REPORT ON GEOTECHNICAL INVESTIGATION 1251 MAIN STREET NORTH. STITTSVILLE, ONTARIO REPORT NO.: G-CPR-A REPORT DATE: SEPTEMBER 24, 2015

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1 REPORT ON GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH. TITTVIE, ONTARIO REPORT NO.: G-CPR-A REPORT DATE: EPTEMBER 24, 2015 PREPARED FOR CHOICE PROPERTIE REIT 22 T. CAIR AVENUE EAT TORONTO, ONTARIO M4T KONRAD CRECENT, UNIT 16, MARKHAM, ONTARIO 3R 9X2 TE.: FAX:

2 Toronto Inspection td. Table of Contents 1.0 INTRODUCTION ITE CONDITION INVETIGATION PROCEDURE UMMARIZED ITE AND UBURFACE CONDITION urface Course Fill andy ilt / Till Bedrock Groundwater RECOMMENDATION ite Preparation Foundation Design Floor lab Construction Earthquake Consideration Excavation and Backfilling GENERA TATEMENT OF IMITATION...7 DRAWING Borehole ocation Plan Drawing No. 1 Borehole ogs (BH-1 to BH-4) Drawing Nos G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 8 of 7

3 Toronto Inspection td. 1.0 INTRODUCTION Toronto Inspection td. was retained by Choice Properties REIT to conduct a geotechnical investigation within the area of the proposed Retail B building, at 1251 Main treet North in tittsville, Ontario (hereafter described as the ite ). The purpose of the investigation was to determine the subsoil and groundwater conditions at the locations of the proposed retail building, and provide our recommendations of the design and construction of the structure. In particular, geotechnical data was to be provided for: General founding conditions Foundation design bearing pressures Construction recommendations Excavation recommendations This report is provided on the basis of the above terms of reference and on an assumption that the design of the structure will be in accordance with the applicable guidelines, building codes and standards. If there are any changes in the design features relevant to the geotechnical analyses, our office should be consulted to review the design and to confirm the recommendations and comments provided in the report. 2.0 ITE CONDITION The ite, at the southwest corner of the parking lot of the existing Independent Grocer tore, is located at the northeast intersection of Main treet North and Carp Road in tittsville, Ontario. At the time of the geotechnical investigation, the proposed retail area was a paved parking lot. The site gradient within the area was relatively flat. 3.0 INVETIGATION PROCEDURE The field work for the investigation was carried out on eptember 11, A total of four sampled boreholes (BH-1 to BH-4), extending to depths of 5.4m to 5.8m from grade, were conducted in the location of the proposed retail, designated by the client, at locations shown in the appended Borehole ocation Plan, Drawing No. 1. The boreholes were advanced using a truck mounted drill rig, equipped with continuous flight hollow stem augers, sampling rods and a drop hammer, supplied by a specialist drilling contractor. oil samples were taken at 0.76m intervals to depths of 3.0m below the existing ground level. Below the depth, the sampling frequency was increased to G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 1 of 7

4 Toronto Inspection td. 1.5m. The samples were obtained using a split spoon sampler in conjunction with tandard Penetration Tests using a driving energy of 475 joules (350 ft-lbs). The soil samples were identified and logged in the field and were carefully bagged for later visual identification and the determination of moisture content. Groundwater observations were made in the boreholes during and upon the completion of drilling. The locations of boreholes are shown on the appended Borehole ocation Plan (Drawing No. 1). The ground elevations at the borehole locations were interpolated from the survey drawing, Topographical Plan of Part of Block 32, Registered Plan 4M-1103, City of Ottawa, prepared by Annis, O'ullivan, Vollebekk td., dated August 17, UMMARIZED ITE AND UBURFACE CONDITION Reference is made to the appended Borehole ocation Plan (Drawing No. 1), ogs of Boreholes (Drawing Nos. 2 to 5), for details of field work, including soil classification, inferred stratigraphy, and groundwater observations carried out during and on completion of borehole drilling. The boreholes revealed that the subsoil, below the asphalt pavement, consisted of a layer of fill, overlying native sandy silt or sandy silt till deposits. Brief descriptions of the subsoils, encountered at the borehole locations, were as follows: 4.1 urface Course 4.2 Fill Asphalt pavement, consisting of approximately 50mm thick of asphalt over granular bases, extending to depths of 0.6m to 0.75m from grade, was contacted at the borehole locations. A layer of fill was contacted underlying the asphalt pavement at the borehole locations. The fill consisted of a mixture of sand, gravel and some silt, with saturated sand or crushed gravel/stone layers. Based on the soil quality and the tandard Penetration N-values, in the range of 13 to 69 blows per 0.3m penetration, it appears that the fill has been placed and compacted under some supervision. The higher N-values, more than 30 blows, might be due to the presence of gravel or cobbles in the fill and might not reflect the actual relative density of the fill material. The fill extended to depths of 4.3m to 4.7m from grade G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 2 of 7

