE permit to take water (PTTW) will be required for this project if more than, L/day are to be pumped during the construction phase. At least to months should be allowed for completion of the application and issuance of the permit by the MOE.. Winter Construction Precautions must be taken if winter construction is considered for this project. The subsoil conditions at this site consist of frost susceptible materials. In the presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the use of straw, propane heaters and tarpaulins or other suitable means. In this regard, the base of the excavations should be insulated from sub-zero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. Trench excavations and pavement construction are also difficult activities to complete during freezing conditions without introducing frost in the subgrade or in the excavation walls and bottoms. Precautions should be taken if such activities are to be carried out during freezing conditions. Additional information could be provided, if required. Report: PG- Revision October 7, Page

20 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa.7 Corrosion Potential and Sulphate The analytical test results are presented in Table along with industry standards for the applicable threshold values. The results are indicative that Type Portland cement. Table - Corrosion Potential Parameter Laboratory Results Threshold Commentary BH- Chloride 7 ìg/g Chloride content less than mg/g Minimal concern ph 7.9 ph value less than. Neutral Soil Resistivity 9 ohm.cm Resistivity greater than, ohm.cm Sulphate ìg/g Sulphate value greater than mg/g Moderately aggressive Corrosion Potential Negligible Concern. Slope Stability Analysis Paterson Group (Paterson) completed a slope stability analysis on the existing site conditions, as well as, an analysis of the proposed conditions at the aforementioned site. The slope stability analysis was based on available topographic mapping and latest grading plans prepared by WSP Group. Based on our review, the existing slope was noted to have a H:V to 7H:V profile. The slope was noted to be vegetated and no signs of sloughing or undercutting was observed during our geotechnical investigation. Two () slope cross-sections were studied as worst case scenarios along the east boundary of the subject site bordering HWY. The location of the two () cross sections (Section A and Section B) analyzed are presented on Drawing PG- - Test Hole Location Plan included in Appendix of the current geotechnical report. The analysis of the stability of the slope was carried out using SLIDE, a computer program which permits a two-dimensional slope stability analysis using several methods including the Bishop s method, which is a widely used and accepted analysis method. The program calculates a factor of safety, which represents the ratio of the forces resisting failure to those favoring failure. Theoretically, a factor of safety of. represents a condition where the slope is stable. Report: PG- Revision October 7, Page 7

21 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa However, due to intrinsic limitations of the calculation methods and the variability of the subsoil and groundwater conditions, a factor of safety greater than one is usually required to ascertain than the risks of failure are acceptable. A minimum factor of safety of. is generally recommended for conditions where the failure of the slope would endanger permanent structures. The sections for the existing conditions were analyzed based on worse case scenario by taking into account groundwater level at ground surface. Subsoil conditions at the sections were determined based on the findings at the test hole locations along the slope, field observations during site visits, historical knowledge of the site and general knowledge of the area s geology. The results for the static slope conditions for both the existing and proposed conditions at Section A and Section B are shown in Figure a, c, a and c included in Appendix of the current report. The factor of safety was found to be greater than. at each section analyzed. Seismic Loading Analysis An analysis considering seismic loading was also completed. A horizontal seismic acceleration, K h, of.g was considered for the analyzed sections. A factor of safety of. is considered to be satisfactory for stability analyses including seismic loading. The results of the analyses including seismic loading at Section A and Section B are shown in Figure b, d, b and d. The results indicate that the factors of safety are greater than.. Based on these results, the slopes are considered to be stable under seismic loading. Report: PG- Revision October 7, Page

22 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa 7. RECOMMENDATIONS A materials testing and observation services program is a requirement for the provided foundation design data to be applicable. The following aspects of the program should be performed by the geotechnical consultant: Review of the proposed ground improvement program designed by the specialized contractor. Observation during the ground improvement program. Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials used. Periodic observation of the condition of unsupported excavation side slopes in excess of m in height, if applicable. Observation of all subgrades prior to backfilling. Field density tests to determine the level of compaction achieved. Sampling and testing of the bituminous concrete including mix design reviews. A report confirming that these works have been conducted in general accordance with our recommendations could be issued, upon request, following the completion of a satisfactory materials testing and observation program by the geotechnical consultant. Report: PG- Revision October 7, Page 9

