GEOTECHNICAL INVESTIGATION Paq tnkek First Nation Underpass (Ant 275) Antigonish County, Nova Scotia

Transcription

1 GEOTECHNICAL INVESTIGATION Paq tnkek First Nation Underpass (Ant 75) Antigonish County, Nova Scotia Stantec Consulting Ltd. 847 Highway 04 Antigonish NS BG K7 Tel: (90) Fax: (90) Report Prepared for: Hatch Mott MacDonald 809 Barrington Street, Suite 009 Halifax NS BJ K8 File: Project No January 7, 0

2 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) Table of Contents.0 INTRODUCTION....0 SITE AND GEOLOGY....0 INVESTIGATIVE PROCEDURE.... GENERAL.... BOREHOLES.... TEST PITS LABORATORY TESTING SURVEYING SOIL, BEDROCK AND GROUNDWATER CONDITIONS GENERAL ROOTMAT AND TOPSOIL FILL SILTY GRAVEL WITH SAND AND SILTY SAND WITH GRAVEL CLAYEY SAND WITH GRAVEL SILTY SAND BEDROCK GROUNDWATER DISCUION AND RECOMMENDATIONS GENERAL UNDERPA SITE PREPARATION FOUNDATION DESIGN ACCE RAMPS GRUBBING SUBGRADE CONSTRUCTION SLOPES APPROACH FILLS WETLANDS RETAINING WALLS EROSION AND SETEMENTATION CONTROL SEISMIC RESPONSE CLOSURE... 6 File: Project No i January 7, 0

3 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT75) LIST OF APPENDICES Appendix A Statement of General Conditions Symbols and Terms Used on Borehole and Test Pit Records Borehole and Test Pit Records Grain Size Analysis Plots Drawing No., Borehole and Test Pit Location Plan LIST OF TABLES Table Borehole and Test Pit Locations Table Summary of Soil, Bedrock, and Groundwater Conditions 5 Table Summary of Rock Core Unconfined Compressive Strength 7 Table 4 Imported Granular Fill Retaining Wall Design Parameters Table 5 Friction Factors for Different Materials Placed Against Precast Concrete 4 LIST OF FIGURES Figure Factored Geotechnical Bearing Resistance at ULS and SLS for Shallow Foundations on Silty SAND with Gravel or Silty GRAVEL with Sand 4 File: Project No ii January 7, 0

4 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75).0 Introduction Nova Scotia Transportation and Infrastructure Renewal (TIR) is planning a new interchange on Highway 04, East of Exit 6A, at Paq tnkek-niktuek Indian Reserve Number, in Antigonish County, Nova Scotia. This project involves constructing a new Highway 04 Underpass (ANT75), constructing a new connector road from the new Highway 04 Underpass to Trunk 4 and extending the existing Highway 04 Afton River Culvert (ANT7). Realignment of Afton road and Trunk 4 will also be required. Stantec Consulting Ltd., acting at the request of Hatch Mott Macdonald has carried out a geotechnical investigation for the proposed Highway 04 Paq tnkek First Nation Underpass (ANT75). The purpose of the work was to obtain information on soil, bedrock and groundwater conditions at the proposed location and to provide geotechnical recommendations to assist with design of foundations and geotechnical site preparation. The scope of the investigation consisted of seven boreholes, eight test pits, laboratory testing, and preparation of the report contained herein. This report contains all of our findings and recommendations and has been prepared specifically and solely for the project described herein. File: Project No January 7, 0

