patersongroup Geotechnical Investigation Proposed Industrial Building 1670 Comstock Road Ottawa, Ontario Prepared For Simluc Contractors Limited

Transcription

1 Geotechnical Engineering Environmental Environmental Engineering Engineering Hydrogeology Hydrogeology Geological Engineering Geological Engineering Materials Testing Materials Testing Building Science Building Science Proposed Industrial Building 1670 Comstock Road Ottawa, Ontario Archaeological Services Prepared For Simluc Contractors Limited Paterson Group Inc. Consulting Engineers 154 Colonnade Road South Ottawa (Nepean), Ontario Canada K2E 7J5 Tel: (613) Fax: (613) November 5, 2013 Report: PG2951-2

2 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa TABLE OF CONTENTS PAGE 1.0 INTRODUCTION PROPOSED PROJECT METHOD OF INVESTIGATION 3.1 Field Investigation OBSERVATIONS 4.1 Surface Conditions Subsurface Profile Groundwater DISCUSSION 5.1 Geotechnical Assessment Site Grading and Preparation Foundation Design Design for Earthquakes Slab-on-Grade Construction Pavement Structure DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Foundation Drainage and Backfill Protection of Footings Excavation Side Slopes Pipe Bedding and Backfill Groundwater Control Winter Construction Protection of Potential Expansive Bedrock RECOMMENDATIONS STATEMENT OF LIMITATIONS Report: PG November 5, 2013 Page i

3 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa APPENDICES Appendix 1: Appendix 2: Soil Profile and Test Data Sheets Symbols and Terms Borehole Logs by others Figure 1 - Key Plan Figures 2 and 3 - Seismic Shear Wave Velocity Profiles Drawing PG Test Hole Location Plan Report: PG November 5, 2013 Page ii

4 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 1.0 INTRODUCTION Paterson Group (Paterson) was commissioned by Simluc Contractors Limited to conduct a geotechnical investigation for the proposed industrial building to be located at 1670 Comstock Road, in the City of Ottawa, Ontario (refer to Figure 1 - Key Plan in Appendix 2 of this report). The objectives of the current study were: to determine the subsoil and groundwater conditions based on test pits and existing subsoil information. to provide geotechnical recommendations pertaining to design of the proposed development including construction considerations which may affect the design. The following report has been prepared specifically and solely for the aforementioned project which is described herein. It includes geotechnical recommendations pertaining to the design and construction of the subject development as they are understood at the time of writing this report. 2.0 PROPOSED PROJECT It is understood that the proposed project includes an industrial building of slab-ongrade construction along with associated at grade parking areas, access lanes and landscaped areas. It is understood that the existing building located at the subject site will be demolished as part of the proposed development. Report: PG November 5, 2013 Page 1

5 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 3.0 METHOD OF INVESTIGATION 3.1 Field Investigation The field program for our geotechnical investigation was carried out on September 27, At that time, a total of eight (8) test pits were completed across the subject site. The test hole locations were located to provide general coverage of the proposed development. The previous subsoil investigation completed by others was carried out on February 17, 18, 1999 and June 28, At that time, a total of eight (8) boreholes were advanced to a maximum depth of 5.9 m below existing ground surface. The approximate locations of the test holes are shown on Drawing PG Test Hole Location Plan in Appendix 2. The test pits for the current investigation were excavated using a rubber tired backhoe operated by a local contractor. All fieldwork was conducted under the full-time supervision of Paterson personnel under the direction of a senior engineer from our geotechnical division. The test hole procedure consisted of excavating to the required depths at the selected locations then sampling and testing the overburden. Sampling and In Situ Testing Soil samples collected during our geotechnical field investigation were recovered along the sidewalls of the open test pits by hand during excavation. All soil samples were classified on site, placed in sealed plastic bags and transported to our laboratory for visual inspection. The depths at which the grab samples were recovered from the test holes are shown as G on the Soil Profile and Test Data sheets in Appendix 1. The soil samples collected during the previous investigation were recovered using a 50 mm diameter split-spoon sampler or from grab samples recovered from the auger flights. Bedrock was cored at six (6) borehole locations using diamond drilling techniques. The Standard Penetration Test (SPT) was conducted in conjunction with the recovery of the split spoon samples. The SPT results are recorded as N values on the Soil Profile and Test Data sheets. The N value is the number of blows required to drive the split spoon sampler 300 mm into the soil after a 150 mm initial penetration using a 63.5 kg hammer falling from a height of 760 mm. Report: PG November 5, 2013 Page 2