5 Toronto Inspection td. The in-situ moisture content of the soil samples obtained from the fill ranged from 6% to 12%, indicating moist to very moist conditions, with wet layers at the lower level of the fill. 4.3 andy ilt / Till A sandy silt / till deposit was contacted at the borehole locations, below the fill, at depths of 4.3m to 4.7m from grade. The deposit contained some gravel, with trace of clayey silt. Based on the tandard Penetration N-values of 16 to 38 blows per 0.3m penetration, the relative density of the sandy silt / till deposit was compact to dense. Boreholes BH-1 to BH-4 were terminated in the sandy silt / till deposit at depths of 5.4m to 5.8m from grade, due to refusal to augering on probable bedrock. The in-situ moisture content of the soil samples retrieved from this deposit ranged from 8% to 15%, indicating moist to wet conditions. 4.4 Bedrock Boreholes BH-1 to BH-4 were terminated at depths of 5.4m to 5.8m from grade, on refusal to augering. We believe that refusal to augering probably represents bedrock at the ite. However, the type and the quality of the bedrock was not determined by coring. 4.5 Groundwater Free water, including wet cave-in, was recorded at the borehole locations, at depths of 2.4m to 3.0m from grade, during and upon completion of drilling and sampling. Based on the moisture content profile of the soil samples retrieved from the boreholes and our field observations at the ite, during and upon completion of the drilling process, it is our opinion that the free water represents the perched water within the saturated sand or crushed gravel/stone layers in the fill and in the saturated sandy silt / till deposit. The stabilized water level, however, was not established G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 3 of 7

6 Toronto Inspection td. 5.0 RECOMMENDATION We understand that the development within the area of the investigation will consist of a one storey structure, without basements. The slab-on-grade of the proposed Retail B building was not known at the time of preparation of this report. For the purpose of this report, we have assumed the finished floor elevation of the building will be at or close to the existing ground level. Based on the subsoil and groundwater conditions encountered at the borehole locations, our comments and recommendations for the design and construction of the proposed structure are as follows: 5.1 ite Preparation The existing fill, encountered at the borehole locations, appears to have been compacted under some supervision and can be left in place in its current state, for the design and construction of the slab-on-grade of the proposed building. To achieve uniform subgrade conditions, we recommend that after removal of the surfacial asphalt pavement, topsoil and unsuitable surface soil, if encountered, the subgrade/granular bases should be proof-rolled, after it has been reviewed by a soils engineer from our office. Any new fill, to be placed within the proposed building area, should consist of organics free soil and compacted in 200mm lifts to at least 98% of its tandard Proctor maximum dry density. 5.2 Foundation Design The proposed retail building can be supported on conventional spread/strip footings, founded on the existing fill. Conventional spread/strip footings of the proposed building, Retail B, founded on the existing compact fill, at or below depths of 1.5m below the outside grade, can be designed using the following bearing pressures: at Factored Ultimate imit tate = 150 kpa at erviceability imit tate = 100 kpa For strip foundations placed in the fill, we recommend that all perimeter footings should be reinforced with at least 2-15M bars, continuously. This reinforcement will bridge any loose pockets of fill, if any, under the footings G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 4 of 7