5 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75).0 Site and Geology The proposed Highway 04 Paq tnkek First Nations Underpass crosses Highway 04 approximately three kilometers east of Exit 6A. The proposed structure would allow for the future twinning of Highway 04, with the existing roadway running under the southern end of the structure. At the proposed alignment, the structure will span across the highway a distance of approximately 7 meters. The elevation of the existing roadway is approximately 45 meters. The proposed top of asphalt elevation for the new underpass ranges between 54.4 (south abutment) and 5.8 (north abutment) meters. Based on existing contours it appears the existing road right of way was constructed by cutting material from the south (up to approximately 5 meters) and placing material to the north (up to approximately.5 meters). The proposed location of the south abutment is on the slope that was created when material was cut during construction of the existing highway. The proposed location of the center pier is just north of the existing highway. This area slopes gently from south to north and is grass covered. The proposed location of the north abutment slopes gently from south to north and is wooded. A wet area was identified just north of the proposed location of the north abutment. The proposed location of the east bound on and off ramps, located to the south of the proposed structure, slopes from south to north and west to east with a maximum relief of approximately.6 meters taken from TP to TP. It appears this area may have been used as a borrow pit in the past, possibly during the construction of the existing road. This area is predominately wooded with cleared access roads throughout. A wetland was identified in the proposed location of the east bound on ramp. The proposed location of the west bound on ramp, located to the north-east of the proposed structure, slopes gently from south to north and west to east with a maximum relief of approximately.0 meter, taken from TP8 to BH07 (details for BH 07 provided in Geotechnical Report prepared for proposed Afton River Culvert Extension). This area is predominately wooded with cleared walking trails throughout. Two wetlands were identified in the proposed location of the west bound off ramp. The proposed location of the west bound off ramp, located to the north-west of the proposed structure slopes from west to east from BH4 to TP8 with a maximum relief of approximately 9. meters. It also slopes from east to west from BH4 to the intersection with Highway 04. A large gully and wetland was identified between the existing Highway 04 and the proposed west bound on ramp. Previous experience in this area and geological evidence indicate that the principal overburden strata consists of silty till overburden of varying thicknesses underlain by sedimentary bedrock of the Pomquet Formation (Mabou Group). File: Project No January 7, 0

6 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75).0 Investigative Procedure. GENERAL The field component for the geotechnical investigation consisted of drilling seven boreholes and excavating eight test pits to assess the subsurface soil, bedrock and groundwater conditions. The field work for the investigation was carried out during the period of August 8, 0 to August 0, 0 (test pit excavation) and October 5, 0 to October, 0 (borehole drilling). Samples of the soil and bedrock were recovered and classified; and laboratory analyses were completed. Detailed logs of the soils encountered and the sampling and testing carried out are given on the Borehole and Test Pit Records in Appendix A. Locations of the boreholes and test pits are shown on Drawing No. in Appendix A. Northings and Eastings for boreholes and test pits locations are provided in Table. Table Borehole and Test Pit Locations Borehole or Test Pit No. Northing Easting BH BH BH BH BH BH BH TP TP TP TP TP TP TP TP Notes: Northings and Eastings provided by Thomson Conn Limited.. BOREHOLES Seven boreholes were drilled during the investigation; two at the north abutment (BH0 and BH04), two at the south abutment (BH0 and BH06), two at the central pier (BH0 and BH05) and one in a proposed cut location for the west bound off ramp. All boreholes were advanced using a CME 55 track mounted diamond drill equipped for geotechnical testing. Drilling services were provided by S&D Drilling Incorporated. All boreholes were logged and supervised by a qualified Stantec representative. File: Project No January 7, 0

7 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) The boreholes were advanced through the overburden using conventional split spoon samplers while performing Standard Penetration Testing (SPT). The soils were sampled in 600mm intervals and were advanced with an automatic hammer to obtain an SPT blow count. Bedrock was cored using an NQ size core barrel. The Rock Quality Designation (RQD) and recovery of rock samples were measured and recorded. Bedrock was encountered in all boreholes except BH4 at depths ranging from 9.0 meters (BH0) and.6 meters (BH06).. TEST PITS Eight test pits were excavated along the proposed access ramp locations for the underpass structure. Test pits were excavated using a CAT 5 supplied and operated by Francis J. Boyle Construction Limited. Test pits were logged and supervised by a qualified Stantec representative. The test pits ranged in depth from. meters (TP8) to 4. meters (TP). Estimations of soil relative density were made by observing excavator performance during the excavation. Groundwater conditions were assessed by observing seepage into test pits from sidewalls. Samples were taken as material conditions changed with depth. The test pits were backfilled and lightly tamped with the bucket of the excavator..4 LABORATORY TESTING All soil samples recovered during the investigation were stored in moisture tight containers and returned with the rock cores to our Antigonish laboratory for final visual assessment and classification testing. Laboratory soil index tests included moisture content determinations, grain size analyses and standard proctor density tests. Soil classifications given in the borehole and test pit records found in the Appendix A have been determined using ASTM D487, Standard Practice for Classification of Soils for Engineering Purposes. The compressive strength of bedrock samples was estimated using ASTM D70, Standard Test Method for Compressive Strength of Intact Core Specimens and ASTM D57 Standard Test Method for Determination of the Point Load Strength Index of Rock..5 SURVEYING Borehole and test pit locations and elevations were surveyed by Thompson Conn Limited. Elevations are referenced to Geodetic Datum. Borehole and test pit locations are shown on Drawing No. in Appendix A. File: Project No January 7, 0

