patersongroup 1.0 Field Observations Consulting Engineers January 20, 2014 File: PG3145-LET.01 City View Curling Club 50 Capilano Drive

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1 January 0, 04 File: P345-LET.0 City View Curling Club 50 Capilano Drive Ottawa, Ontario KE 64 Attention: Ms. Cheryl Carroll Consulting Engineers 54 Colonnade Road South Ottawa, Ontario KE 7J5 Tel: (63) Fax: (63) eotechnical Engineering Environmental Engineering Hydrogeology eological Engineering Materials Testing Building Science Archaeological Services Subject: Supplemental eotechnical Investigation Proposed Curling Club Facility 50 Capilano Drive - Ottawa Dear Sir, Further to your request, Paterson roup (Paterson) was commissioned to conduct a supplemental geotechnical investigation and site specific seismic testing for the proposed curling club facility to be located at the aforementioned site. The following report presents our findings and recommendations..0 Field Observations Field Program The subject site is currently occupied by an existing building, consisting of a slab-on-grade single storey curling rink structure with a two () storey club house within the northwest portion of the site. An asphalt covered parking lot is located to the east of the existing building and a tree covered area within the south portion of the site. The proposed building is to be located within the south portion of the site. Our current geotechnical investigation included excavating seven supplemental test pit locations on December 8, 03 throughout the site to provide additional soils information along with bedrock depth, where encountered. Our original investigation included three test pit locations excavated using a hydraulic shovel on September 8, 0. Ottawa Kingston North Bay

2 Ms. Cheryl Carroll Page File: P345-LET.0 All fieldwork was conducted under the full-time supervision of Paterson personnel under the direction of a senior engineer from the geotechnical division. The testing procedure consisted of excavating to the required depths at the selected locations and regularly sampling the overburden. The approximate locations of the test holes are shown on Drawing P Test Hole Location Plan attached to this report. Subsurface Conditions enerally, the subsoil conditions at the test hole locations consists of topsoil overlying a silty sand fill, silty sand and/or stiff, grey silty clay and glacial till. Bedrock was encountered at depths ranging from. and.8 m depth. Based on geological mapping, the bedrock is part of the ull River Formation and consists of interbedded limestone and dolomite. roundwater infiltration levels were measured in the open test holes upon completion of all test holes. All test pits were dry upon the completion of the field program. It should be noted that groundwater levels are subject to seasonal fluctuations. Therefore, the groundwater level could vary at the time of construction..0 eotechnical Assessment From a geotechnical perspective, the subject site is satisfactory for the proposed building. Site Preparation and Fill Placement Fill used for grading beneath the proposed building footprint, unless otherwise specified, should consist of clean imported granular fill, such as Ontario Provincial Standard Specifications (OPSS) ranular A or ranular B Type II. The fill should be tested and approved prior to delivery to the site. It should be placed in lifts no greater than 300 mm thick and compacted using suitable compaction equipment for the lift thickness. Fill placed beneath the proposed structure should be compacted to at least 98% of its standard Proctor maximum dry density (SPMDD). Existing foundation walls and other construction debris should be entirely removed from within the proposed building perimeter. Under paved areas, existing construction remnants such as foundation walls should be excavated to a minimum of m below final grade.

3 Ms. Cheryl Carroll Page 3 File: P345-LET.0 Non-specified existing fill along with site-excavated soil can be used as general landscaping fill where settlement of the ground surface is of minor concern. These materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be used to build up the subgrade level for areas to be paved, they should be compacted in thin lifts to a minimum density of 95% of their respective SPMDD. Non-specified existing fill and site-excavated soils are not suitable for use as backfill against foundation walls unless used in conjunction with a composite drainage blanket. Bedrock Removal It is expected that line-drilling in conjunction with hoe-ramming or controlled blasting will be required to remove the bedrock, if required. In areas of weathered bedrock and where only a small quantity of bedrock is to be removed, bedrock removal may be possible by hoe-ramming. Prior to considering blasting operations, the effects on the existing services, buildings and other structures should be addressed. A pre-blast or construction survey located in proximity of the blasting operations should be conducted prior to commencing construction. The extent of the survey should be determined by the blasting consultant and sufficient to respond to any inquiries/claims related to the blasting operations. As a general guideline, peak particle velocity (measured at the structures) should not exceed 5 mm/s during the blasting program to reduce the risks of damage to the existing structures. The blasting operations should be planned and conducted under the supervision of a licensed professional engineer who is an experienced blasting consultant. Foundation Design Footings placed on an undisturbed, compact silty sand or glacial till bearing surface can be designed using a bearing resistance value at serviceability limit states (SLS) of 50 kpa and a factored bearing resistance value at ultimate limit states (ULS) of 5 kpa. A geotechnical resistance factor of 0.5 was incorporated into the bearing resistance value at ULS. An undisturbed soil bearing surface consists of one from which all topsoil and deleterious materials, such as loose, frozen or disturbed soil, have been removed, in the dry, prior to the placement of concrete for footings.