6 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa Diamond drilling using NQ size coring equipment was carried out by others at the location of MW 2, MW 3, MW 4, MW 5 and MW 6. Subsurface conditions observed in the test holes were recorded in detail in the field. Reference should be made to the test holes logs presented in Appendix 1 for specific details of the soil profile encountered at the test hole locations.. Groundwater Six (6) monitoring wells were installed by others at the selected test hole locations identified as MW 2, MW 3, MW 4, MW 5 and MW 6 to permit the monitoring of groundwater levels subsequent to the completion of the sampling program. Refer to the Borehole Logs by Others presented in Appendix 1 for specific monitoring well construction details. Report: PG November 5, 2013 Page 3

7 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 4.0 OBSERVATIONS 4.1 Surface Conditions The subject site is currently occupied by a slab-on-grade commercial building occupying the north portion of the subject site. Asphalt and gravel parking areas with some landscaped areas were noted throughout the remainder of the subject site. The site is approximately at grade with neighboring properties and slightly elevated above Comstock Road to the east and Algoma Road to the north. 4.2 Subsurface Profile The soil profile encountered at the test hole locations consists of a silty sand fill mixed with crushed stone, silty clay, gravel. A topsoil layer was noted underlying the fill layer at TP 2, TP 3, TP 4, TP 6 and TP 7. A very stiff silty clay and/or compact glacial till layer were encountered below the fill layers at the test pit locations. All test holes were terminated on a weathered shale bedrock surface. Specific details of the soil profile at the test hole locations can be seen on the Soil Profile and Test Data sheets in Appendix 1. Based on available geological mapping, the bedrock underlying the subject site consists of interbedded dark grey shale, siltstone and limestone of the Carlsbad Formation at a 1 to 3 m depth. Report: PG November 5, 2013 Page 4

8 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 4.3 Groundwater All test pits completed during our geotechnical field investigation were noted to be dry upon completion of excavation. The groundwater levels at the borehole locations instrumented with monitoring wells were recorded on June 29, 1999 and the results are presented in Table 1 below. It should be noted that groundwater levels are subject to seasonal fluctuations. Therefore, the groundwater levels could vary at the time of construction. Table 1 - Groundwater Levels Test Hole Number Ground Elevation (m) Depth (m) Groundwater Level Elevation (m) MW MW MW MW MW MW Note; Depth of groundwater was measured from the existing ground surface on June 29, Report: PG November 5, 2013 Page 5

9 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 5.0 DISCUSSION 5.1 Geotechnical Assessment From a geotechnical perspective, the subject site is adequate for the proposed development. It is expected that the proposed building will be founded by conventional shallow footings placed on a clean, shale bedrock surface. It is understood that a former tank location is located within the proposed building footprint. It is expected that the backfill material has been loosely placed and not suitable as a bearing surface for footings. Consideration could be given to leaving the fill material below the building floor slab (outside of the footing zone of influence) provided the fill is adequately compacted by a vibratory roller making several passes in dry conditions and above freezing temperatures and approved by the geotechnical consultant at the time of construction. The above and other considerations are discussed in the following paragraphs. 5.2 Site Grading and Preparation Stripping Depth Asphalt, topsoil or fill, containing deleterious and organic materials, should be stripped from under any buildings, paved areas, pipe bedding and other settlement sensitive structures. 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 removed to a minimum of 1 m below final grade. Bedrock Removal Bedrock removal can be accomplished by hoe ramming where only a small quantity of the bedrock needs to be removed. Sound bedrock may be removed by line drilling and controlled blasting and/or hoe ramming. Report: PG November 5, 2013 Page 6