8 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) 4.0 Soil, Bedrock and Groundwater Conditions 4. GENERAL The subsurface conditions in the boreholes generally consisted of a thin rootmat and topsoil layer underlain by silty sand with gravel. Mudstone bedrock was encountered in the six boreholes drilled in the underpass location. A layer of fill was encountered at the surface of BH06 and BH 4. Layers of clayey sand with gravel were also encountered in BH06 and BH4. The subsurface conditions in the test pits generally consisted of a thin rootmat and topsoil layer underlain by silty sand with gravel and/or silty gravel with sand. A layer of fill was encountered at the surface of TP and TP4. TP4 was terminated in a layer of silty sand with some clay and trace organics. The strata encountered in the boreholes and test pits are described in detail on the Borehole and Test Pit Records provided in Appendix A and are summarized in Table and subsequent sections. Table Summary of Soil, Bedrock, and Groundwater Conditions Layer Thickness (m) Depth to Depth to Bedrock Seepage Depth Borehole silty SAND Bedrock or Elevation clayey or of or Inferred or Test ROOTMAT with gravel Ground (m) SAND silty Test Inferred Bedrock Pit No. FILL and or silty with SAND Water Pit TOPSOIL GRAVEL Bedrock Elevation gravel Table (m) with sand (m) (m) (m) BH BH BH BH BH BH BH & > TP > **.9 TP > TP > ** 4. TP >. - -.**.4 TP * 7.8* -.6 TP * 7.5*.5**.5 TP > **. TP > Notes: Elevations are referenced to geodetic datum. *Refusal on Inferred Bedrock **Depth to Seepage File: Project No January 7, 0

9 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) 4. ROOTMAT AND TOPSOIL A thin layer of rootmat and topsoil was encountered in all boreholes and test pits except BH06. The thickness of this layer was between 0. meters (BH05) and 0.6 meters (TP6 and TP9). 4. FILL Fill was encountered in BH06, BH4, TP and TP4. Fill thickness were between 0. meters (BH4) and.5 meters (BH06). The fill in BH06 consisted of sandy gravel and silty sand with gravel and occasional cobbles and boulders. The fill in BH4 and TP consisted of silty sand with gravel and organics. The moisture content of a sample of this fill tested was 4 percent. The fill in TP4 consisted of sandy silt with gravel and organics. A grain size analysis on a sample of this fill indicated 5 percent gravel, 5 percent sand and 50 percent silt and clay sized particles. The moisture content of a sample of this fill tested was percent. 4.4 SILTY GRAVEL WITH SAND AND SILTY SAND WITH GRAVEL A layer of brown silty gravel with sand to brown silty sand with gravel was encountered in all boreholes and test pits. Occasional to frequent cobbles and boulders were encountered in this layer. Occasional seams of sandy silt were also encounter in this layer. The thickness of this layer ranged from.0 meters (TP6 and TP7) to. meters (BH05). TP, TP, TP, TP8 and TP9 were terminated in this layer. Grain size analyses on samples of this material indicated between 6 to 6 percent gravel, to 68 percent sand and 7 to 70 percent silt and clay sized particles. The moisture contents of samples of this material tested were between 5 and 8 percent with an average of percent. A standard proctor density test completed on a sample of the silty gravel with sand material showed a maximum Standard Proctor dry density of kg/m at an optimum moisture content of 8 percent. A standard proctor density test on a sample of the silty sand with gravel material showed a maximum Standard Proctor dry density of 0 kg/m at an optimum moisture content of 7 percent. Standard Penetration Test (SPT) N-values in this material ranged from 9 to 08 blows for 00 mm indicating the soil has a loose to very dense compactness. The following parameters may be used for design: Total Unit Weight, γ Submerged Unit Weight, γ Effective Angle of Internal Friction, Φ.0 kn/m³. kn/m³ CLAYEY SAND WITH GRAVEL Layers of brown clayey sand with gravel were encountered in BH06 and BH4. The layer in BH06 was encountered just before the bedrock and was.4 meters thick. Occasional cobbles File: Project No January 7, 0