4 Ms. Cheryl Carroll Page 4 File: P345-LET.0 Footings bearing on an undisturbed soil bearing surface and designed using the bearing resistance values provided herein will be subjected to potential post-construction total and differential settlements of 5 and 0 mm, respectively. Footings placed on a clean, surface sounded bedrock surface can be designed using a bearing resistance value at SLS of 500 kpa and a factored bearing resistance value at ULS of,500 kpa. A geotechnical resistance factor of 0.5 was applied to the above noted bearing resistance value at ULS. A clean, surface-sounded bedrock bearing surface should be free of loose materials, and have no near surface seams, voids, fissures or open joints which can be detected from surface sounding with a rock hammer. Footings bearing on surface sounded bedrock and designed using the above mentioned bearing resistance values will be subjected to negligible post-construction total and differential settlements. Design for Earthquakes Shear wave velocity testing was completed for the subject site to accurately determine the applicable seismic site classification for the proposed building from Table A of the Ontario Building Code 0. The shear wave velocity testing was completed by Paterson personnel. The results of the shear wave velocity test are attached to the present letter report. Field Program The shear wave testing location is presented in Drawing P Test Hole Location Plan attached to the present letter report. Paterson field personnel placed 4 horizontal geophones in a straight line in roughly a north-south orientation. The 4.5 Hz. horizontal geophones were mounted to the surface by means of two 75 mm ground spikes attached to the geophone land case. The geophones were spaced at 3 m intervals and connected by a geophone spread cable to a eode 4 Channel seismograph.

5 Ms. Cheryl Carroll Page 5 File: P345-LET.0 The seismograph was also connected to a computer laptop and a hammer trigger switch attached to a pound dead blow hammer. The hammer trigger switch sends a start signal to the seismograph. The hammer is used to strike an I-Beam seated into the ground surface, which creates a polarized shear wave. The hammer shots are repeated between five (5) to ten (0) times at each shot location to improve signal to noise ratio. The shot locations are also completed in forward and reverse directions (i.e.- striking both sides of the I-Beam seated parallel to the geophone array). The shot locations are located at the centre of the geophone array, 4.5 and 3 m away from the first and last geophone. Two shear wave velocity profiles from our on site testing are attached to the present report. The methods of testing completed by Paterson are guided by the standard testing procedures used by the expert seismologists at Carleton University and eological Survey of Canada (SC). Data Processing and Interpretation Interpretation for the shear wave velocity results were completed by Paterson personnel. Shear wave velocity measurement was made using reflection/refraction methods. The interpretation is performed by recovering arrival times from direct and refracted waves. The interpretation is repeated at each shot location to provide an average shear wave velocity, Vs 30, of the upper 30 m profile, immediately below the building s foundation. The layer intercept times, velocities from different layers and critical distances are interpreted from the shear wave records to compute the bedrock depth at each location. The bedrock velocity was interpreted using the main refractor wave velocity, which is considered a conservative estimate of the bedrock velocity due to the increasing quality of the bedrock with depth. It should be noted that as bedrock quality increases, the bedrock shear wave velocity also increases. Based on our analysis, the bedrock seismic shear wave velocity was calculated to be,300 m/s. The overburden seismic shear wave velocity was estimated to be approximately 00 m/s based on intercept times from our survey. 30 The Vs was calculated using the standard equation for average shear wave velocity calculation from the Ontario Building Code (OBC) 006, as presented below.

