patersongroup Geotechnical Investigation Proposed Residential Development 590 Hazeldean Road - Ottawa Prepared For Ontario Inc.

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1 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Proposed Residential Development 590 Hazeldean Road - Ottawa Archaeological Services Prepared For 856 Ontario Inc. Paterson Group Inc. Consulting Engineers 54 Colonnade Road South Ottawa (Nepean), Ontario Canada KE 7J5 July, 0 Report: PG90- Tel: (6) 6-78 Fax: (6)

2 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa TABLE OF CONTENTS PAGE.0 INTRODUCTION....0 PROPOSED DEVELOPMENT....0 METHOD OF INVESTIGATION. Field Investigation.... Field Survey.... Laboratory Testing Analytical Testing OBSERVATIONS 4. Surface Conditions Subsurface Profile Groundwater DISCUION 5. Geotechnical Assessment Site Grading and Preparation Foundation Design Design of Earthquakes Basement Slab Pavement Structure DESIGN AND CONSTRUCTION PRECAUTIONS 6. Foundation Drainage and Backfill Protection Against Frost Action Excavation Side Slopes Pipe Bedding and Backfill Groundwater Control Winter Construction Corrosion Potential and Sulphate Landscaping Considerations RECOMMENDATIONS STATEMENT OF LIMITATIONS...0 Report: PG90- July, 0 Page i

3 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa APPENDICES Appendix Appendix Soil Profile and Test Data Sheets Symbols and Terms Consolidation Test Sheets Atterberg Limits Test Sheets Analytical Testing Results Figure - Key Plan Drawing PG90- - Test Hole Location Plan Drawing PG90- - Permissible Grade Raise Areas - Housing Report: PG90- July, 0 Page ii

4 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa.0 INTRODUCTION Paterson Group (Paterson) was commissioned by 856 Ontario Inc. to conduct a geotechnical investigation for the proposed residential development to be located at 590 Hazeldean Road, in the City of Ottawa (refer to Figure - Key Plan presented in Appendix ). The objective of the investigation was to: determine the subsurface soil and groundwater conditions based on borehole information completed within the subject site. provide geotechnical recommendations for the proposed development design 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. This report contains our findings and includes geotechnical recommendations pertaining to the design and construction of the proposed development as understood at the time of this report. A Phase I - Environmental Site Assessment (ESA) was conducted by Paterson for the subject site. The results and recommendations of the Phase I - ESA are presented under separate cover..0 PROPOSED DEVELOPMENT The specific details of the proposed development are not known at the time of completing this report. However, it is expected that the proposed development will consist of low rise residential dwellings, townhouse style housing, as well as, commercial and school buildings. Future municipal services, local roadways and residential driveways are also anticipated for the proposed development. Report: PG90- July, 0 Page

5 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa.0 METHOD OF INVESTIGATION. Field Investigation The field program for the investigation was conducted on May 6 and 7, 0. Ten (0) boreholes were completed to a maximum augering depth of 9.5 m or practical refusal. The test hole locations were located to provide general coverage of the subject site. During the original investigation, October 6 and November, 006, two () boreholes were advanced to a maximum depth of 0. m and test pits were excavated to depths varying between.8 and 4.0 m. The test hole locations are presented on Drawing PG90- - Test Hole Location Plan included in Appendix. The boreholes were completed with 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 test procedure consisted of augering to the required depths and sampling the overburden. The test pits were excavated with a rubber tired backhoe supplied and operated by a local contractor. The test pit operations consisted of excavating to the required depths at the selected locations, and sampling and testing the overburden. The test pits were loosely backfilled upon completion. The sampling and testing were completed in general accordance with ASTM D Guide for Field Logging of Subsurface Explorations of Soil and Rock. Sampling and In Situ Testing Soil samples were collected from the boreholes by either a 50 mm diameter split-spoon sample (), 7 mm diameter thin walled Shelby tubes (TW) or the auger flights (AU). All soil samples were visually inspected and initially classified on site. The split-spoon samples were placed in sealed plastic bags and the Shelby tubes were sealed at both ends on site. Soil samples were recovered from the base and side walls of the test pits. The depths at which the samples were recovered in the test pits are depicted as G on the Soil Profile and Test Data sheets in Appendix. All samples were transported to our laboratory for examination and classification. The depths at which the split-spoon, Shelby tube, auger and grab samples were recovered from the test holes are shown as, TW, AU and G, respectively, on the Soil Profile and Test Data sheets presented in Appendix. Report: PG90- July, 0 Page