10 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa Prior to considering blasting operations, the blasting effects on the existing services, buildings and other structures should be addressed. A pre-blast or pre-construction survey of the existing structures located in proximity of the blasting operations should be carried out prior to commencing site activities. The extent of the survey should be determined by the blasting consultant and should be sufficient to respond to any inquiries/claims related to the blasting operations. As a general guideline, peak particle velocities (measured at the structures) should not exceed 25 mm per second 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 also an experienced blasting consultant. Excavation side slopes in sound bedrock can be carried out using almost vertical side walls. A minimum 1 m horizontal ledge, should be left between the bottom of the overburden excavation and the top of the bedrock surface to provide an area to allow for potential sloughing. Fill Placement Fill used for grading beneath the building areas should consist, unless otherwise specified, of clean imported granular fill, such as Ontario Provincial Standard Specifications (OPSS) Granular A or Granular B Type II. This material should be tested and approved prior to delivery to the site. The fill 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 building should be compacted to at least 98% of its standard Proctor maximum dry density (SPMDD). Non-specified existing fill along with site-excavated soil can be used as general landscaping fill where settlement of the ground surface is of minor concern. These materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be used to build up the subgrade level for areas to be paved, they should be compacted in thin lifts to a minimum density of 95% of their respective SPMDD. Non-specified existing fill and site-excavated soils are not suitable for use as backfill against foundation walls unless a composite drainage blanket connected to a perimeter drainage system is provided. Report: PG November 5, 2013 Page 7

11 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 5.3 Foundation Design 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 750 kpa. A geotechnical resistance factor of 0.5 was applied to the reported bearing resistance values at ULS. A clean, surface-sounded bedrock bearing surface should be free of all soil and loose materials, and have no near surface seams, voids, fissures or open joints which can be detected from surface sounding with a rock hammer. The bearing medium under footing-supported structures is required to be provided with adequate lateral support. Near vertical (1H:6V) slopes can be used for unfractured bedrock bearing media. A 1H:1V slope can be used for fractured/weathered bedrock. The potential long term post-construction total and differential settlements for footings placed on surface-sounded bedrock are estimated to be negligible. Footings placed on engineered fill placed over a clean, shale bedrock surface can be designed using a bearing resistance value at SLS of 150 kpa and a factored bearing resistance value at ULS of 300 kpa. Engineered fill should consist of an OPSS Granular A or Granular B Type II material placed in maximum 300 mm loose lifts and compacted to a minimum 98% of its SPMDD. Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to the insitu soils above the groundwater table when a plane extending down and out from the bottom edge of the footing at a minimum of 1.5H:1V passes only through in situ soil of the same or higher capacity as the bearing medium soil. In sound unfractured bedrock, a 1H:6V slope may be used. Report: PG November 5, 2013 Page 8

12 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 5.4 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 The shear wave velocity testing was completed by Paterson personnel. Two (2) seismic shear wave velocity profiles from the testing are presented in Appendix 2. Field Program The shear wave testing location is presented in Drawing PG Test Hole Location Plan in Appendix 2. Paterson field personnel placed 24 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 Geode 24 Channel seismograph. The seismograph was also connected to a computer laptop and a hammer trigger switch attached to a 12 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 (10) 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, 7, 4.5 and 3 m away from the first and last geophone. The methods of testing completed by Paterson are guided by the standard testing procedures used by the expert seismologists at Carleton University and Geological Survey of Canada (GSC). Report: PG November 5, 2013 Page 9

13 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa Data Processing and Interpretation Interpretation for the shear wave velocity results were completed by Paterson personnel. Shear wave velocity measurement was made using reflection/refraction methods. The interpretation is performed by recovering arrival times from direct and refracted waves. The interpretation is repeated at each shot location to provide an average shear wave velocity, Vs 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 2,150 m/s. The overburden seismic shear wave velocity was estimated to be approximately 190 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) 2006, as presented below. Report: PG November 5, 2013 Page 10

14 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa Based on the results of the seismic testing, the average shear wave velocity, Vs 30, for the proposed building is 2,150 m/s provided the footings are placed directly on the bedrock surface. Therefore, a Site Class A is applicable for the proposed building, as per Table A of the OBC The soils underlying the subject site are not susceptible to liquefaction. 5.5 Slab-on-Grade Construction All topsoil and deleterious materials, such as those containing organics, should be removed within the footprint of the proposed building, the native soil surface or existing granular fill, free of organics and deleterious materials, and approved by the geotechnical consultant at the time of excavation will be considered to be an acceptable subgrade surface on which to commence backfilling for the floor slab. The upper 200 mm of sub-slab fill should consist of an OPSS Granular A material for slabon-grade construction. All backfill material within the footprint of the proposed building should be placed in maximum 300 mm thick loose lifts and compacted to at least 98% of the SPMDD. Any soft areas should be removed and backfilled with appropriate backfill material. OPSS Granular B Type II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab. 5.6 Pavement Structure For design purposes, the pavement structures presented in the following tables could be used for the design of car only parking areas and access lanes. Table 2 - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete 150 BASE - OPSS Granular A Crushed Stone 300 SUBBASE - OPSS Granular B Type II SUBGRADE - Either in situ soils, engineered fill or OPSS Granular B Type I or II material placed over in situ soil Report: PG November 5, 2013 Page 11

