GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL DEVELOPMENT PART OF LOT 5 CONCESSION 2 (OTTAWA FRONT) BEING PART 2 OF REGISTERED PLAN 4R-19358

Transcription

1 GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL DEVELOPMENT PART OF LOT 5 CONCESSION 2 (OTTAWA FRONT) BEING PART 2 OF REGISTERED PLAN 4R FORMERLY IN GEOGRAPHIC TOWNSHIP OF GLOUCESTER NOW IN THE CITY OF OTTAWA, ONTARIO. Prepared for Lindia Group Attn Mr. Rozario Lindia 1 Heritage Glen Drive Ottawa, Ontario K2J 4T3 By , Chamberland Street K4K 1M6 LRL File No: Revised October 21, 2010

2 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 February 2009 City of Ottawa, Ontario TABLE OF CONTENTS 1 INTRODUCTION SITE DESCRIPTION FIELDWORK SUBSURFACE SOIL AND GROUNDWATER CONDITIONS Geological Mapping Soil Stratigraphy Topsoil Fill Sand Clay Refusal/Bedrock Groundwater Conditions GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS Foundations Settlement Slab-on-grade Construction Frost Protection Permanent Drainage EXCAVATION AND BACKFILLING REQUIREMENTS Excavation and Groundwater Control Groundwater Control Trench Backfill Suitability of On-site Soils Backfill Against Foundation Walls PAVEMENT DESIGN Subgrade Preparation SLOPE STABILITY ASSESSMENT Slope Description Assessment Recommendations INSPECTION SERVICES REPORT CONDITIONS AND LIMITATIONS...11 LIST OF TABLES Table 1: Soil Depth Summary..3 Table 2: Recommended Pavement Structure..9

3 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 February 2009 City of Ottawa, Ontario APPENDICES Appendix A: PROPOSED Site Development Plan and Test Pit Location Appendix B: Test Pit Logs Appendix C: Slope Stability Analysis Computer Results

4 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 1 of 12 1 INTRODUCTION (LRL) was retained to perform a geotechnical investigation for a proposed residential development located on a vacant property on Henri Lauzon Street within the City of Ottawa, Ontario. It is our understanding that the site development will consist in the construction of five townhouse structures. Three townhouses, which would be located in the east of the property, would comprise of six units with an approximate footprint of 434m 2. Near the center of the property a five unit townhouse with an approximate footprint of 373m 2 is proposed while a three unit townhouse is proposed in the west of the property, fronting Henri Lauzon Street. Every townhouse unit will be two stories high with basements and attached garages. An access road and a parking area are proposed within the development. Finally, the site will be serviced by the municipal sewers and water. As per the site grading and servicing plans drawing C1 to C5 prepared by Levac Robichaud Leclerc Associates Ltd and dated may 2008, it is proposed to raise the general grade of the terrain by a maximum of 1.2m in the northeast corner of the property. The invert of the underground services would extend to a maximum depth of 4.50m below ground surface. Considering the presence of a slope along the north property line, the City of Ottawa requested that a slope stability analysis be performed. This geotechnical investigation was undertaken to: a) Establish the geotechnical and groundwater conditions underlying the site; b) Make recommendations regarding the most suitable type of foundations, founding depth and the limit state bearing capacities of the founding stratum; c) Discuss excavation conditions during the construction; d) Comment on backfilling requirements and the suitability of the on-site soils for backfilling purposes; e) Recommend a pavement structure for the access road and the parking area; and f) Perform a slope stability assessment. This report has been prepared in consideration of the terms and conditions noted above and with the assumption that the design of the project will satisfy any applicable codes and standards. Should there be any changes in the design features, which may relate to the geotechnical considerations, should be advised in order to review the report recommendations.