6 Ms. Cheryl Carroll Page 6 File: P345-LET.0 Based on the results of the seismic testing, the average shear wave velocity, Vs30, for the proposed building is,60 m/s when considering the proposed underside of footing elevation. Therefore, a Site Class A is applicable for the proposed building, as per Table A of the OBC 0. The soils underlying the subject site are not susceptible to liquefaction. Basement Slab / Slab on rade Construction With the removal of all topsoil and deleterious fill, such as those containing organic materials, within the footprint of the proposed building, the native soil surface or existing fill approved by the geotechnical consultant at the time of excavation will be considered to be an acceptable subgrade on which to commence backfilling for floor slab construction. It is recommended that the upper 00 mm of sub-slab fill consist of 9 mm clear stone for the basement slab. The upper 00 mm of sub-slab fill should consist of OPSS ranular A crushed stone for slab on grade construction. All backfill material within the footprint of the proposed building should be placed in maximum 300 mm thick loose layers and compacted to at least 98% of its SPMDD. Any soft or poor performing areas should be removed and backfilled with appropriate backfill material prior to placing any fill. OPSS ranular A or ranular B Type II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab. All backfill material within the footprint of the proposed building should be placed in maximum 300 mm thick loose layers and compacted to at least 98% of its SPMDD.

7 Ms. Cheryl Carroll Page 7 File: P345-LET.0 Pavement Structure Car only parking areas and access lanes are anticipated at this site. The proposed pavement structures are shown in Tables and. Table - Recommended Pavement Structure - Car Only Parking Thickness mm Material Description 50 WEAR COURSE - Superpave.5 Asphaltic Concrete 50 BASE - OPSS ranular A Crushed Stone 300 SUBBASE - OPSS ranular B Type II SUBRADE - Either in situ soil, fill or OPSS ranular B Type II material placed over in situ soil or fill. Table - Recommended Pavement Structure - Access Lanes Thickness (mm) Material Description 40 Wear Course - HL-3 or Superpave.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 9.0 Asphaltic Concrete 50 BASE - OPSS ranular A Crushed Stone 400 SUBBASE - OPSS ranular B Type II SUBRADE - Either fill, in situ soil, or OPSS ranular B Type I or II material placed over in situ soil or fill Minimum Performance raded (P) 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 OPSS ranular B Type II material. The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 98% of the material s SPMDD using suitable vibratory equipment.

8 Ms. Cheryl Carroll Page 8 File: P345-LET Design and Construction Precautions Foundation Drainage and Backfill It is recommended that a perimeter foundation drainage system be provided for the proposed structure. The system should consist of a 00 to 50 mm diameter, geotextilewrapped, perforated, corrugated, plastic pipe, surrounded on all sides by 50 mm of 0 mm clear crushed stone, placed at the footing level around the exterior perimeter of the structure. The pipe should have a positive outlet, such as a gravity connection to the storm sewer. Backfill against the exterior sides of the foundation walls should consist of free-draining, non frost susceptible granular materials. The site materials will be frost susceptible and, as such, are not recommended for re-use as backfill unless a composite drainage system (such as system Platon or Miradrain 00N) connected to a drainage system is provided. Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effect of frost action. A minimum of.5 m thick soil cover (or equivalent) should be provided in this regard. A minimum of. m thick soil cover (or equivalent) should be provided for exterior unheated footings, not thermally connected to a heated space, such as exterior columns and/or wing walls. Therefore, the curling rink perimeter and interior footings (if any) should be treated as unheated footings. Excavation Side Slopes The side slopes of excavations in the soil and fill overburden materials should either be cut back at acceptable slopes or should be retained by shoring systems from the start of the excavation until the structure is backfilled. It is assumed that sufficient room will be available for the greater part of the excavation to be undertaken by open-cut methods (i.e. unsupported excavations). The excavation side slopes above the groundwater level extending to a maximum depth of 3 m should be cut back at H:V or flatter. The flatter slope is required for excavation below groundwater level. The subsoil at this site is considered to be mainly Type and 3 soil according to the Occupational Health and Safety Act and Regulations for Construction Projects.