10 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) and boulders were encountered in this layer in BH06. Two layers of clayey sand with gravel were encountered in BH4. The first was encountered just under the fill in this borehole and was 0.75 meters thick. The borehole was terminated in the second layer. 4.6 SILTY SAND A layer of silty sand with some clay and trace organics was encountered in TP4. TP4 was terminated in this layer. A grain size analysis on a sample of this material indicated 0 percent gravel, 5 percent sand, and 40 percent silt and clay sized particles. The moisture content of a sample of this material tested was 9 percent. 4.7 BEDROCK Brown mudstone bedrock was encountered in BH0, BH0, BH0, BH04, BH05 and BH06 at depths ranging from 8.4 meters (BH06) to.4 meters (BH05). Rock Quality Designations (RQD) for the bedrock samples obtained ranged from 8 percent to 55 percent indicating very poor to fair rock quality. Unconfined compressive strength testing was performed on a number of rock core specimens where sample quality allowed. Several point load tests were also completed. Results of unconfined compressive strength tests are presented in Table. Table Summary of Rock Core Unconfined Compressive Strength Unconfined Borehole No. Sample No. Depth (m) Compressive Rock Type Strength, Q U (MPa) BH0 9.9 Mudstone BH0.8 4 Mudstone BH Mudstone BH Mudstone BH06* Mudstone BH06* 9. 9 Mudstone BH06*.0 8 Mudstone Notes: *Compressive Strength Inferred from Point Load Testing. Inferred bedrock was encountered in TP6 at a depth of.6 meters below ground surface and in TP7 at a depth of.5 meters below ground surface. File: Project No January 7, 0

11 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) 4.8 GROUNDWATER Plastic standpipes were installed in BH0, BH0 and BH04 upon completion of the holes. Groundwater level measurements were taken on November 6, 0 and ranged from 0.9 meters (BH04) to.5 meters (BH0) below ground surface. Details of all groundwater measurements are shown on the Borehole Records in Appendix A. Moderate groundwater seepage was observed in TP, TP, TP4, TP7 and TP8 at depths from. meters (TP4) to.9 meters (TP) below ground surface. Generally test pits were not open for sufficient time to determine the true ground water table. It should be noted that groundwater levels are based on water levels at the time of the investigation and are subject to fluctuations due to precipitation events and on a seasonal basis. File: Project No January 7, 0

12 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) 5.0 Discussion and Recommendations 5. GENERAL Based on our understanding, the proposed underpass structure would allow for the future twinning of Highway 04, with the existing roadway running under the southern end of the structure. At the proposed alignment, the structure will span across the highway a distance of approximately 7 meters. The elevation of the existing roadway is approximately 45 meters. The proposed top of asphalt elevation for the new underpass ranges between 54.4 (south abutment) and 5.8 (north abutment) meters. It is also our understanding that the proposed structure will consist of integral abutments on either side of the highway and a central pier located within the median. The proposed foundations for the structure will consist of two integral abutments (one on either side of the highway) founded on plumb piles and a central pier founded on plumb and battered piles. It is further understood that abutments will be surrounded by grass covered stable slopes and that a clear stone apron will be provided beneath the width of the underpass. Construction of required access ramps will use cut and fill methods utilizing the existing site soils. The following sub-sections discuss our recommendations with respect to underpass foundation design and construction and access ramp construction. 5. UNDERPA 5.. SITE PREPARATION Based on the subsurface conditions encountered, end bearing piles driven to refusal on bedrock would be a suitable foundation for the proposed central pier and integral abutments. Base preparation for the abutments and central piers should consist of removal of all rootmat, topsoil and any other deleterious materials (peat, organics, fill, etc.) under structure bases down to native undisturbed silty sand with gravel or silty gravel with sand. Based on proposed grades structural fill will be required to bring both abutment bases to grade. The fill areas should be proof rolled with a large sized vibratory roller (0 ton minimum) under the supervision of qualified geotechnical personnel prior to the placing structural fill. Soft areas identified should be removed and replaced with structural fill. Existing fills are not recommended for re-use as structural fill. Excavated native soil should be suitable for reuse as structural fill provided the moisture content is maintained to within approximately % of the standard Proctor optimal moisture content, it is free of organics, and particles greater than 00 mm are removed. The measured moisture content of some of the native site soils was above optimum moisture. To be used as fill these materials would require File: Project No January 7, 0