5 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 2 of 12 2 SITE DESCRIPTION The site under study is currently vacant. The terrain is mostly flat, except along the west property line where the terrain slopes towards Henri Lauzon Street, to the west. It is noted that along the north property line, the terrain slopes north, towards Notre-Dame Street, on the adjacent properties. The slope has a total difference of elevation of 7.7m and a horizontal length of 73m. Further details on the slope are provided in subsequent section 8.0. The property is fronting approximately 26m on Henri Lauzon Street. It has an irregular L shape being approximately 106m deep (east-west) by 67m wide (north-south) at the back of the property, for a total surface area of approximately 5,463 sq meters (1.3 acres). Currently, the site is vacant and covered with overgrown grasses along with some scattered shrubs and immature trees. 3 FIELDWORK The fieldwork for this project comprised of digging eight (8) test pits (TP-1 to TP-8) across the site using a backhoe operated by a local contractor and under the supervision of LRL technical staff. The test pits were terminated at depths ranging between 2.10 and 4.30m below the ground surface. Prior to any intrusive work, the locations of all underground utilities were confirmed. Please refer to Appendix A for the approximate location of all test pits performed as part of this investigation and for the proposed site development plan. Every soil types and interfaces were described and measured. The state of compactness of the granular soil was determined using a dynamic cone penetrometer. The undrained shear strength of the cohesive soils was determined using a calibrated Roctest H-60 inspection vane performed at various depths below the ground surface. All soil samples were visually examined, described, logged and stored before being transported to our office for further examination by our geotechnical engineer. The ground surface elevations of the test pits were interpolated using the existing grades on the site drainage plan by LRL. Standpipes (25mm PVC pipes) were installed in TP-1, TP-2, TP-4 and TP-5 following their completion in order to establish the static water elevation. The groundwater level was measured on February 20, SUBSURFACE SOIL AND GROUNDWATER CONDITIONS 4.1 Geological Mapping A review of surficial geology maps provided by Department of Energy, Mines and Resources Canada suggest that the surficial geology for this area consist of deltaic and estuarian deposits which are composed of sand. The overburden drift thickness across the property would range between 50 m to 100 m.

6 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 3 of Soil Stratigraphy Table 1 provides a summary of the soils encountered in each test pit location including the depth of each soil interface. For more details, please refer to the attached Test Pit Logs presented in Appendix B. Table 1: Soil Depth Summary Soil encountered Depth of soil interface (m) TP-1 TP-2 TP-3 TP-4 Ground Surface Elev Topsoil Fill NE NE Sand NE Clay NE Groundwater level (February 20, 2009) NM 2.50 Soil encountered TP-5 TP-6 TP-7 TP-8 Ground Surface Elev Topsoil Sand Clay NE NE NE Groundwater level (February 20, 2009) 2.10 NM NM NM NE: Not Encountered Topsoil A topsoil layer was encountered at the surface of all test pit performed as part of this investigation. This layer is between 100mm to 150mm thick. The topsoil is described as dark brown sandy loam Fill A layer of fill was encountered underlying topsoil in TP-1 and TP-2 only. The fill is composed of mix layers of sand and topsoil; it is loose in compactness and dry. The fill layer was measured to be 0.70m thick in TP-1 and 0.25m in TP-2 and was found resting over native sand in both test pits Sand A sand deposit was encountered in all test pits, except TP-3. The sand is fine grained with traces of silt, light brown and dry at the surface becoming light grey and moist with depth. Based on the water levels taken in February 2009, it is anticipated that depending on the season, the sand could become saturated with depth The sand was found in a compact state. The sand was found resting over clay in TP-1, TP-2 and TP-8. TP-4 to TP-7, were terminated within this soil stratum Clay A clay deposit was encountered underlying sand in TP-1, TP-2 and TP-8 and underlying topsoil in TP-3. In general, the clay is described as silty, olive grey in colour, massive in texture, it has a high plasticity, it is moist and stiff in consistency (50 kpa < Cu < 80 kpa). In TP-3, the clay is desiccated with a blocky texture and very stiff in consistency (Cu >