9 Ms. Cheryl Carroll Page 9 File: P345-LET.0 Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should be kept away from the excavation sides. Slopes in excess of 3 m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. It is recommended that a trench box be used at all times to protect personnel working in trenches with steep or vertical sides. It is expected that services will be installed by cut and cover methods and excavations will not be left open for extended periods of time. Pipe Bedding and Backfill Bedding and backfill materials should be in accordance with the most recent Material Specifications & Standard Detail Drawings from the Department of Public Works and Services, Infrastructure Services Branch of the City of Ottawa. At least 50 mm of OPSS ranular A should be used for bedding for sewer and water pipes when placed on soil subgrade. The bedding thickness should be increased to 300 mm when placed over a bedrock subgrade. The bedding should extend to the spring line of the pipe. Cover material, from the spring line to at least 300 mm above the obvert of the pipe should consist of OPSS ranular A (concrete or PSM PVC pipes) or sand (concrete pipe). The bedding and cover materials should be placed in maximum 5 mm thick lifts compacted to a minimum of 95% of the material s SPMDD. enerally, it should be possible to re-use the moist, not wet, silty clay above the cover material if the excavation and filling operations are carried out in dry weather conditions. The wet silty clay should be given a sufficient drying period to decrease its moisture content to an acceptable level to make compaction possible prior to being re-used. 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 match the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum 300 mm thick loose lifts and compacted to a minimum of 95% of the material s SPMDD. roundwater Control It is anticipated that groundwater infiltration into the excavations should be low and controllable using open sumps. Pumping from open sumps should be sufficient to control the groundwater influx through the sides of shallow excavations. 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.

10 Ms. Cheryl Carroll Page 0 File: P345-LET.0 A temporary MOE permit to take water (PTTW) may be required for this project if more than 50,000 L/day is to be pumped during the construction phase. At least 3 to 4 months should be allowed for completion of the application and issuance of the permit by the MOE. Winter Construction Precautions must be taken if winter construction is considered for this project. The subsoil conditions at this site consist of frost susceptible materials. In the presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the use of straw, propane heaters and tarpaulins or other suitable means. In this regard, the base of the excavations should be insulated from sub-zero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. Trench excavations and pavement construction are also difficult activities to complete during freezing conditions without introducing frost in the subgrade or in the excavation walls and bottoms. Precautions should be taken if such activities are to be carried out during freezing conditions. Additional information could be provided, if required.

11 Ms. Cheryl Carroll Page File: P345-LET Recommendations It is a requirement for the design data provided herein to be applicable that an acceptable materials testing and observation program, including the aspects shown below, be performed by the geotechnical consultant. Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials used. Periodic observation of the condition of unsupported excavation side slopes in excess of 3 m in height, if applicable. Observation of all subgrades prior to backfilling. Field density tests to determine the level of compaction achieved. Sampling and testing of the bituminous concrete including mix design reviews. Upon demand, a report confirming that these works have been conducted in general accordance with our recommendations could be issued following the completion of a satisfactory materials testing and observation program by the geotechnical consultant.

12 Ms. Cheryl Carroll Page File: P345-LET Statement of Limitations The recommendations made in this report are in accordance with our present understanding of the project. Our recommendations should be reviewed when the project drawings and specifications are complete. 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, we request that we be notified immediately in order to permit reassessment of our recommendations. The present report applies only to the project described in this document. Use of this report for purposes other than those described herein or by person(s) other than City View Curling Club or their agents are not authorized without review by this firm for the applicability of our recommendations to the altered use of the report. Paterson roup Inc. Faisal Abou-Seido, B.Eng. David J. ilbert, P.Eng. Attachments Soil Profile and Test Data Sheets Figure - Key Plan Figures and 3 - Seismic Shear Wave Velocity Profiles Drawing P Test Hole Location Plan Report Distribution City View Curling Club (3 copies) Paterson roup ( copy)

13 % 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Backhoe Consulting Engineers eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. SOIL PROFILE AND TEST DATA DATE December 8, 03 FILE NO. HOLE NO. P345 TP -3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: ravel with roots 0.38 FILL: Brown silty sand, some gravel, trace cobbles Brown SILTY SAND.5 LACIAL TILL: Brown silty sand with gravel, cobbles and boulders, trace clay End of Test Pit.46 TP terminated on inferred bedrock surface at.46m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

14 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP -3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction TOPSOIL 0.8 Brown SILTY SAND LACIAL TILL: Brown silty sand with clay, gravel, cobbles and boulders 93.0 End of Test Pit. TP terminated on inferred bedrock surface at.m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