13 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) drying under favorable weather conditions. Drying will not be practical for the wetter portions and therefore some allowance should be included for wastage of material. Imported structural fill should consist of approved well graded granular fill such as pitrun or NSTIR Fill Against Structure. Depending on construction conditions, other material may be suitable but should be approved by qualified geotechnical personnel prior to placement. Lift sizes must be compatible with the compaction equipment being used and in no case should the lift size exceed 0. meters. Each lift of soil should be compacted to a minimum of 95 percent Standard Proctor dry density to within 00 mm from the top of the subgrade fill and 98 percent in the top 00 mm. Material should be placed and compacted at moisture contents within percent of Standard Proctor optimum moisture content. Temporary side slopes into the native soils should be no steeper than.5 horizontal to vertical. Permanent fill side slopes using reworked native soil should be no steeper than horizontal to vertical whereas permanent cut side slopes in the native soil should be no steeper than horizontal to vertical. Permanent fill slopes constructed using a well graded rockfill should be no steeper than.5 horizontal to vertical. 5.. FOUNDATION DESIGN The subsurface conditions encountered at the proposed abutment and central pier locations showed between 8.4 and.4 meters of overburden. The soils generally consist of silty sand with gravel, frequent cobbles and occasion boulders. During driving of the spilt spoon sampler, refusal occurred frequently in most boreholes indicating the possibility of boulders being present. Steel H-piles driven to refusal in till or on bedrock would be a practical option to support the proposed abutments and central pier. For a steel H-Pile driven to refusal in till or on bedrock, the factored (using a factor of 0.4 based on CHBDC clause 6.6..) geotechnical axial compressive load resistance at ultimate limit states (ULS) is estimated at 50 MPa. The group capacities for piles can be taken as the sum of the individual pile capacities provided that the centre spacing between the piles is at least pile diameters. The settlement/serviceability limit state (SLS) of piles driven to the required refusal criteria would be expected to be negligible. Piles will be driven through very dense soils containing cobbles and boulders, therefore hard driving conditions are expected. To protect pile toes from unacceptable deformation and damage the toes of the H-piles should be protected using drive shoes. Steel piles should be driven with a hammer having a minimum rated energy of 50 Joules/cm (,500 ft.lb/in ) of steel cross sectional area. Refusal should be taken as 5 blows for the last 5 mm of pile penetration. A representative number of piles at each of the abutments should be restruck a minimum of 4 hours after initial driving refusal is obtained. If relaxation occurs, all piles should be re-driven to the refusal criteria and the cycle repeated until the refusal criteria can be File: Project No January 7, 0

14 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) achieved during the re-strike. Piles are expected to penetrate into the bedrock due to its low strength. It is recommended that full time inspection be provided during pile installation. Comparison of pile tip elevations with the elevations of bedrock should be carried out on an ongoing basis to ensure that the piles are based on or in bedrock. If a pile is suspect of meeting refusal on a boulder, Pile Driving Analyser (PDA) testing should be conducted to confirm the capacity. If PDA testing confirms that the pile has met the design capacity, the pile should be considered acceptable. If PDA testing indicates that the design capacity is not obtained, additional pile(s) should be installed to obtain the required capacity. Alternatively, the obstruction could be removed by excavating, and the pile re-driven. The above refusal criteria should be confirmed using PDA testing at the onset of initial driving. PDA testing should be carried out for driven piles at each structure and should consist of at least one initial drive and one re-strike per abutment or central pier. 5. ACCE RAMPS 5.. GRUBBING Grubbing and stripping of rootmat and topsoil should be carried out where embankment fills are less than meters in height and should extend meters outside of the excavation and embankment slopes in accordance with NSTIR standard specifications. In areas where more than meters of fill are to be placed timber, stumps, and roots should still be removed. The periods between grubbing and filling should be minimized to prevent excessive disturbance and erosion of the exposed soils. Compaction of the exposed material after grubbing will decrease both erosion and infiltration of water into the subgrade. 5.. SUBGRADE CONSTRUCTION The native soils encountered during the geotechnical investigation will be suitable as fills throughout the site. Some native site soils are susceptible to softening and erosion when wetted or disturbed. Therefore, it is important that site grading be carried out to minimize these effects. When carrying out the cut and fill operations, all working surfaces should be sloped to prevent water from ponding. An increase in moisture content can cause difficulties in achieving the required degree of compaction and the wetted material will typically require extended dry periods to become usable. Furthermore, excessive drying of soils will also result in difficulties achieving the required degree of compaction and may require the addition of water to become usable. Therefore, fill should be placed and compacted directly after excavating, and stockpiles of material should be avoided when possible. If stockpiling of soil is required, the surface of the pile should be sloped and compacted to help prevent infiltration of water and excessive drying of the stockpile. The measured moisture content of some of the native site soils was above optimum moisture. To be used as fill these materials would require drying under favorable weather conditions. File: Project No January 7, 0