23 Geotechnical Investigation Ottawa Kingston North Bay Proposed Automotive Dealerships Dibblee Road - Ottawa. STATEMENT OF LIMITATIONS The recommendations provided in this report are in accordance with our present understanding of the project. A geotechnical investigation of this nature is a limited sampling of a site. The recommendations are based on information gathered at the specific test locations and can only be extrapolated to an undefined limited area around the test locations. Should any conditions at the site be encountered which differ from those at the test locations, we request notification immediately in order to permit reassessment of our recommendations. The present report applies only to the project described in this document. Use of this report for purposes other than those described herein or by person(s) other than Dilawri Holdings, or their agent(s) is not authorized without review by Paterson Group for the applicability of our recommendations to the altered use of the report. Paterson Group Inc. David J. Gilbert, P. Eng. Carlos P. Da Silva, P.Eng. Report Distribution: Dilawri Holdings ( copies) Paterson Group ( copy) Report: PG- Revision October 7, Page

24 APPENDIX SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS GRAIN SIZE DISTRIBUTION SHEETS ANALYTICAL TESTING RESULTS

25 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE FILL: Brown silty sand, some clay, gravel, cobbles, boulders, concrete and brick.7 STRATA PLOT TYPE NUMBER SAMPLE RECOVERY N VALUE or RQD AU 7 + RC DEPTH ELEV Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction RC 7.. BEDROCK: Grey limestone, some shale lenses RC. RC. 7. RC 9. End of Borehole.9 7.7m-May, ) Shear Strength (kpa) Undisturbed Remoulded

26 Colonnade Road South, KE 7J DATUM REMARKS BORINGS BY CME 7 Power Auger Engineers Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. DATE SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road April HOLE NO. PG BH GROUND SURFACE FILL: Brown sandy silt, some clay and gravel. STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Grey silty clay with sand, gravel and asphalt, some cobbles and boulders FILL: Brown sandy silt, some gravel, cobbles and boulders.. RC BEDROCK: Grey limestone RC 7.. End of Borehole 7.9 RC 9 7. ) Shear Strength (kpa) Undisturbed Remoulded

27 Colonnade Road South, KE 7J Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS BORINGS BY Engineers SOIL PROFILE AND TEST DATA HOLE NO. CME 7 Power Auger DATE April PG BH GROUND SURFACE FILL: Brown silty sand with gravel, trace clay and cobbles. STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD 9 DEPTH ELEV.. 7. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Grey-brown silty clay, some sand, gravel and cobbles FILL: Brown silty sand, some gravel, cobbles, boulders trace wood RC 7. -some concrete at.m RC... Shear Strength (kpa) Undisturbed Remoulded

28 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE STRATA PLOT TYPE RC SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV.. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction RC RC. BEDROCK: Grey limestone, some shale partings RC RC End of Borehole.9 9.m-May, ) Shear Strength (kpa) Undisturbed Remoulded

29 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV..7 Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand with gravel and brick FILL: Dark brown silty clay with gravel and sand, some asphalt FILL: Brown silty sand with gravel, some cobbles FILL: Brown silty clay with sand and gravel End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

30 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE 7 April PG BH GROUND SURFACE FILL: Brown silty clay with sand and gravel STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY 7 N VALUE or RQD DEPTH ELEV.. 7. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand with gravel, some asphalt, trace brick FILL: Brown silty clay with sand and gravel, some wood and brick End of Borehole Shear Strength (kpa) Undisturbed Remoulded

31 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE 7 April PG BH GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV..9 Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand, some gravel, cobbles and boulders, trace clay, concrete RC End of Borehole. RC.9 ) Shear Strength (kpa) Undisturbed Remoulded

32 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE 7 April PG BH 7 GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV.. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty clay with sand and gravel FILL: Brown silty sand with clay, gravel, cobbles, boulders, some asphalt and brick End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

33 Colonnade Road South, KE 7J Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS BORINGS BY Engineers SOIL PROFILE AND TEST DATA HOLE NO. CME 7 Power Auger DATE 7 April PG BH GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV.. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand with gravel, cobbles and clay, some organics End of Borehole ) Shear Strength (kpa) Undisturbed Remoulded

34 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE 7 April PG BH 9 GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand, some gravel, cobbles and clay - some boulders by.m depth FILL: Grey silty clay with sand and gravel FILL: Dark brown silty sand, trace gravel and organics End of Borehole m-May, ) Shear Strength (kpa) Undisturbed Remoulded