6 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa The Standard Penetration Test (SPT) was conducted and 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 00 mm into the soil after a 50 mm initial penetration using a 6.5 kg hammer falling from a height of 760 mm. Undrained shear strength tests were completed in cohesive soils with a field vane apparatus. This test was completed in general accordance with ASTM D Standard Test Method for Field Vane Shear Test in Cohesive Soil. The overburden thickness was evaluated by a dynamic cone penetration test (DCPT) completed at BH 9-, BH 0- and BH (PG096). The DCPT consists of driving a steel drill rod, equipped with a 50 mm diameter cone at the tip, by a 6.5 kg hammer falling from a height of 760 mm. The number of blows required to drive the cone into the soil is recorded for each 00 mm increment. The subsurface conditions observed at the test holes were recorded in detail in the field. The findings are presented in the Soil Profile and Test Data sheets in Appendix. Groundwater Groundwater levels were noted based on the recovered soil sample s moisture levels, colouring and consistency. The groundwater observations are discussed in Subsection 4. and presented in the Soil Profile and Test Data sheets presented in Appendix.. Field Survey The boreholes completed as part of the current investigation were located in the field by Annis, O Sullivan and Vollebekk Ltd (AOV). The ground surface elevations at the borehole locations are understood to be referenced to a geodetic datum. The location of the test holes and ground surface elevations at the borehole locations are presented on Drawing PG90- - Test Hole Location Plan in Appendix. Report: PG90- July, 0 Page

7 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa. Laboratory Testing The soil samples recovered from the current field investigation were examined in the laboratory. The subsurface soils were classified in general accordance with ASTM D488-09a, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Two Shelby tube samples were submitted for unidimensional consolidation and Atterberg limits from the boreholes completed for the investigation. The consolidation tests and Atterberg Limits were conducted in general conformance with ASTM D45 / D45M - Standard Test Methods for One-Dimensional Consolidation Properties of Soils Using Incremental Loading and ASTM D48-0 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, respectively. The consolidation tests and Atterberg limits results are presented in Appendix and are further discussed in Sections 4 and 5..4 Analytical Testing One soil sample was submitted for analytical testing to assess the potential for exposed ferrous metals and the sulphate potential against subsurface concrete structures. The analytical test results are presented in Appendix and discussed in Subsection 6.7. Report: PG90- July, 0 Page 4

8 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 4.0 OBSERVATIONS 4. Surface Conditions Currently, the subject site consists of agricultural lands. It is bordered by Hazeldean Road to the north, a golf driving range and agricultural field to the east, hydro lines and agricultural lands to the south, and agricultural lands to the west. The property covers an area of approximately 50 hectares. The ground surface across the subject site is relatively flat and slopes gradually downwards to the east. A drainage ravine is located within the north portion of the site running in an east-west direction. The ravine is approximately to.5 m deep and the sideslopes are noted to be stable. 4. Subsurface Profile Generally, the soil conditions encountered at the test hole locations consist of a cultivated topsoil/organic layer followed by a firm to stiff brown silty clay crust layer overlying a grey silty clay. The silty clay deposit is underlain by a compact to dense glacial till layer. Glacial till, consists of a fine soil matrix mixed with gravel, cobbles and boulders. Practical refusal to auger or DCPT was encountered at BH 9-, BH 0- and BH (PG096) at a depth of 9.6,.6 and 4.7 m, respectively. The Soil Profile and Test Data sheets in Appendix for specific details of the soil profiles encountered at the borehole locations. Based on available geological mapping, the subject site is located in an area where the bedrock consists of interbedded limestone and dolomite of the Gull River formation (across the majority of the subject site) and interbedded limestone and shale of the Verulam formation (within the north portion of the site). Also, based on available geological mapping, the overburden thickness is expected to range from 5 to 5 m. 4. Groundwater Due to the crop planting activities taking place immediately after our investigation, piezometers were noted installed at the borehole locations as part of the current investigation. Long-term groundwater levels can also be estimated based on the observed colour, moisture levels and consistency of the recovered soil samples. Based on these observations, the long-term groundwater level is expected to vary between to. m depth. Our observations regarding groundwater levels are presented in the Soil Profile and Test Data sheets in Appendix. Groundwater levels are subject to seasonal fluctuations and therefore could vary at the time of construction. Report: PG90- July, 0 Page 5