15 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa Table 3 - Recommended Pavement Structure - Access Lanes Thickness (mm) Material Description 40 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 19.0 Asphaltic Concrete 150 BASE - OPSS Granular A Crushed Stone 400 SUBBASE - OPSS Granular B Type II SUBGRADE - Either in situ soils, engineered fill or OPSS Granular B Type I or II material placed over in situ soil Minimum Performance Graded (PG) asphalt cement should be used for this project. If soft spots develop in the subgrade during compaction or due to construction traffic, the affected areas should be excavated and replaced with OPSS Granular B Type I or II material. The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 100% of the material s SPMDD using suitable vibratory equipment. Report: PG November 5, 2013 Page 12

16 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 6.0 DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Foundation Drainage and Backfill It is recommended that a perimeter foundation drainage system be provided for the proposed building. The system should consist of a 100 to 150 mm diameter perforated corrugated plastic pipe, surrounded on all sides by 150 mm of 10 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 greater part of the site excavated materials will be frost susceptible and, as such, are not recommended for re-use as backfill against the foundation walls, unless used in conjunction with a drainage geocomposite, such as Miradrain G100N or Delta Drain 6000, connected to the perimeter foundation drainage system. Imported granular materials, such as clean sand or OPSS Granular B Type I granular material, should otherwise be used for this purpose. 6.2 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 1.5 m thick soil cover (or equivalent) should be provided in this regard. A minimum of 2.1 m thick soil cover (or equivalent) should be provided for other exterior unheated footings. Frost Susceptibility of Bedrock When bedrock is encountered above the proposed founding depth and soil frost cover is less than 1.5 m, the frost susceptibility of the bedrock should be determined. This can be accomplished as follows: Drill probeholes within the bedrock and assess its frost susceptibility. Examine service trench profiles extending in bedrock in the vicinity of the foundation to determine if weathering is extensive. If the bedrock is considered to be non-frost susceptible, the footings can be poured directly on the bedrock without any further frost protective measures. Report: PG November 5, 2013 Page 13

17 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa If the bedrock is considered to be frost susceptible, the following measures should be implemented for frost protection: Option A - Sub-excavate the weathered bedrock to sound bedrock or to the required frost cover depth. Pour footings at the lower level. Option B - Use insulation to protect footings. It is preferable to pour footings on the insulation overlying weathered bedrock. However, due to potential undulating bedrock surface, consideration may have to be given to adopting an insulation detail that allows the footing to be poured directly on the weathered bedrock. 6.3 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 1H:1V or flatter. The flatter slope is required for excavation below the groundwater level. The subsoil at this site is considered to be mainly a Type 2 and 3 soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. In bedrock, almost vertical side slopes can be used provided that all loose rock and blocks with unfavourable weak planes are removed or stabilized. 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. Report: PG November 5, 2013 Page 14

18 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 6.4 Pipe Bedding and Backfill At least 150 mm of OPSS Granular A should be used for pipe bedding for sewer and water pipes. The bedding should extend to the spring line of the pipe. Cover material, from the spring line to at least 300 mm above the obvert of the pipe should consist of OPSS Granular A. The bedding and cover materials should be placed in maximum 300 mm thick lifts compacted to a minimum of 95% of the material s SPMDD. It should generally be possible to re-use the organic free, moist (not wet) overburden material above the cover material. Wet materials will be difficult to re-use as their high water contents make compacting these materials impractical without an extensive drying period. All stones greater than 300 mm in their longest dimension and other deleterious materials should be removed prior to reusing these materials. Well fractured bedrock should be acceptable as backfill provided the rock fill is placed only from at least 300 mm above the top of the service pipe and that all stones 300 mm or larger in their longest dimension are removed. Where blast rock is used a blinding layer (OPSS Granular A crushed stone) or a geotextile may be required above the blast rock to reduce the loss of fine particles within the voids of the rock fill. Based on the soil profile encountered, the subgrade for the underground municipal services will be placed in both bedrock and in overburden soils. It is recommended that the subgrade medium be inspected in the field to determine how steeply the bedrock surface, where encountered, drops off. A transition treatment should be provided where the bedrock slopes at more than 3H:1V. At these locations, the bedrock should be excavated and extra bedding be placed to provide a 3H:1V (or flatter) transition from the bedrock subgrade towards the soil subgrade. This treatment reduces the propensity for bending stress to occur in the service pipes. Trench backfill material within the frost zone (about 1.8 m below finished grade) should match the soils exposed at the trench walls to reduce potential 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. Report: PG November 5, 2013 Page 15