15 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP 3-3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with gravel, cobbles, trace boulders LACIAL TILL: Brown silty clay with sand, gravel, cobbles and boulders 93.9 End of Test Pit.6 TP terminated on inferred bedrock surface at.6m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

16 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP 4-3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction TOPSOIL 0.36 Brown SILTY SAND LACIAL TILL: Dense, brown silty sand with gravel, cobbles, boulders, trace clay End of Test Pit.39 TP terminated on inferred bedrock surface at.39m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

17 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP 5-3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with gravel, cobbles, trace boulders Dense, brown SILT LACIAL TILL: Brown silty sand with gravel, cobbles and boulders, trace clay 5 End of Test Pit.8 TP terminated on inferred bedrock surface at.8m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

18 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP 6-3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with gravel, cobbles, boulders, trace clay Brown SILTY SAND End of Test Pit.40 (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

19 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers DATE eotechnical Investigation Prop. Curling Club Facility - 50 Capilano Drive Ottawa, Ontario TBM - Finished floor of existing building on threshold of door. eodetic elevation = 95.9m, as per plan provided by D.B. rey Engineering Inc. Backhoe SOIL PROFILE AND TEST DATA December 8, 03 FILE NO. HOLE NO. P345 TP 7-3 SOIL DESCRIPTION ROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with gravel, trace cobbles and brick Brown SILTY SAND with roots End of Test Pit.5 3 (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

20 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY Consulting Engineers round surface elevations at test hole locations are inferred based on topographic mapping provided by D.B. rey Engineering Inc. Backhoe DATE SOIL PROFILE AND TEST DATA eotechnical Investigation Proposed Curling Club Facility - 50 Capilano Drive Ottawa, Ontario September 8, 0 FILE NO. HOLE NO. P655 TP SOIL DESCRIPTION ROUND SURFACE TOPSOIL 0.3 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Silty sand with gravel, cobbles and boulders Compact SILTY SAND Stiff, grey SILTY CLAY.65 LACIAL TILL: Compact, silty clay with gravel, cobbles and boulders End of Test Pit.54 TP terminated on bedrock depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

21 % 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY round surface elevations at test hole locations are inferred based on topographic mapping provided by D.B. rey Engineering Inc. Backhoe Consulting Engineers SOIL PROFILE AND TEST DATA eotechnical Investigation Proposed Curling Club Facility - 50 Capilano Drive Ottawa, Ontario DATE September 8, 0 FILE NO. HOLE NO. P655 TP SOIL DESCRIPTION ROUND SURFACE TOPSOIL 0.0 STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Silty sand with gravel, cobbles and boulders Stiff, grey SILTY CLAY.4 LACIAL TILL: Compact, silty clay with sand gravel, cobbles and boulders End of Test Pit.69 3 TP terminated on bedrock depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

22 54 Colonnade Road South, Ottawa, Ontario KE 7J5 DATUM REMARKS BORINS BY round surface elevations at test hole locations are inferred based on topographic mapping provided by D.B. rey Engineering Inc. Backhoe Consulting Engineers DATE SOIL PROFILE AND TEST DATA eotechnical Investigation Proposed Curling Club Facility - 50 Capilano Drive Ottawa, Ontario September 8, 0 FILE NO. HOLE NO. P655 TP 3 SOIL DESCRIPTION ROUND SURFACE TOPSOIL 0.0 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH 0 ELEV Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with gravel and cobbles Stiff, grey SILTY CLAY LACIAL TILL: Compact to dense silty clay with sand, gravel, cobbles and boulders End of Test Pit.39 TP terminated on bedrock depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

23 SYMBOLS AND TERMS SOIL DESCRIPTION Behavioural properties, such as structure and strength, take precedence over particle gradation in describing soils. Terminology describing soil structure are as follows: Desiccated - having visible signs of weathering by oxidation of clay minerals, shrinkage cracks, etc. Fissured - having cracks, and hence a blocky structure. Varved - composed of regular alternating layers of silt and clay. Stratified - composed of alternating layers of different soil types, e.g. silt and sand or silt and clay. Well-raded - Having wide range in grain sizes and substantial amounts of all intermediate particle sizes (see rain Size Distribution). Uniformly-raded - Predominantly of one grain size (see rain Size Distribution). The standard terminology to describe the strength of cohesionless soils is the relative density, usually inferred from the results of the Standard Penetration Test (SPT) N value. The SPT N value is the number of blows of a 63.5 kg hammer, falling 760 mm, required to drive a 5 mm O.D. split spoon sampler 300 mm into the soil after an initial penetration of 50 mm. Relative Density N Value Relative Density % Very Loose <4 <5 Loose Compact Dense Very Dense >50 >85 The standard terminology to describe the strength of cohesive soils is the consistency, which is based on the undisturbed undrained shear strength as measured by the in situ or laboratory vane tests, penetrometer tests, unconfined compression tests, or occasionally by Standard Penetration Tests. Consistency Undrained Shear Strength (kpa) N Value Very Soft < < Soft -5-4 Firm Stiff Very Stiff Hard >00 >30