9 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 5.0 DISCUION 5. Geotechnical Assessment From a geotechnical perspective, the subject site is satisfactory for the proposed residential development and anticipated commercial and school buildings. However, due to the presence of the sensitive silty clay layer, the proposed development will be subjected to grade raise restrictions. Permissible grade raise recommendations are discussed in Subsection 5. and presented in Drawing PG90- - Permissible Grade Raise Areas -Housing in Appendix. If the subject site is to be raised higher than permissible grade raises restrictions, preloading with a surcharge, lightweight fill and/or other approved means could be considered to reduce the risks of unacceptable long-term post construction total and differential settlements. The above and other considerations are further discussed in the following sections. 5. Site Grading and Preparation Stripping Depth Topsoil and deleterious fill, such as those containing organic materials, should be stripped from under any buildings, paved areas, pipe bedding and other settlement sensitive structures. Fill Placement Fill placed for grading beneath the building areas should consist, unless otherwise specified, of clean imported granular fill, such as Ontario Provincial Standard Specifications (OP) Granular A or Granular B Type II. Granular material should be tested and approved prior to delivery to the site. The fill should be placed in maximum lift thickness of 00 mm and compacted by suitable equipment for the lift thickness. Fill placed beneath the building areas should be compacted to a minimum of 98% of the Standard Proctor Maximum Dry Density (SPMDD). Report: PG90- July, 0 Page 6

10 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Non-specified existing fill along with site-excavated soil could be placed as general landscaping fill and beneath parking areas where settlement of the ground surface is of minor concern. In landscaped areas, these materials should be spread in thin lifts and at a minimum compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be placed to build up the subgrade level for areas to be paved, the fill should be compacted in maximum lift thickness of 00 mm and compacted to a minimum density of 95% of the SPMDD. Non-specified existing fill and site-excavated soils are not suitable for placement as backfill against foundation walls unless a composite drainage blanket connected to a perimeter drainage system is provided. 5. Foundation Design Bearing Resistance Values Based on continuously applied loads, footings for the proposed buildings could be designed with the following bearing resistance value(s) presented in Table. Table - Bearing Resistance Values Bearing Surface Bearing Resistance Value at SLS (kpa) Factored Bearing Resistance Value at ULS (kpa) Firm Silty Clay Stiff Silty Clay Note: Strip footings, up to m wide, and pad footings, up to m wide, placed over an undisturbed, silty clay bearing surface can be designed with the above bearing resistance values. The bearing resistance values are provided on the assumption that the footings will be placed on undisturbed soil bearing surfaces. An undisturbed soil bearing surface consists of one from which all topsoil and deleterious materials, such as loose, frozen or disturbed soil, whether in situ or not, have been removed and in the dry condition prior to the placement of concrete. Bearing resistance values for footing design should be determined in the field and on a per lot basis at the time of construction. Report: PG90- July, 0 Page 7

11 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Lateral Support The bearing medium under footing-supported structure(s) is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to the in-situ bearing medium soils above the groundwater table when a plane extending vertically and horizontally from the underside of footing(s) to a minimum of.5h:v passing through in situ soil of the same or higher capacity as the bearing medium soil. Settlement/Grade Raise Potential settlement due to the presence of the sensitive silty clay deposit, the combined loads from the proposed footings, grade raise increase and any groundwater lowering should be considered. The foundation loads to be considered for the settlement case are the continuously applied loads which consist of the unfactored dead loads and the portion of the unfactored live load that is considered to be continuously applied. For dwellings, a minimum value of 50% of the live load is recommended by Paterson. Generally, the potential long term settlement is evaluated based on the compressibility characteristics of the silty clay. These characteristics are estimated in the laboratory by conducting unidimensional consolidation tests on undisturbed soil samples collected from Shelby tubes. Two consolidation tests were completed as part of the current investigation and two consolidation tests were completed for a previous study. The results of the consolidation tests from our investigation are presented in Table and in Appendix. The value for p' c is the preconsolidation pressure and p' o is the effective overburden pressure of the test sample. The difference between these values is the available preconsolidation. The increase in stress on the soil due to the cumulative effects of the fill surcharge, the footing pressures, the slab loadings and the lowering of the groundwater should not exceed the available preconsolidation if unacceptable settlements are to be avoided. The values for C cr and C c are the recompression and compression indices, respectively. These soil parameters are a measure of the compressibility due to stress increases below and above the preconsolidation pressures. The higher values for the C c, as compared to the C cr, illustrate the increased settlement potential above, as compared to below, the preconsolidation pressure. Report: PG90- July, 0 Page 8