15 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) Drying will not be practical for the wetter portions and therefore some allowance should be included for wastage of material. Construction of the embankment fills should be carried out in lifts to achieve the required grades. Lift sizes must be compatible with the compaction equipment being used and in no case should the lift size exceed 0. meters of soil. Each lift of soil should be compacted to a minimum of 95 percent Standard Proctor dry density to within 00 mm from the top of the subgrade fill and 98 percent in the top 00 mm. Material should be placed and compacted at moisture contents within percent of Standard Proctor optimum moisture content. 5.. SLOPES Permanent fill slopes constructed from the site soils and adequately compacted throughout (minimum 95 percent Standard Proctor dry density) should be no steeper than horizontal to vertical. Cut slopes above groundwater seepage levels in the till should be no steeper than horizontal to vertical. With a relatively high groundwater table, there will be a tendency for springs to appear on the cut slopes. Further, the effects of freeze thaw cycles will progressively weaken surface soils. These conditions result in isolated areas of cut slopes to be susceptible to minor sloughing. Provision of erosion protection at the earliest possible time will help in preventing this type of degradation. In areas where the : backslope creates excessive removal of material, consideration could be given to the use of retaining walls or reinforced earth (utilizing the site materials to steepen the slopes). Cutting of slopes will affect the groundwater table in the immediate vicinity of construction. Based on the soil conditions encountered, drawdown of the water table should not be affected beyond a distance back from the crest of the slope equal to twice the height of the slope APPROACH FILLS Approach fill could consist of imported NSTIR Borrow material, placed at moisture contents within a range that will allow compaction to the specified density. Approach fill should be compacted to at least 95% of the maximum standard Proctor dry density determined for the material, with the exception of the upper 00 mm below subgrade, which should be compacted to at least 98% maximum standard Proctor dry density. Approach fill should be placed in lifts compatible with the compaction equipment used WETLANDS Prior to construction, areas identified as wet lands by the environmental consultant should be probed to determine the approximate thicknesses of soft soils (peat, organics etc.) in these File: Project No January 7, 0

16 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) locations. Push probes consist of manually pushing a small diameter fiberglass rod into the ground until refusal is obtained. It is recommended that the peat be removed from below the footprint of embankment fill required for the ramps. Leaving the peat in place and constructing the ramps would result in large total and differential settlements and could possibly result in stability problems with the embankment. Removal of the peat can be achieved by excavation, followed by displacement. Excavation of the peat can proceed from the leading edge of the fill and as the peat is removed, the fill is pushed into the excavation in a manner that displaces any remaining peat. Within the ramp embankments, rockfill is recommended to replace the peat below the water level. The rockfill can be placed as a single lift to the water level and then be compacted with several passes using a large (minimum 0 ton) vibratory roller. This will densify the material as much as possible and limit the amount of further settlement due to the uncompacted thickness of the material. Above the water level the fill could consist of common borrow provided a geotextile or filter layer is provided between the common fill and rockfill. Test pits should be performed during construction to verify peat has been removed. Since the excavation for swamp removal will extend well below the groundwater level, dewatering through the use of ditching and pumping may be required. The quality of discharged water should be reviewed and monitored prior to discharge to ensure compliance with the regulations of authorities having jurisdiction RETAINING WALLS Retaining walls could be used in areas where the : backslope creates excessive removal of material. If retaining walls are used, backfill placed against retaining walls should conform to NSTPW Standard Specifications for fill against structures (Division, Section 0). A drainage system with a positive outlet should be included to prevent water from backing up against the retaining structure. The extent of the granular backfill should be in accordance with the wall design requirements. All backfill should be placed in lifts and compacted to 95% of maximum standard Proctor dry density. Compaction immediately adjacent to the wall should be accomplished with relatively thin soil lifts and light compaction equipment to prevent overstressing of the wall. The parameters in Table 4 may be used for imported granular backfill. Table 4 Imported Granular Fill Retaining Wall Design Parameters Total Unit Weight, Effective Angle of Internal Friction, Φ Concrete/Granular fill Friction Angle, δ Active Earth Pressure Coefficient, k a At Rest Earth Pressure Coefficient, k o kn/m³ (assuming level ground) 0.4 (assuming level ground) The earth pressure coefficients used for design should be selected based on the appropriate finished back-slope angle. File: Project No January 7, 0