24 SYMBOLS AND TERMS (continued) SOIL DESCRIPTION (continued) Cohesive soils can also be classified according to their sensitivity. The sensitivity is the ratio between the undisturbed undrained shear strength and the remoulded undrained shear strength of the soil. Terminology used for describing soil strata based upon texture, or the proportion of individual particle sizes present is provided on the Textural Soil Classification Chart at the end of this information package. ROCK DESCRIPTION The structural description of the bedrock mass is based on the Rock Quality Designation (RQD). The RQD classification is based on a modified core recovery percentage in which all pieces of sound core over 00 mm long are counted as recovery. The smaller pieces are considered to be a result of closelyspaced discontinuities (resulting from shearing, jointing, faulting, or weathering) in the rock mass and are not counted. RQD is ideally determined from NXL size core. However, it can be used on smaller core sizes, such as BX, if the bulk of the fractures caused by drilling stresses (called mechanical breaks ) are easily distinguishable from the normal in situ fractures. RQD % ROCK QUALITY Excellent, intact, very sound ood, massive, moderately jointed or sound Fair, blocky and seamy, fractured 5-50 Poor, shattered and very seamy or blocky, severely fractured 0-5 Very poor, crushed, very severely fractured SAMPLE TYPES SS - Split spoon sample (obtained in conjunction with the performing of the Standard Penetration Test (SPT)) TW - Thin wall tube or Shelby tube PS - Piston sample AU - Auger sample or bulk sample WS - Wash sample RC - Rock core sample (Core bit size AXT, BXL, etc.). Rock core samples are obtained with the use of standard diamond drilling bits.

25 SYMBOLS AND TERMS (continued) RAIN SIZE DISTRIBUTION MC% - Natural moisture content or water content of sample, % LL - Liquid Limit, % (water content above which soil behaves as a liquid) PL - Plastic limit, % (water content above which soil behaves plastically) PI - Plasticity index, % (difference between LL and PL) Dxx - rain size which xx% of the soil, by weight, is of finer grain sizes These grain size descriptions are not used below mm grain size D0 - rain size at which 0% of the soil is finer (effective grain size) D60 - rain size at which 60% of the soil is finer Cc - Concavity coefficient = (D30) / (D0 x D60) Cu - Uniformity coefficient = D60 / D0 Cc and Cu are used to assess the grading of sands and gravels: Well-graded gravels have: < Cc < 3 and Cu > 4 Well-graded sands have: < Cc < 3 and Cu > 6 Sands and gravels not meeting the above requirements are poorly-graded or uniformly-graded. Cc and Cu are not applicable for the description of soils with more than 0% silt and clay (more than 0% finer than mm or the #00 sieve) CONSOLIDATION TEST p o - Present effective overburden pressure at sample depth p c - Preconsolidation pressure of (maximum past pressure on) sample Ccr - Recompression index (in effect at pressures below p c ) Cc - Compression index (in effect at pressures above p c ) OC Ratio Overconsolidaton ratio = p c / p o Void Ratio Initial sample void ratio = volume of voids / volume of solids Wo - Initial water content (at start of consolidation test) PERMEABILITY TEST k - Coefficient of permeability or hydraulic conductivity is a measure of the ability of water to flow through the sample. The value of k is measured at a specified unit weight for (remoulded) cohesionless soil samples, because its value will vary with the unit weight or density of the sample during the test.

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27 FIURE KEY PLAN SITE

28 Figure Shear Wave Velocity Profile at Shot Location 3 m

29 Figure 3 Shear Wave Velocity Profile at Shot Location 73.5 m

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