12 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Table - Consolidation Test Results Summary Borehole No. Sample Depth p' c p' o Ccr Cc BH 6- TW BH0- TW BH (PG096) TW BH (PG096) TW Notes: Q - Quality assessment of sample - G: Good A: Acceptable P: Likely disturbed. The values of p' c, p' o, C cr and C c are determined by standard engineering test procedures and are estimates only. Natural variations within the soil deposit will affect the results. The p' o parameter is directly influenced by the groundwater level. Groundwater levels were measured during the site investigation and vary seasonally which has an impact on the available preconsolidation. Lowering the groundwater level could increase the p' o and therefore reduce the available preconsolidation. Unacceptable settlements could be induced by a significant lowering of the groundwater level. The p' o values for the consolidation tests completed for the present investigation are based on the long term groundwater level observed at each borehole location. The groundwater level is based on the colour and undrained shear strength profile of the silty clay. The total and differential settlements will be dependent on characteristics of the proposed buildings. For design purposes, the total and differential settlements are estimated to be 5 and 0 mm, respectively. A post-development groundwater lowering of 0.5 m was assumed. The potential post construction total and differential settlements are dependent on the position of the long term groundwater level when buildings are situated over deposits of sensitive silty clay. Efforts to reduce the impacts of the proposed development on the long term groundwater level by placing clay dykes in the service trenches, reducing the size of paved areas, leaving green space to allow for groundwater recharge or limit tree planting to areas at a safe distance from buildings. However, controlling the groundwater level may not be economically possible. Report: PG90- July, 0 Page 9

13 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa To reduce potential long term liabilities, accounting for a larger groundwater lowering and provide means to reduce long term groundwater lowering (e.g. clay dykes, restriction on planting around the dwellings, etc) should be considered. The installation of steel reinforcement in foundations placed at specific structural locations could reduce foundation cracking compared to unreinforced foundations. The recommended permissible grade raise areas are presented in Drawing PG90- - Permissible Grade Raise Areas - Housing in Appendix. Based on the above discussion, several options could be considered to accommodate proposed grade raises with respect to the permissible grade raise recommendations, such as, the placement of lightweight fill, which allows increasing the grade without adding a significant load to the underlying soils. Alternatively, it is possible to preload or surcharge the subject site in localized areas provided sufficient time is available to achieve the desired settlements. Depending on the results of a settlement surcharge program, our permissible grade raise recommendations could be amended. A supplemental report detailing our findings and recommendations would be issued upon completion of a successful settlement surcharge program. 5.4 Design for Earthquakes A seismic site response Class D is applicable to the subject site according to the OBC 006. The soils underlying the site are not susceptible to liquefaction. 5.5 Basement Slab With the removal of all topsoil and deleterious fill, containing organic matter, within the footprints of the proposed buildings, the undisturbed native soil surface will be considered acceptable subgrade to commence backfilling for floor slab construction. Any soft areas should be removed and backfilled with appropriate backfill material. OP Granular B Type II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab. It is recommended that the upper 00 mm of sub-slab fill consist of 9 mm clear crushed stone. Due to the silty clay encountered at this site, the subgrade is expected to be susceptible to disturbance by construction traffic (workmen and equipment). Precautions should be taken, such as a mud slab or granular pad approved by the geotechnical consultant at the time of construction, to ensure that disturbance does not occur during construction activities. Report: PG90- July, 0 Page 0

14 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 5.6 Pavement Structure The subgrade materials for the pavement structures are anticipated to consist of a silty clay, select subgrade material or engineered fill. Table presents the California Bearing Ratio (CBR) for the anticipated subgrade materials. Table - California Bearing Ratio - Subgrade Materials Soil Type CBR Ratio Stiff Silty Clay 5 Select Subgrade Material 5 Engineered Fill 70 For design purposes, the pavement structure presented in the following tables could be designed for driveways and local residential streets. Residential driveways and car only parking areas for the proposed development are considered to be within an Ontario Traffic Category A. Local roadways are considered to be within an Ontario Traffic Category B for design purposes. Table - Recommended Pavement Structure - Driveways and Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL or Superpave.5 Asphaltic Concrete 50 BASE - OP Granular A Crushed Stone 00 SUBBASE - OP Granular B Type II SUBGRADE - Either approved fill, in situ soil or OP Granular B Type I or II material placed over in situ soil or fill Report: PG90- July, 0 Page