17 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPAS (ANT 75) Sliding resistance at the base of retaining walls constructed of precast concrete can be calculated using the following friction factors in Table 5. A geotechnical resistance factor of 0.8 should be used in the sliding analysis. Table 5 Friction Factors for Different Materials Placed Against Precastt Concrete Foundation Material Friction Factor Native till or re-compacted till 0.40 Granular Fill 0.45 Rock Fill 0.50 The base of a MSE type retaining wall placed on undisturbed silty sand with gravel or silty gravel with sand may be designed using Figure. The factored bearing resistance at Ultimate Limit States (ULS) is estimated in accordance with the National Building Code of Canada (NBCC, 005). For selection of the size of strip footings founded on undisturbedd silty sand with gravel or silty gravel with sand, the factored soil bearing resistance (using a bearing resistance factor of 0.5) at ULS as a function of footing width is provided in the figure below. An estimate of Serviceability Limit State (SLS) using a settlement limit of 5 mm is also shown on the figure. Unfactored loads should be used for assessment of the SLS bearing resistances. Figure Factored Geotechnical Bearing Resistance at UL and SLS for Shallow Foundations on Silty SAND with Gravel or Silty GRAVEL with Sand File: Project No January 7, 0

18 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) The base of a MSE type retaining wall should be founded a minimum of 0.5 m below finish grade to obtain the bearing resistance; should this depth not be achieved, reduction in bearing resistance will occur. 5.4 EROSION AND SETEMENTATION CONTROL Compaction of exposed soils will decrease erosion of subgrade materials and slopes. Silt curtains and/or check dams should be used to limit migration of sediments off site. Careful monitoring of the performance of sediment barriers should be conducted during construction and alterations made as required. 5.5 SEISMIC RESPONSE The effects of site conditions on seismic response should be considered in the design of the foundations. Based on the subsurface soil and bedrock conditions encountered in the boreholes and test pits, the site coefficient is.0 (CHBDC clause 4.4.6) based on Soil Profile Type I. File: Project No January 7, 0

19 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPAS (ANT 75) 6.0 Closure Use of this report is subject to the Statementt of General Conditions provided in Appendix A. It is the responsibility of Hatch Mott MacDonald who is identified as the Client within the Statement of General Conditions, and its agents to review the conditions and to notify Stantec Consulting Ltd. should any of these not be satisfied. The Statementt of General Conditions addresses the following: Use of the report Basiss of the report Standard of care Interpretation of site conditions Varying or unexpected site conditions Planning, design or construction This report has been prepared by Bradley Cleary, P.Eng. and reviewed by S. Greg MacNeill, P.Eng. We trust that the information contained in this report is adequate for your present purposes. If you have any questions about the contents of the report or if we can be of any other assistance, please do not hesitate to contactt us at your convenience. Yours very truly, STANTEC CONSULTING LTD. Bradley Cleary, P.Eng. Geotechnical Engineer S. Greg MacNeill, P.Eng. Senior Geotechnical Engineer File: Project No January 7, 0

20 GEOTECHNICAL INVESTIGATION PAQ TNKEK FIRST NATION UNDERPA (ANT 75) APPENDIX A Statement of General Conditions Symbols and Terms Used on Borehole and Test Pit Records Borehole and Test Pit Records Grain Size Analysis Plots Drawing No., Borehole and Test Pit Location Plan

21 STATEMENT OF GENERAL CONDITIONS USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Stantec Consulting Ltd. and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Stantec Consulting Ltd s present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Stantec Consulting Ltd. is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state or province of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Stantec Consulting Ltd. at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited. extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Stantec Consulting Ltd. must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Stantec Consulting Ltd. will not be responsible to any party for damages incurred as a result of failing to notify Stantec Consulting Ltd. that differing site or subsurface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Stantec Consulting Ltd., sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub-subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Stantec Consulting Ltd. cannot be responsible for site work carried out without being present. K:\ADMIN\Geotech\STATEMENT OF GENERAL CONDITIONS_StantecLogo.doc