7 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 4 of kpa) at the surface and becomes massive texture and is stiff in consistency below the depth of 2.50m. TP-1, TP-2, TP-3 and TP-8 were terminated within this soil stratum Refusal/Bedrock Test pit were dug to depth ranging between 2.1 m and 4.30 m without obtaining refusal. As mentioned above, the overburden drift thickness would range between 50 m to 100m. 4.3 Groundwater Conditions At the time of the fieldwork (August 2008), no groundwater table were observed in the open test pits following a stabilization period. The groundwater levels were measured on February 20, 2008 using a water level in the standpipes installed in TP-1, TP-2, TP-4 and TP-5. Groundwater levels are shown in Table 1. The groundwater table was found within the sand deposit at depths ranging between 1.29m bgs to 2.50m bgs. This water table is considered a seasonal perched water table that flows within the pervious sand deposit over the impervious clay deposit. It shall be noted that groundwater levels could fluctuate with seasonal weather conditions, (i.e.: rainfall, droughts, spring thawing). 5 GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS It is our understanding that the site development will consist in the construction of five townhouse structures. Three townhouses, which would be located in the east of the property, would comprise of six units with an approximate footprint of 434m 2. Near the center of the property a five unit townhouse with an approximate footprint of 373m 2 is proposed while a three unit townhouse is proposed in the west of the property, fronting Henri Lauzon Street. Every townhouse unit will be two stories high with basements and attached garages. An access road and a parking area are proposed within the development. Finally, the site will be serviced by the municipal sewers and water. As per the site grading and servicing plans drawing C1 to C5 prepared by Levac Robichaud Leclerc Associates Ltd and dated may 2008, it is proposed to raise the general grade of the terrain by a maximum of 1.2m in the northeast corner of the property. The invert of the underground services would extend to a maximum depth of 4.50m below ground surface. Considering the presence of a slope along the north property line, the City of Ottawa requested that a slope stability analysis be performed.

8 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 5 of Foundations Based on the proposed development plan and the subsurface soil conditions, it is anticipated that the footings will rest over the sand deposit. It is noted that clay could be encountered in the east section of the property. The footings for all proposed buildings may be founded over the sand and/or the clay deposits set below frost depth or with its equivalent frost protection. The foundations for the proposed buildings may be supported by conventional strip and column footings founded on the above mentioned soils. A Serviceability Limit State (SLS) capacity of 100 kpa and an Ultimate Limit State (ULS) bearing capacity of 150 kpa may be used for the design of the foundations. This corresponds to an allowable pressure of 100 kpa. Grade raise from the existing ground surface shall be limited to a maximum of 1.2m. Furthermore, the footings shall be set 300mm above the high groundwater table. Should a greater bearing capacity or grade raise be required, further testing, including consolidation tests on the clay, shall be required to confirm potential settlement. The soil is classified site as class E as per the Site Classification for Seismic Site Response in the latest Ontario Building Code. Should a greater Site Class be required, a specific investigation shall be performed to determine the average shear wave velocity of the soil. The given allowable bearing capacity is based on concrete continuous footings being not less than 0.6m wide or more than 2.5m wide and on reinforced concrete bases not exceeding 5.0m along any sides. Should excavation below the underside of the footing be required, consideration shall be given to support the footings on structural fill. The structural fill must extend beyond the outside edges of the footings a distance equal to the depth of the structural fill below the footing. The recommended material to be used as structural fill to support the footings shall consist of Granular B Type II crushed stone, or an approved equivalent material. The structural fill shall be placed over undisturbed native soils in layers not exceeding 300 mm and compacted to 98 percent of its Standard Proctor Maximum Dry Density (SPMDD) as per ASTM D-698. Prior to placing any structural fill or to pouring the footings, it is required that any disturbed soils along the base of the footing be removed and that the subgrade soils be inspected and approved by the geotechnical engineer. Furthermore, the structural fill must be tested to ensure that the specified compaction level was achieved. 5.2 Settlement The estimated total settlement of the foundations, designed using the Serviceability Limit State bearing value given herein, is less than 25mm. The differential settlement between adjacent column footings is anticipated to be less than half the total estimated settlement. The estimated foundation settlement is considered to be within tolerable and acceptable limits for masonry construction.