15 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Table 4 - Recommended Pavement Structure - Local Residential Roadways Thickness (mm) Material Description 40 Wear Course - Superpave.5 Asphaltic Concrete 50 Binder Course - Superpave 9.0 Asphaltic Concrete 50 BASE - OP Granular A Crushed Stone 400 SUBBASE - OP Granular B Type II SUBGRADE - Either approved fill, in situ soil or OP Granular B Type I or II material placed over in situ soil Table 5 - Recommended Pavement Structure - Roadways with Bus Traffic Thickness mm Material Description 40 Wear Course - Superpave.5 Asphaltic Concrete 50 Upper Binder Course - Superpave 9.0 Asphaltic Concrete 50 Lower Binder Course - Superpave 9.0 Asphaltic Concrete 50 BASE - OP Granular A Crushed Stone 600 SUBBASE - OP Granular B Type II SUBGRADE - Either approved fill, in situ soil or OP Granular B Type I or II material placed over in situ soil Minimum Performance Graded (PG) 58-4 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 I or II material. Weak subgrade conditions may be experienced over service trench fill materials. This may require the installation of a geotextile, thicker subbase or other measures recommended at the time of construction as part of the field observation program. The pavement granular base and subbase should be placed in maximum 00 mm thick lifts and compacted to a minimum of 98% of the SPMDD with suitable vibratory equipment. Report: PG90- July, 0 Page

16 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Pavement Structure Drainage Satisfactory performance of the pavement structure is largely dependent on the contact zone between the subgrade material and the base stone in a dry condition. Failure to provide adequate drainage under conditions of heavy wheel loading could result in the fine subgrade material being pumped into the voids in the subbase, thereby reducing load bearing capacity. Due to the low permeability of the subgrade materials consideration to installing subdrains during the pavement construction as per City of Ottawa standards should be provided. The subdrain inverts should be approximately 00 mm below subgrade level. The subgrade surface should be crowned to promote water flow to the drainage lines. Report: PG90- July, 0 Page

17 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 6.0 DESIGN AND CONSTRUCTION PRECAUTIONS 6. Foundation Drainage and Backfill A perimeter foundation drainage system is recommended for proposed structures. The drainage system should consist of a 00 to 50 mm diameter, geotextile-wrapped, perforated pipe, surrounded on all sides by 50 mm of 9 mm clear crushed stone, and 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 the storm sewer. Backfill against the exterior sides of the foundation walls should consist of freedraining, non frost susceptible granular materials. The site materials will be frost susceptible and, as such, are not recommended for placement as backfill unless a composite drainage system (such as system Platon or Miradrain G00N) connected to a drainage system is provided. 6. Protection Against Frost Action Perimeter footings of heated structures are recommended to be insulated against the deleterious effect of frost action. A minimum.5 m thick soil cover (or equivalent) should be provided. A minimum of. m thick soil cover (or equivalent) should be provided for other exterior unheated footings. 6. Excavation Side Slopes The excavations for the proposed development will be mostly through stiff to firm silty clay. Above the groundwater level, for excavations to a depth of approximately m, the side slopes should be stable in the short term at H:V. Flatter slopes could be required for deeper excavations or for excavation below the groundwater level. Where such side slopes are not permissible or practical, temporary shoring should be installed. The subsurface soil at this site is considered to be mainly a Type or soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. The slope cross-sections recommended above are for temporary slopes. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should maintain a safe working distance from any excavation. Report: PG90- July, 0 Page 4