19 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 6.5 Groundwater Control The contractor should be prepared to direct water away from all bearing surfaces and subgrades, regardless of the source, to prevent disturbance to the founding medium. It is expected that the flow of groundwater into the shallow excavations will be low through the sides of the excavation. It is expected that the groundwater infiltration rates within the silty sand will become significant during precipitation events. It is expected that the groundwater infiltration will be controllable with open sumps and pumps. A temporary MOE permit to take water (PTTW) may be required for this project if more than 50,000 L/day are 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. 6.6 Winter Construction Precautions must be taken if winter construction is considered for this project. The subsoil conditions at this site consist of frost susceptible materials. In the presence of water and freezing conditions, ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the use of straw, propane heaters and tarpaulins or other suitable means. In this regard, the base of the excavations should be insulated from sub-zero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. Trench excavations and pavement construction are also difficult activities to complete during freezing conditions without introducing frost in the subgrade or in the excavation walls and bottoms. Precautions should be taken if such activities are to be carried out during freezing conditions. Additional information could be provided, if required. Report: PG November 5, 2013 Page 16

20 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 6.7 Protection of Potential Expansive Bedrock It is expected that expansive shale will be encountered at the subject site. A potential for heaving and rapid deterioration of the shale bedrock exists at this site. To reduce the long term deterioration of the shale, exposure of the bedrock surface to oxygen should be kept as low as possible. The bedrock surface within the proposed building footprint should be protected from excessive dewatering and exposure to ambient air. To accomplish this a 50 mm thick concrete mud slab should be placed on the exposed bedrock surface within a 48 hour period of being exposed. A 15 MPa sulphate resistant lean concrete may be used. As an alternative to the mud slab, keeping the shale surface covered with granular backfill is also acceptable. The excavated sides of the exposed bedrock should be sprayed with a bituminous emulsion to seal bedrock from exposure to air and dewatering. Report: PG November 5, 2013 Page 17

21 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 7.0 RECOMMENDATIONS It is a requirement for the foundation design data provided herein to be applicable that a materials testing and observation services program including the following aspects be performed by the geotechnical consultant. Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and granular 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. A report confirming that these works have been conducted in general accordance with our recommendations could be issued, upon request, following the completion of a satisfactory materials testing and observation program by the geotechnical consultant. Report: PG November 5, 2013 Page 18

22 Ottawa Kingston North Bay Proposed Industrial Building 1670 Comstock Road - Ottawa 8.0 STATEMENT OF LIMITATIONS The recommendations provided in this report are in accordance with our present understanding of the project. We request permission to review our recommendations when the drawings and specifications are completed. 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 immediate notification 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 Simluc Contractors Limited or their agents is not authorized without review by Paterson for the applicability of our recommendations to the alternative use of the report. Paterson Group Inc. Richard Groniger, C. Tech. David J. Gilbert, P.Eng. Report Distribution: Simluc Contractors Limited (3 copies) Paterson Group (1 copy) Report: PG November 5, 2013 Page 19

23 APPENDIX 1 SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS BOREHOLE LOGS BY OTHERS

24 % 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers SOIL PROFILE AND TEST DATA DATE September 27, 2013 FILE NO. HOLE NO. PG2951 TP 1 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete 0.08 STRATA PLOT TYPE SAMPLE NUMBER RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with crushed stone 0.91 G 1 G Very stiff, brown SILTY CLAY 1.37 GLACIAL TILL: Compact, brown silty clay with sand, gravel, trace cobbles and boulders G GLACIAL TILL: Compact, brown silty sand with gravel, cobbles, trace clay and boulders G End of Test Pit 2.29 TP terminated on bedrock 2.29m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