35 Engineers Colonnade Road South, KE 7J SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE FILL: Dark brown silty sand, trace gravel and cobbles FILL: Dark grey silty clay, some sand and gravel FILL: Brown silty sand with gravel.7. STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY 7 7 N VALUE or RQD DEPTH ELEV Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction. 7. FILL: Grey silty clay, some sand, gravel, cobbles some concrete by 7.9m depth RC 9. BEDROCK: Grey limestone, some shale lenses RC 9 9. RC 7. End of Borehole.9 ) Shear Strength (kpa) Undisturbed Remoulded

36 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand, some gravel, trace clay. 7. FILL: Grey silty clay, some sand, trace gravel... - sme boulders at.m depth FILL: Brown silty sand, some gravel, cobbles and boulders RC BEDROCK: Grey limestone RC 9. RC 9 9. End of Borehole. ) Shear Strength (kpa) Undisturbed Remoulded

37 Colonnade Road South, KE 7J Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigations Proposed Automotive Car Dealerships-Dibblee Road DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited. REMARKS HOLE NO. BORINGS BY CME 7 Power Auger DATE April PG BH GROUND SURFACE STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction 7. FILL: Brown silty sand, some gravel, cobbles and boulders, trace clay FILL: Grey silty clay, some sand, gravel, cobbles 7.. End of Borehole Shear Strength (kpa) Undisturbed Remoulded

38 Concourse Gate, Unit, Ottawa, ON KE 7T7 Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Prop. Commercial Development- Dibblee Road DATUM Ground surface elevation provided by Annis, O'Sullivan, Vollebekk Ltd. REMARKS HOLE NO. BORINGS BY CME Power Auger DATE December PG9 BH GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty clay with sand gravel, cobbles and asphalt FILL: Brown silty sand with gravel, cobbles and boulders Very dense, brown SILTY SAND with gravel, cobbles and boulders End of Borehole Practical refusal to depth Shear Strength (kpa) Undisturbed Remoulded

39 Concourse Gate, Unit, Ottawa, ON KE 7T7 Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Prop. Commercial Development- Dibblee Road DATUM Ground surface elevation provided by Annis, O'Sullivan, Vollebekk Ltd. REMARKS HOLE NO. BORINGS BY CME Power Auger DATE January PG9 BH A GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Brown silty sand with gravel, cobbles and boulders, trace clay. 7. End of Borehole.. Practical refusal to depth Shear Strength (kpa) Undisturbed Remoulded

40 Concourse Gate, Unit, Ottawa, ON KE 7T7 Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Prop. Commercial Development- Dibblee Road DATUM Ground surface elevation provided by Annis, O'Sullivan, Vollebekk Ltd. REMARKS HOLE NO. BORINGS BY CME Power Auger DATE 9 December PG9 BH GROUND SURFACE FILL: Brown silty sand with gravel, cobbles STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD 9 DEPTH ELEV. 9.. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction FILL: Grey silty clay with sand, gravel, cobbles and boulders FILL: Brown silty sand with gravel, trace clay FILL: Grey silty clay with gravel, cobbles 7. - black by.m depth Compact, grey SILTY SAND with gravel, cobbles and boulders End of Borehole depth based on field observations) Shear Strength (kpa) Undisturbed Remoulded

41 Concourse Gate, Unit, Ottawa, ON KE 7T7 Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Prop. Commercial Development- Dibblee Road DATUM Ground surface elevation provided by Annis, O'Sullivan, Vollebekk Ltd. REMARKS HOLE NO. BORINGS BY CME Power Auger DATE January PG9 BH A GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV. 9. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction OVERBURDEN End of Borehole 7. Practical refusal to 7.m depth Shear Strength (kpa) Undisturbed Remoulded

42 Concourse Gate, Unit, Ottawa, ON KE 7T7 DATUM Ground surface elevation provided by Annis, O'Sullivan, Vollebekk Ltd. REMARKS BORINGS BY CME Power Auger Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Prop. Commercial Development- Dibblee Road December HOLE NO. PG9 DATE BH GROUND SURFACE FILL: Brown silty sadn with gravel, cobbles, trace boulders.9 STRATA PLOT TYPE AU SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH ELEV.. 7. Pen. Resist. Blows/.m mm Dia. Cone Water Content Piezometer Construction.. FILL: Brown to grey silty clay with sand, gravel, cobbles and wood chips FILL: Brown silty sand with gravel, cobbles, trace clay Compact, brown SILTY SAND with gravel, cobbles and boulders End of Borehole. Practical refusal to depth Shear Strength (kpa) Undisturbed Remoulded