9 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 6 of Slab-on-grade Construction Slab-on-grade construction will be acceptable over the native sand, native clay or structural fill only. Therefore, all fill material and organic soil encountered shall be removed from the building s footprint. Any underfloor fill needed to raise the general floor grade shall consist of Granular B Type I material or an approved equivalent, compacted to 95 percent of its standard proctor maximum dry density (SPMDD). The final lift shall be compacted to 98 percent of its SPMDD. A 200 mm layer of Granular A material shall be placed under the slab and compacted to at least 98% of the SPMDD. In order to further minimize and control cracking, the floor slab shall be provided with wire mesh reinforcement and construction or control joints. The construction or control joints should be spaced equal distance in both direction and where possible not exceeding a distance of 4.5 m. The wire mesh reinforcement shall be carried through the joints. 5.4 Frost Protection Exterior footings and any footings located in unheated portions of the building shall be protected against frost heaving by providing a minimum of 1.5 m of earth cover under snow covered surface or 1.7 m under exposed surfaces (i.e. sidewalks, paved areas, etc.), or its equivalent in insulation protection. LRL shall review the detail design of frost protection with the use of equivalent insulation prior to construction. In the event that foundations are to be constructed during winter months, foundation soils are required to be protected from freezing temperatures using suitable construction techniques. Therefore, the base of all excavations should be insulated from freezing temperature immediately upon exposure, until the time that heat can be supplied to the building interior and footings have sufficient soil cover to prevent freezing of the subgrade soils. This is mostly to protect the concrete from freezing when it is in contact with bedrock during cold temperatures. 5.5 Permanent Drainage All structure having a basement will require permanent perimeter drainage. The drainage pipe should be wrapped in a geotextile sock and it should be embedded in a 300mm layer of 20mm diameter clear crushed stone adjacent to the perimeter footings. The drainage pipe shall be connected positively to a suitable outlet such as a sump pit or storm sewer. In order to prevent the ponding of water adjacent to the foundation walls, the roof water shall be controlled by a roof drainage system and the exterior grade shall be sloped to shed water away from the walls.

10 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 7 of 12 6 EXCAVATION AND BACKFILLING REQUIREMENTS 6.1 Excavation and Groundwater Control According to the Ontario s Occupational Health and Safety Act (OHSA), O. Reg. 527/00, shallow temporary overburden excavation performed in the fill layer and in the sand layer, below the water table, will be classified as Type 4. Shallow temporary excavation in the native dry compact sand and in the clay deposit encountered at this site can be classified as Type 3. According to the Ontario s Occupational Health and Safety Act (OHSA), O. Reg. 527/00, shallow temporary excavation in the overburden soil classified as Type 4 shall be sloped at 3 horizontal to 1 vertical from the base of the excavations at 1 horizontal to 1 vertical from the base of the excavation in Type 3 soils. The excavations shall be performed as per requirements of the OHSA regulations. Any excavated material stockpiled near a trench shall be stored at a distance equal to or greater than the depth of the excavated soil within the trench. The listed slopes are for fully drained excavations. Much gentler slopes could be required under undrained excavations, where local water infiltrations occur and where the excavations are exposed for prolonged period of time. If the aforementioned slopes are not possible or practical to achieve due to space restrictions or obstacles, the excavation shall be shored according to OHSA Reg. 213/91. A geotechnical engineer shall design and approve the shoring and establish the shoring depth under the excavation profile. 6.2 Groundwater Control It is expected that any surface groundwater seepage or infiltration entering the shallow excavations can be controlled with an effective sump and pump system. Surface water runoff into the excavation should be avoided and diverted away from the excavation. As mentioned above, a seasonal water table was encountered in the test pits. Therefore, depending on the time of excavation, a groundwater table could be encountered above the invert of underground municipal services. The sand could be susceptible to piping and scouring from water pressure at the base of the excavation. In these areas, special consideration should be given to water control such as pre-pumping using wells or points. 6.3 Trench Backfill It is anticipated that the new services will be founded over sand and/or clay. Bedding, thickness of cover material and compaction requirements for sewers and watermains shall conform to the manufacturers design requirements and to the requirements and detail installations outlined in the Ontario Provincial Standard Specifications (OPSS), drawings OPSD or Class B or Class C for concrete pipes and OPSD for flexible pipes. Where sand will constitute the founding soil and where the invert will be located below the groundwater table, it could be susceptible to piping and scouring from water pressure at the base of the excavation. Furthermore, this soil can be easily disturbed from the excavation activities. Therefore, special precautions shall be taken in these