7 Toronto Inspection td. The total and differential settlement of footings, designed for the above erviceability imit tate, will not exceed 20mm and 15mm, respectively. All perimeter footings or any footings, which may be exposed to freezing conditions, should be placed below the frost penetration depth of 1.5m below the outside grade or provided with an equivalent thermal protection. It should be noted that the above recommendations for foundations have been analysed by Toronto Inspection td. from the subsoil information obtained at the borehole locations. The bearing material, the interpretation between the boreholes and the recommendations of this report must be checked through field inspection provided by Toronto Inspection td. to validate the information for use during the construction stage. 5.3 Floor lab Construction The floor slab can be designed and constructed as a conventional slab-on-grade method. The subgrade should be thoroughly proof-rolled under the supervision of a geotechnical technician from Toronto Inspection td. Any compressible, loose, or weak spots encountered during the proof rolling process, should be subexcavated to a firm ground. Any backfill of the sub-excavated areas or new fill, below the slab-on-grade, should consist of organic free soils, compacted to at least 98% of its tandard Proctor maximum dry density (PMDD). A bedding consisting of at least 150 mm of granular A (OP Form 1010) or its approved equivalent, is recommended as a moisture barrier under a light to medium loaded floor slab. The bedding should be compacted to at least 100% PMDD. 5.4 Earthquake Consideration The Ontario Building Code requires that all buildings be designed to resist earthquake forces. In accordance with Table A of the Ontario Building Code, the site classification for the eismic ite Response is Class D (stiff soil). The acceleration and velocity based site coefficients, Fa and Fv, should conform to Tables B and C. These values should be reviewed by the tructural Engineer G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 5 of 7

8 Toronto Inspection td. 5.5 Excavation and Backfilling All excavations should comply with the Ontario Occupational Health and afety Act. Any excavation in soil should be sloped back to a safe angle of 45 o or flatter. For excavation into the saturated soils, the slope of excavation should be flattened to a safe condition. The in-situ moisture content of the fill and native material is apparently higher than its optimum moisture content. This material may not be suitable for backfilling in its current state. elected on-site excavated soils can be reused for backfilling, provided they are free of organics and allowed to air dry to the dry side of its optimum, prior to placement. The use of the compressible fill should be limited to backfilling of locations where future settlement will be of little consequence. Topsoil and other compressible fill removed from the ite may be reused in landscape areas, subject to the approval of the landscape architect. Bedding for the underground services, including catch basins and manholes, should consist of OP Granular A, 20mm crusher run limestone, or equivalent. No significant groundwater conditions are anticipated in excavations of up to 2m below the existing grade. However, the perched water level, encountered at the borehole locations during the investigation could be high during the wet seasons. Therefore, provision should be made to use filtered sumps to remove any groundwater seepage from the overburden or saturated soils, if encountered G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO Page 6 of 7

10 Toronto Inspection td. Drawings Borehole ocation Plan & Borehole ogs (BH-1 to BH-4) G-CPR-A GEOTECHNICA INVETIGATION 1251 MAIN TREET NORTH, TITTVIE, ONTARIO

W N E egend: Borehole ocation TITE: Borehole ocation Plan 110 Konrad Crescent, Unit 16, Markham, ON 3R 9X2 Tel: 905-940 8509

11 W N E egend: Borehole ocation TITE: Borehole ocation Plan 110 Konrad Crescent, Unit 16, Markham, ON 3R 9X2 Tel: Fax: OCATION: DATE: 1251 Main treet North, tittsville, Ontario eptember, 2015 PROJECT NO: G-CPR-A DRAWING NO.: 1

12 Project No. ocation: G-CPR-A 1251 Main treet North, tittsville, Ontario og of Borehole BH-1 Dwg No. 2 Project: Geotechnical Investigation heet No. 1 of 1 Date Drilled: 9/11/15 Drill Type: Datum: Truck Mounted Drill Rig Geodetic Auger ample PT (N) Value Dynamic Cone Test helby Tube Field Vane Test Natural Moisture Plastic and iquid imit Unconfined Compression % train at Failure Penetrometer G W Y M BO oil Description Ground urface APHAT PAVEMENT - 50mm asphalt over granular bases FI - brown to grey silty sand to sandy silt - some gravel - a layer of sand at 3.0m - very minor rootlets and organics at 3.3m - moist to very moist, wet at 3.0m EEV. m D EP T H N Value Natural Moisture Content % Atterberg imits (% Dry Weight) hear trength kpa Natural Unit Weight kn/m ANDY IT TI - compact, grey - some gravel - moist to very moist END OF BOREHOE NOTE: Upon completion of drilling: - refusal to auger on probable bedrock at 5.8m - water level at 3.0m GBE G-CPR-A.GPJ 9/25/15 NOTE: THE BOREHOE DATA NEED INTERPRETATION AITANCE BY TORONTO INPECTION TD. BEFORE UE BY OTHER Water Time evel Toronto Inspection td. Depth to Cave