18 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Slopes in excess of m in height should be periodically inspected by the geotechnical consultant to detect if the slopes are exhibiting signs of distress. A trench box is recommended be installed 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 should not remain open for extended periods of time. 6.4 Pipe Bedding and Backfill Bedding and backfill materials should be in accordance with the most recent Material Specifications and Standard Detail Drawings from the City of Ottawa. The pipe bedding for sewer and water pipes should consist of at least 50 mm of OP Granular A material. Where the bedding is located within the firm grey silty clay, the thickness of the bedding material should be increased to a minimum of 00 mm. The material should be placed in maximum 00 mm thick lifts and compacted to a minimum of 95% of the SPMDD. The bedding material should extent, at minimum, to the spring line of the pipe. The cover material, which should consist of OP Granular A, should extend from the spring line of the pipe to a minimum of 00 mm above the obvert of the pipe. The material should be placed in maximum 00 mm thick lifts and compacted to a minimum of 95% of the SPMDD. Generally, it should be possible to place the moist (not wet) brown silty clay above the cover material if the excavation and backfilling operations are completed in dry weather conditions. Wet silty clay materials are difficult to re-use, as the high moisture content does not allow for optimal compaction efforts without an extensive drying period. Where hard surface areas are considered above the trench backfill, the trench backfill material within the frost zone (about.8 m below finished grade) should consist of the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum 00 mm thick loose lifts and compacted to a minimum of 95% of the SPMDD. Report: PG90- July, 0 Page 5

19 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa To reduce long-term lowering of the groundwater level, clay seals should be provided in the service trenches. The seals should be at least.5 m long (in the trench direction) and should extend from trench wall to trench wall. The seals should extend from the frost line and fully penetrate the bedding, subbedding and cover material. The barriers should consist of relatively brown silty clay near optimal moisture content placed in maximum 5 mm thick loose layers and compacted to a minimum of 95% of the SPMDD. The clay seals should be placed at the site boundaries and at strategic locations at a maximum distance of 60 m intervals in the service trenches. 6.5 Groundwater Control Due to the relatively impervious nature of the silty clay materials, it is anticipated that groundwater infiltration into the excavations should be low and controllable by open sumps. A perched groundwater condition may be encountered which may produce significant temporary groundwater infiltration levels. Pumping from open sumps should be sufficient to control the groundwater influx through the sides of shallow excavations. A temporary MOE permit to take water (PTTW) is recommended if more than 50,000 L/day will be pumped during the construction phase. A minimum of 4 to 5 months should be allowed for completion of the application and issuance of the permit by the MOE. 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. 6.6 Winter Construction The subsurface conditions consist of frost susceptible materials. In presence of water and freezing conditions ice could form within the soil mass and heaving and/or settlement could occur upon thawing. Precautions should be provided if winter construction is considered for this project. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the installation of straw, propane heaters, tarpaulins or other suitable means. 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. Report: PG90- July, 0 Page 6

20 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa The trench excavations should be constructed to minimize the introduction of frozen materials into the trenches or pavement structure. The subgrade consists of frost susceptible soils which will experience total and differential frost heaving. In addition, the introduction of frost, snow or ice into the pavement materials, which is difficult to avoid, could adversely affect the performance of the pavement structure. Additional information could be provided, if required. 6.7 Corrosion Potential and Sulphate The results of analytical testing show that the sulphate contents of the submitted samples are less than 0.%. This results are indicative that Type 0 Portland cement (normal cement) would be appropriate for this site. The chloride content and the ph of the samples indicate that they are not significant factors in creating a corrosive environment for exposed ferrous metals at this site, whereas the resistivity is indicative of a non-aggressive to slightly aggressive corrosive environment. 6.8 Landscaping Considerations Tree Planting Restrictions The proposed residential dwellings are located in a high sensitivity area with respect to tree plantings over a silty clay deposit. It is recommended that trees placed within 5 m of the foundation wall consist of low water demanding trees with shallow roots systems that extend less than.5 m below ground surface. Trees placed greater than 5 m from the foundation wall may consist of typical street trees, which are typically moderate water demand species with roots extending to a maximum m depth. It is well documented in the literature, and is our experience, that fast-growing trees located near buildings founded on cohesive soils could result in long-term differential settlements of the structures. Tree varieties with most pronounced effect on foundations are seen to consist of poplars, willows and some maples (i.e. Manitoba Maples) and are not recommended for the landscape design. Swimming Pools The in-situ soils are considered to be acceptable for swimming pools. Above ground swimming pools must be placed a minimum of 5 m away from the residence and neighbouring foundations. Otherwise, pool construction is considered routine, and should be constructed in accordance with the manufacturer`s requirements. Report: PG90- July, 0 Page 7

21 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa Aboveground Hot Tubs Additional grading around the hot tub should not exceed permissible grade raises. Otherwise, hot tub construction is considered routine, and can be constructed in accordance with the manufacturer s specifications. Installation of Decks or Additions Additional grading around proposed deck or addition should not exceed permissible grade raises. Otherwise, standard construction practices are considered acceptable. Report: PG90- July, 0 Page 8