25 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers DATE SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 2 SOIL DESCRIPTION GROUND SURFACE FILL: Brown silty sand with gravel and crushed stone STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction 0.30 FILL: Brown silty sand with gravel, cobbles, crushed stone and organics G TOPSOIL 1.37 G 2 GLACIAL TILL: Compact, brown silty sand with gravel, trace cobbles and boulders G 3 End of Test Pit 1.90 TP terminated on bedrock 1.90m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

26 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers DATE SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 3 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with crushed stone 0.60 FILL: Brown silty sand with clay and gravel, trace topsoil G TOPSOIL 1.22 G 2 Very stiff, brown SILTY CLAY, trace sand G 3 End of Test Pit 1.55 TP terminated on bedrock 1.55m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

27 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY DATE Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 4 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with crushed stone 0.30 FILL: Brown silty sand with gravel and crushed stone 0.81 TOPSOIL 0.97 G Very stiff, brown SILTY CLAY, trace sand G 2 End of Test Pit 1.42 TP terminated on bedrock 1.42m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

28 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY DATE Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 5 SOIL DESCRIPTION GROUND SURFACE FILL: Brown silty sand with crushed stone STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction 0.30 FILL: Brown silty clay, trace sand G G 2 FILL: Brown silty sand, trace topsoil GLACIAL TILL: Brown silty clay with sand, gravel, trace cobbles 1.40 End of Test Pit TP terminated on bedrock 1.40m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

29 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY DATE Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 6 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand, trace gravel and crushed stone 0.81 TOPSOIL Very stiff, brown SILTY CLAY 0.97 G G trace gravel by 1.2m depth End of Test Pit 1.37 G 3 TP terminated on bedrock 1.37m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

30 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers SOIL PROFILE AND TEST DATA DATE September 27, 2013 FILE NO. HOLE NO. PG2951 TP 7 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with crushed stone 0.30 FILL: Brown silty sand with gravel, trace topsoil G 1 TOPSOIL Very stiff, brown SILTY CLAY GLACIAL TILL: Brown silty clay, trace gravel and cobbles End of Test Pit G G TP terminated on bedrock 1.27m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

31 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Prop. Industrial Building Comstock Road Ottawa, Ontario TBM - Top spindle of fire hydrant located on the west side of Comstock Road, near the southwest corner of subject site. Geodetic elevation = 66.30m. Hydraulic Shovel Consulting Engineers DATE SOIL PROFILE AND TEST DATA September 27, 2013 FILE NO. HOLE NO. PG2951 TP 8 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete 0.08 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty sand with crushed stone 0.38 FILL: Brown silty clay, some sand, trace topsoil 0.60 G 1 GLACIAL TILL: Brown silty sand with gravel and cobbles, trace boulders and organics G G 3 End of Test Pit 1.50 TP terminated on bedrock 1.50m depth (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

32 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-Graded - Having wide range in grain sizes and substantial amounts of all intermediate particle sizes (see Grain Size Distribution). Uniformly-Graded - Predominantly of one grain size (see Grain 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 51 mm O.D. split spoon sampler 300 mm into the soil after an initial penetration of 150 mm. Relative Density N Value Relative Density % Very Loose <4 <15 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 <12 <2 Soft Firm Stiff Very Stiff Hard >200 >30

33 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 100 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 Good, massive, moderately jointed or sound Fair, blocky and seamy, fractured Poor, shattered and very seamy or blocky, severely fractured 0-25 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.

34 SYMBOLS AND TERMS (continued) GRAIN 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 - Grain size which xx% of the soil, by weight, is of finer grain sizes These grain size descriptions are not used below mm grain size D10 - Grain size at which 10% of the soil is finer (effective grain size) D60 - Grain size at which 60% of the soil is finer Cc - Concavity coefficient = (D30) 2 / (D10 x D60) Cu - Uniformity coefficient = D60 / D10 Cc and Cu are used to assess the grading of sands and gravels: Well-graded gravels have: 1 < Cc < 3 and Cu > 4 Well-graded sands have: 1 < 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 10% silt and clay (more than 10% finer than mm or the #200 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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43 APPENDIX 2 FIGURE 1 - KEY PLAN FIGURES 2 AND 3 - SEISMIC SHEAR WAVE VELOCITY PROFILES DRAWING PG TEST HOLE LOCATION PLAN

44 SITE FIGURE 1 KEY PLAN

45 Figure 2 Shear Wave Velocity Profile at Shot Location 7 m

46 Figure 3 Shear Wave Velocity Profile at Shot Location 76 m

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