11 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 8 of 12 areas to stabilize and confine the base of the excavation such as using recompression and dewatering methods. Furthermore, it is recommended to increase the bedding to 300mm, where the pipe invert will rest over saturated sand. The bedding shall also be placed over a geotextile (OPSS 1860 Class 2) under these conditions. In order to properly compact the bedding the water table shall be kept at least 0.15m below the base of the excavation. All service trenches shall be backfilled using compactable material, free of organic, debris and large cobbles or boulders. Within the top 1.8m below proposed paved areas, the material shall consist of material similar to that excavated from the trenches in order to prevent differential frost heaving. Such heaving will occur where non-frost-susceptible granular fill is used to backfill trenches through frost-susceptible soils. This material shall be placed in lifts not exceeding 300mm, within ±2% of its optimal moisture content and compacted to at least 95% of its SPMDD. 6.4 Suitability of On-site Soils The existing overburden soil consists of topsoil, fill sand and clay. The sand may be used as Granular B type I if it meets the required gradation. Any imported material should conform to OPSS Granular B - Type I. The clay is frost susceptible, and is not recommended for backfilling purposes against foundation walls. However, it could be reused as general backfill material (service trenches and landscaping) if they can be compacted according to the specifications outlined herein at the time of construction. Catch basins and manholes shall be backfilled using Granular B Type I. A 3 horizontal to 1 vertical frost taper shall be constructed within the upper 1.5m to the subgrade. It is recommended, due to the nature of the native soils, that the joints between catch basin and manhole sections be wrapped with non-woven geotextile as per OPSS Type I in order to prevent fine soil infiltration. 6.5 Backfill Against Foundation Walls Backfill materials against foundation wall shall consist of free-draining, non-frostsusceptible granular material (i.e., Granular "C", clean sand) compacted to 90 percent of its SPMDD using light compaction equipment. The compaction should be increased to 95 percent under walkways or paved areas close to the foundation wall. Backfilling against foundation walls shall be carried out on both sides of the wall at the same time. Site grading shall be sloped away from the building area. 7 PAVEMENT DESIGN It is anticipated that the subgrade soils will consist mostly of sand near the center of the property, fill in the east portion of the site and clay in the west portion of the site. The construction of access road and parking areas will be acceptable over the sand and clay deposits only. As the fill is composed of mixed layers of topsoil and sand it shall be excavated from the footprint of the proposed access lane and parking areas. The representative soil modulus of the subgrade soils is 39 MPa (5 600 psi). The Granular Base Equivalency (GBE) thickness was calculated at 300 mm for the parking areas and 450 mm for the access road.

12 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 9 of 12 The following Table 2 presents the recommended pavement structure to be constructed over a stable subgrade along the proposed parking areas and access road. Table 2: Recommended Pavement Structure Course Material Thickness (mm) Parking Areas (mm) Access Road (mm) GBE Surface HL3 A/C Binder HL8 A/C - 40 Base course Granular "A" Sub base Granular "B" Type II Total: The base and sub base granular materials shall conform to OPSS Form 1010 material specifications. The sub base material shall be free draining and not prone to capillary uprising. They shall be tested and approved by a geotechnical engineer prior to delivery to the site and shall be compacted to at least 100% SPMDD. Asphalt concrete shall conform to OPSS Form 1150 and be placed and compacted to at least 97% of the Marshall Density. The mix and its constituents shall be reviewed, tested and approved by a geotechnical engineer prior to delivery to the site. 7.1 Subgrade Preparation The surficial soils should be stripped of topsoil, fill and other obvious objectionable material. Following the backfilling and satisfactory compaction of any underground service trenches up to the subgrade level, the subgrade shall be shaped, crowned and proof-rolled using heavy roller with any resulting soft areas sub excavated down to an adequate bearing layer and replaced with approved backfill. Any subgrade fill needed should be placed in small lifts and compacted to 95 percent of SPMDD. The preparation of subgrade shall be scheduled and carried out in manner so that a protective cover of overlying granular material is placed as quickly as possible in order to avoid unnecessary circulation by heavy equipment, except on unexcavated or protected surfaces. Frost protection of the surface shall be implemented if works are carried out during the winter months. Proper treatments of frost transition between two soils shall be as per Standards OPSD to OPSD