22 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 7.0 RECOMMENDATIONS It is recommended that the following be completed once the master plan and site development are determined: Review detailed grading plan(s) from a geotechnical perspective. Observation of all bearing surfaces prior to the placement of concrete. Periodic observation of the condition of unsupported excavation side slopes in excess of m in height, if applicable. Observation of all subgrades prior to placing backfilling materials. Field density tests to ensure that the specified level of compaction has been 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 Paterson s recommendations could be issued upon request, following the completion of a satisfactory material testing and observation program by the geotechnical consultant. Report: PG90- July, 0 Page 9

23 Ottawa Kingston North Bay Proposed Residential Development 590 Hazeldean Road - Ottawa 8.0 STATEMENT OF LIMITATIONS The recommendations made in this report are in accordance with Paterson s present understanding of the project. Paterson requests permission to review the grading plan once available. Paterson s recommendations should be reviewed when the drawings and specifications are complete. The client should be aware that any information pertaining to soils and the borehole log(s) are furnished as a matter of general information only. Test hole descriptions or log(s) are not to be interpreted as descriptive of conditions at locations other than those of the test holes. A soils investigation is a limited sampling of a site. Should any conditions at the site be encountered which differ from those at the test locations, Paterson requests to be notified immediately in order to permit reassessment of the 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 Richcraft Group of Homes or their agent(s) is not authorized without review by this firm for the applicability of our recommendations to the altered use of the report. Paterson Group Inc. Joe Forsyth, P.Eng. David J. Gilbert, P.Eng. Report Distribution: 856 Ontario Inc. ( copies) Paterson Group ( copy) Report: PG90- July, 0 Page 0

24 APPENDIX SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS UNIDIMENSIONAL CONSOLIDATION TESTING SHEETS ATTERBERG LIMITS TESTING RESULTS ANALYTICAL TEST RESULTS

25 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E 57.7 HOLE NO. BORINGS BY CME 55 Power Auger DATE May 6, 0 PG90 BH - SOIL DESCRIPTION UNDERSIDE OF FOOTING TOPSOIL 0.0 Compact, brown SILTY CLAY with sand.45 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 58 N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Stiff and brown SILTY CLAY grey and firm by.4m depth 5 00 W End of Borehole W Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

26 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. PG90 REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 6, 0 BH - SOIL DESCRIPTION UNDERSIDE OF FOOTING Brown SILTY CLAY with organics Brown SILTY CLAY with sand STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 8 N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff to stiff, brown SILTY CLAY firm and grey by.8m depth GLACIAL TILL: Grey silty clay wtih5.4 gravel End of Borehole Practical refusal to augering at 5.4m depth Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

27 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 6, 0 PG90 BH - SOIL DESCRIPTION UNDERSIDE OF FOOTING Brown SILTY CLAY with organics 0.0 STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Brown SILTY CLAY with sand W Firm, grey SILTY CLAY 5 00 W End of Borehole W Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

28 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 6, 0 PG90 BH 4- SOIL DESCRIPTION UNDERSIDE OF FOOTING Brown SILTY CLAY with organics, 0.0 trace sand 0.60 Brown SILTY SAND with clay Brown CLAYEY SILT with sand. STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction 4 00 W Soft to firm, grey SILTY CLAY 5 00 W End of Borehole Practical refusal to augering at 6.45m depth Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

29 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited N ; E CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario May 6, 0 FILE NO. HOLE NO. PG90 BH 5- SOIL DESCRIPTION UNDERSIDE OF FOOTING Brown SILTY CLAY with organics Brown SILTY SAND with clay STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 8 N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Stiff, brown SILTY CLAY W Firm, grey SILTY CLAY 5 00 W End of Borehole W Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

30 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 7, 0 PG90 BH 6- SOIL DESCRIPTION UNDERSIDE OF FOOTING Brown SILTY CLAY with organics Loose, brown SILTY SAND with clay 0.0. STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 8 N VALUE or RQD 4 DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Brown SILTY CLAY with sand TW Stiff to firm, grey SILTY CLAY End of Borehole 8.84 Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

31 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 7, 0 PG90 BH 7- SOIL DESCRIPTION UNDERSIDE OF FOOTING TOPSOIL Brown SILTY SAND with clay STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 96 N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Brown SILTY CLAY with sand TW Stiff to firm, grey SILTY CLAY End of Borehole W Practical refusal to augering at 7.75m depth Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