13 Project No. ocation: G-CPR-A 1251 Main treet North, tittsville, Ontario og of Borehole BH-2 Dwg No. 3 Project: Geotechnical Investigation heet No. 1 of 1 Date Drilled: 9/11/15 Drill Type: Datum: Truck Mounted Drill Rig Geodetic Auger ample PT (N) Value Dynamic Cone Test helby Tube Field Vane Test Natural Moisture Plastic and iquid imit Unconfined Compression % train at Failure Penetrometer G W Y M BO oil Description Ground urface APHAT PAVEMENT - 50mm asphalt over granular bases EEV. m D EP T H 0 N Value Natural Moisture Content % Atterberg imits (% Dry Weight) hear trength kpa Natural Unit Weight kn/m3 FI - brown to grey silty sand - some gravel - some sandy silt - a layer of sand at 2.2m - sand and gravel at 3.0m - moist to very moist, wet at 2.2m ANDY IT - compact, grey - trace of gravel - trace of clayey silt - very moist to wet END OF BOREHOE NOTE: Upon completion of drilling: - refusal to auger on probable bedrock at 5.6m - water level at 2.4m - cave-in at 2.5m GBE G-CPR-A.GPJ 9/25/15 NOTE: THE BOREHOE DATA NEED INTERPRETATION AITANCE BY TORONTO INPECTION TD. BEFORE UE BY OTHER Water Time evel Toronto Inspection td. Depth to Cave

14 Project No. ocation: G-CPR-A 1251 Main treet North, tittsville, Ontario og of Borehole BH-3 Dwg No. 4 Project: Geotechnical Investigation heet No. 1 of 1 Date Drilled: 9/11/15 Drill Type: Datum: Truck Mounted Drill Rig Geodetic Auger ample PT (N) Value Dynamic Cone Test helby Tube Field Vane Test Natural Moisture Plastic and iquid imit Unconfined Compression % train at Failure Penetrometer G W Y M BO oil Description Ground urface APHAT PAVEMENT - 50mm asphalt over granular bases EEV. m D EP T H 0 N Value Natural Moisture Content % Atterberg imits (% Dry Weight) hear trength kpa Natural Unit Weight kn/m3 FI - brown to grey silty sand - some gravel - some sandy silt - crushed gravel/ stone at 3.0m with trace of sand - moist to very moist, wet at 3.0m ANDY ITY - dense, grey - some gravel - trace of clayey silt - very moist END OF BOREHOE NOTE: Upon completion of drilling: - refusal to auger on probable bedrock at 5.4m - water level at 2.7m - cave-in at 3.0m GBE G-CPR-A.GPJ 9/25/15 NOTE: THE BOREHOE DATA NEED INTERPRETATION AITANCE BY TORONTO INPECTION TD. BEFORE UE BY OTHER Water Time evel Toronto Inspection td. Depth to Cave

15 Project No. ocation: G-CPR-A 1251 Main treet North, tittsville, Ontario og of Borehole BH-4 Dwg No. 5 Project: Geotechnical Investigation heet No. 1 of 1 Date Drilled: 9/11/15 Drill Type: Datum: Truck Mounted Drill Rig Geodetic Auger ample PT (N) Value Dynamic Cone Test helby Tube Field Vane Test Natural Moisture Plastic and iquid imit Unconfined Compression % train at Failure Penetrometer G W Y M BO oil Description Ground urface APHAT PAVEMENT - 50mm asphalt over granular bases FI - brown to grey silty sand to sandy silt - some gravel - crushed gravel/ stone at 3.0m with trace of sand - moist to very moist EEV. m D EP T H 0 1 N Value Natural Moisture Content % Atterberg imits (% Dry Weight) hear trength kpa Natural Unit Weight kn/m ANDY IT TI - dense, grey - some gravel - very moist to wet END OF BOREHOE NOTE: Upon completion of drilling: - refusal to auger on probable bedrock at 5.4m - water level at 2.7m - cave-in at 4.3m GBE G-CPR-A.GPJ 9/25/15 NOTE: THE BOREHOE DATA NEED INTERPRETATION AITANCE BY TORONTO INPECTION TD. BEFORE UE BY OTHER Water Time evel Toronto Inspection td. Depth to Cave

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