13 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 10 of 12 8 SLOPE STABILITY ASSESSMENT 8.1 Slope Description As stated herein, the north property line of the property is bordered by a slope to the north, leading down to Notre-Dame Street. Base on the existing grades obtained from the above mentioned grading plan, the slope has a total difference of elevation of 7.7m and a horizontal length of 73m. The slope stability analyses were performed with the proposed 1.2m grade raise along the north property line. Therefore the slope will have a total height of 8.9m over a horizontal length of 73m. The top of the slope will average 14 degrees over a horizontal length of 7.0m and a difference of elevation of 1.75m. The middle portion of the slope averages 9 degrees over a horizontal length of 21m and a difference of elevation of 3.25m. The bottom portion of the slope averages 5 degrees over a horizontal length of 45m and a difference of elevation of 2m. The slope is located within a developed urban sector and dwellings were constructed within the bottom of the slope. The slope is mostly covered with vegetation and shows no signs of instabilities. As per the above mentioned site grading plan a swale is proposed near the north property line in order to control surface water. 8.2 Assessment The Software Slide 5.0 by Geoscience was used to implement the modified Bishop simplified method of slices. The data obtained from the test pits boreholes (TP-4 and TP-6) performed near the crest of the slope were used in the analysis. These test pits revealed that the overburden soils in the area consist of sand down to depths greater than 3.60m bgs. However, base on other test pits performed on the site, it is anticipated that a clay deposit is underlying the sand layer. The in-situ clay was found to be generally stiff in consistency (50kPa < Cu < 80 kpa). Long term analysis was performed using conservative values; effective cohesion of 7 kpa and effective angle of friction 32 degrees. The slopes were analyzed under full saturation, as it is the most critical condition. The analysis was performed with the proposed 1.2m grade raise and with the proposed structures, located 7m and 45m away from the top of the existing slope. Computer results are presented in Appendix C. The analyses conducted on the slope indicate that the factors of safety against short and long term stability are greater than 1.6. A minimum value of 1.5 is considered acceptable. It is noted that, on an adjacent property to the north, a 2.5m high gabion retaining wall is located at a distance of more than 9m from the proposed townhouses. Based on the height of the retaining wall and the distance between the existing retaining wall and the proposed townhouses, it is our professional opinion that the proposed townhouses will not affect the stability of the existing retaining wall and that the existing retaining wall will not affect the stability of the townhouses.

14 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 11 of Recommendations Based on the slope stability assessment, the proposed development will not affect the stability of neither the slope nor the retaining wall. However, the top of the slope shall not be overloaded in excess of the 1.2m grade raise in any way at any time. A geotechnical engineer shall review or inspect any works to be performed in or near the bottom of the slope. 9 INSPECTION SERVICES The use of the allowable bearing pressure contained in this report for the design of spread footings is conditional on footings being constructed on undisturbed soil or suitably prepared structural fill reviewed and approved as such by this firm. As such, a geotechnical construction review program is recommended, whereby the following aspects of construction are reviewed: a) Inspection of in-situ soil subgrade prior to backfilling. b) Field density tests during the backfilling program, to ensure that the specified level of compaction has been achieved. c) Inspection of all bearing surfaces prior to the placement of concrete for the footings. The completion of a review program of this type will result in the issuance of an engineering report confirming that these works have been completed in accordance with and in compliance with the general intent of the geotechnical recommendations. 10 REPORT CONDITIONS AND LIMITATIONS The recommendations and data contained in this report are intended for design purpose only. The use of this report as a construction document is neither intended nor authorized by Contractors and others involved in the construction of this project are advised to make an independent assessment of the subsurface soil and groundwater conditions for the purpose of establishing quantities, schedules and construction techniques. The recommendations provided in this report are based on subsurface data obtained at the test locations. Experience indicates that the subsurface soil and groundwater conditions can vary significantly between and beyond the test locations. For this reason, the recommendations given in this report are subject to a field verification of the subsurface soil conditions at the time of construction. The report recommendations are applicable only to the project described in the report. Any changes will require a review by, to insure compatibility with the recommendations contained in this project.

15 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 Revised October 2010 City of Ottawa, Ontario Page 12 of 12 We trust that this report will meet your requirements. Should you have any questions or comments, please contact the undersigned. Yours truly, Benoît Charlebois, EIT Marc-Antoine Laforte, P. Eng. Ph. D.