32 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E 58.5 HOLE NO. BORINGS BY CME 55 Power Auger DATE May 7, 0 PG90 BH 8- SOIL DESCRIPTION UNDERSIDE OF FOOTING TOPSOIL Brown SILTY SAND with clay Brown SILTY CLAY with sand Very stiff to stiff, brown SILTY CLAY STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction GLACIAL TILL: Brown silty clay with sand and gravel 4.67 End of Borehole Practical refusal to augering at 4.67m depth Based on field observations GWL was not encountered Shear Strength (kpa) Undisturbed Remoulded

33 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 7, 0 PG90 BH 9- SOIL DESCRIPTION UNDERSIDE OF FOOTING TOPSOIL Brown SILTY SAND with clay Very stiff to stiff, brown SILTY CLAY with sand STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY N VALUE or RQD 8 W 8 W DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction W TW Stiff to firm, grey SILTY CLAY W GLACIAL TILL: Grey silty sand with clay and gravel Dynamic Cone Penetration Test commenced at 8.84m depth W Inferred GLACIAL TILL End of Borehole Practical DCPT refusal at 9.55m depth Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

34 54 Colonnade Road South, Ottawa, Ontario KE 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Proposed Residential Development - Hazeldean Road Ottawa, Ontario DATUM Ground surface elevations provided by Annis, O'Sullivan, Vollebekk Limited FILE NO. REMARKS N ; E HOLE NO. BORINGS BY CME 55 Power Auger DATE May 7, 0 PG90 BH0- SOIL DESCRIPTION UNDERSIDE OF FOOTING TOPSOIL Brown SILTY SAND with clay STRATA PLOT TYPE AU SAMPLE NUMBER % RECOVERY 9 N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Stiff, brown SILTY CLAY with sand W TW Firm to stiff, grey SILTY CLAY 6 00 W Dynamic Cone Penetration Test commenced at 9.00m depth. Cone pushed to.4m depth End of Borehole Practical DCPT refusal at.56m depth Based on field observations depth Shear Strength (kpa) Undisturbed Remoulded

35 54 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers SOIL PROFILE AND TEST DATA 590 Hazeldean Road Ottawa, Ontario FILE NO. HOLE NO. DATE Nov, 06 PG096 BH SOIL DESCRIPTION GROUND SURFACE TOPSOIL 0.6 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Stiff, brown SILTY CLAY 00 - grey by.5m depth TW TW GLACIAL TILL: Loose to very dense, grey sandy silt with gravel, cobbles and boulders End of Borehole BH terminated on DCPT refusal at 0.m depth 0.90-Nov.7/06) Shear Strength (kpa) Undisturbed Remoulded

36 54 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers DATE SOIL PROFILE AND TEST DATA 590 Hazeldean Road Ottawa, Ontario Nov, 06 FILE NO. HOLE NO. PG096 BH SOIL DESCRIPTION GROUND SURFACE TOPSOIL 0. STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, brown SILTY CLAY 9 - grey by about.6m depth - firm by 4.m depth 4 - silty sand seams below 4.6m depth TW 5.0 GLACIAL TILL: Compact, grey silty sand with gravel, cobbles and boulders 6.0 End of Borehole Practical refusal to augering at 6.m depth 0.-Nov.7/06) Shear Strength (kpa) Undisturbed Remoulded

37 54 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA 590 Hazeldean Road Ottawa, Ontario Oct 6, 06 FILE NO. HOLE NO. PG096 TP SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction TOPSOIL, some gravel 0.60 Very stiff to stiff, brown SILTY CLAY greyish-brown by.0m depth End of Test Pit.70 (Open hole depth) Shear Strength (kpa) Undisturbed Remoulded

38 54 Colonnade Road, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINGS BY Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA 590 Hazeldean Road Ottawa, Ontario Oct 6, 06 FILE NO. HOLE NO. PG096 TP SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV. Pen. Resist. Blows/0.m 50 mm Dia. Cone Water Content % Piezometer Construction TOPSOIL 0.40 G Stiff to very stiff, greyish-brown SILTY CLAY firm and grey by.m depth - some shells and sand below.m depth End of Test Pit.90 (Open hole depth) Shear Strength (kpa) Undisturbed Remoulded