16 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 February 2009 Casselman, Ontario Appendix APPENDIX A PROPOSED SITE DEVELOPMENT PLAN AND TEST PIT LOCATION

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18 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 February 2009 Casselman, Ontario Appendix APPENDIX B TEST PITS LOGS

19 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-1 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Fill: Mixed layers of sand and topsoil Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact m (February 20, 2009) Clay: Silty, olive grey in colour, massive texture, high plasticity, moist and stiff in consistency End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

20 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-2 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam Fill: Sand with presence of organics, light brown to dark brown in colour, dry. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact Clay: Silty, olive grey in colour, massive texture, high plasticity, moist and stiff in consistency. End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

21 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-3 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 150mm of dark brown sandy loam. 0.5 Clay: Silty, olive grey in colour, desiccated with a blocky texture at the surface and a massive texture onwards, high plasticity, moist and stiff in consistency End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

22 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-4 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact m (February 20, 2009) End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

23 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-5 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact m (February 20, 2009) End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

24 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-6 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

25 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-7 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

26 LEVAC ROBICHAUD LECLERC ASSOCIATES LTD. Project Managers and Consulting Engineers Project No: Project: Proposed Residential Development Client: Lindia Group Location: Henri Lauzon Street, City of Ottawa, Ontario Test Pit: TP-8 Date: August 27, 2008 Technician: Benoît Charlebois Datum: Geodetic Equipment: Backhoe Page 1 of 1 STRATIGRAPHY CONSISTENCY Depth (m) Elev./Depth (m) Soil Description Sample SHEAR STRENGHT (kn/m2) PENETRATION TEST (Blows/0.1m) LIQUID LIMIT (WL) WATER CONTENT (W) WATER LEVEL Ground surface Topsoil: 100mm of dark brown sandy loam. Sand: Fine grained with traces of silt, light brown in colour and dry becoming light grey and moist with depth, compact Clay: Silty, olive grey in colour, massive texture, high plasticity, moist and stiff in consistency End of Test Pit , Chamberland Street Rockland, ON K4K 1M6 Tel: Fax:

27 Part of Lot 5 Concession 2 (OF) Being Part 2 of RP4-R19358 February 2009 Casselman, Ontario Appendix APPENDIX C SLOPE STABILITY ANALYSIS COMPUTER RESULTS

28 Safety Factor kn/m2 W kn/m W Slope Stability Analysis Lindia Group Short Term Analysis Failure Direction: Left to Right Units of Measurement: SI Units Pore Fluid Unit Weight: 9.81 kn/m3 Bishop simplified Loading 2 Distributed Loads present: Material Properties Material: Clay Strength Type: Undrained Unit Weight: 17 kn/m3 Cohesion Type: Constant Cohesion: 50 kpa Water Surface: None Material: Sand Strength Type: Mohr-Coulomb Unit Weight: 20 kn/m3 Cohesion: 1 kpa Friction Angle: 28 degrees Water Surface: Water Table Custom Hu value: 1 FS: Center: , Radius: Left Slip Surface Endpoint: , Right Slip Surface Endpoint: , Resisting Moment= kn-m Driving Moment= kn-m -80 m m

29 Safety Factor kn/m2 W kn/m W Slope Stability Analysis Lindia Group Lon Term Analysis Failure Direction: Left to Right Units of Measurement: SI Units Pore Fluid Unit Weight: 9.81 kn/m3 Bishop simplified 2 Distributed Loads present: Material Properties Material: Clay Strength Type: Mohr-Coulomb Unit Weight: 17 kn/m3 Cohesion: 7 kpa Friction Angle: 32 degrees Water Surface: Water Table Custom Hu value: 1 Material: Sand Strength Type: Mohr-Coulomb Unit Weight: 20 kn/m3 Cohesion: 1 kpa Friction Angle: 32 degrees Water Surface: Water Table Custom Hu value: 1 Method: bishop simplified FS: Center: , Radius: Left Slip Surface Endpoint: , Right Slip Surface Endpoint: 4.136, Resisting Moment= kn-m Driving Moment= kn-m -150 m m