22 SOIL DESCRIPTION SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS Terminology describing common soil genesis: Topsoil - mixture of soil and humus capable of supporting vegetative growth Peat - mixture of visible and invisible fragments of decayed organic matter Till - unstratified glacial deposit which may range from clay to boulders Fill - material below the surface identified as placed by humans (excluding buried services) Terminology describing soil structure: Desiccated - having visible signs of weathering by oxidization 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 successions of different soil types, e.g. silt and sand Layer - > 75 mm in thickness Seam - mm to 75 mm in thickness Parting - < mm in thickness Terminology describing soil types: The classification of soil types are made on the basis of grain size and plasticity in accordance with the Unified Soil Classification System (USCS) (ASTM D 487 or D 488). The classification excludes particles larger than 76 mm ( inches). The USCS provides a group symbol (e.g. SM) and group name (e.g. silty sand) for identification. Terminology describing cobbles, boulders, and non-matrix materials (organic matter or debris): Terminology describing materials outside the USCS, (e.g. particles larger than 76 mm, visible organic matter, construction debris) is based upon the proportion of these materials present: Trace, or occasional Less than 0% Some 0-0% Frequent > 0% Terminology describing compactness of cohesionless soils: The standard terminology to describe cohesionless soils includes compactness (formerly "relative density"), as determined by the Standard Penetration Test N-Value (also known as N-Index). A relationship between compactness condition and N-Value is shown in the following table. Compactness Condition SPT N-Value Very Loose <4 Loose 4-0 Compact 0-0 Dense 0-50 Very Dense >50 Terminology describing consistency of cohesive soils: The standard terminology to describe cohesive soils includes the consistency, which is based on undrained shear strength as measured by in situ vane tests, penetrometer tests, or unconfined compression tests. Consistency Undrained Shear Strength kips/sq.ft. kpa Very Soft <0.5 <.5 Soft Firm Stiff Very Stiff Hard >4.0 >00 SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS MARCH 009 Page of

23 ROCK DESCRIPTION Terminology describing rock quality: RQD Rock Mass Quality 0-5 Very Poor 5-50 Poor Fair Good Excellent Rock quality classification is based on a modified core recovery percentage (RQD) in which all pieces of sound core over 00 mm long are counted as recovery. The smaller pieces are considered to be due to close shearing, jointing, faulting, or weathering in the rock mass and are not counted. RQD was originally intended to be done on NW core; however, it can be used on different core sizes if the bulk of the fractures caused by drilling stresses are easily distinguishable from in situ fractures. The terminology describing rock mass quality based on RQD is subjective and is underlain by the presumption that sound strong rock is of higher engineering value than fractured weak rock. Terminology describing rock mass: Spacing (mm) Joint Classification Bedding, Laminations, Bands > 6000 Extremely Wide Very Wide Very Thick Wide Thick Moderate Medium Close Thin 0-60 Very Close Very Thin <0 Extremely Close Laminated <6 - Thinly Laminated Terminology describing rock strength: Strength Classification Unconfined Compressive Strength (MPa) Extremely Weak < Very Weak 5 Weak 5 5 Medium Strong 5 50 Strong Very Strong Extremely Strong > 50 Terminology describing rock weathering: Term Fresh Slightly Weathered Moderately Weathered Highly Weathered Completely Weathered Description No visible signs of rock weathering. Slight discolouration along major discontinuities Discolouration indicates weathering of rock on discontinuity surfaces. All the rock material may be discoloured. Less than half the rock is decomposed and/or disintegrated into soil. More than half the rock is decomposed and/or disintegrated into soil. All the rock material is decomposed and/or disintegrated into soil. The original mass structure is still largely intact. SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS MARCH 009 Page of

24 STRATA PLOT Strata plots symbolize the soil or bedrock description. They are combinations of the following basic symbols. The dimensions within the strata symbols are not indicative of the particle size, layer thickness, etc. Boulders Cobbles Gravel Sand Silt Clay Organics Asphalt Concrete Fill Igneous Bedrock Metamorphic Bedrock Sedimentary Bedrock SAMPLE TYPE ST DP PS BS WS HQ, NQ, BQ, etc. Split spoon sample (obtained by performing the Standard Penetration Test) Shelby tube or thin wall tube Direct-Push sample (small diameter tube sampler hydraulically advanced) Piston sample Bulk sample Wash sample Rock core samples obtained with the use of standard size diamond coring bits. MEASUREMENT measured in standpipe, piezometer, or well inferred RECOVERY For soil samples, the recovery is recorded as the length of the soil sample recovered. For rock core, recovery is defined as the total cumulative length of all core recovered in the core barrel divided by the length drilled and is recorded as a percentage on a per run basis. N-VALUE Numbers in this column are the field results of the Standard Penetration Test: the number of blows of a 40 pound (64 kg) hammer falling 0 inches (760 mm), required to drive a inch (50.8 mm) O.D. split spoon sampler one foot (05 mm) into the soil. For split spoon samples where insufficient penetration was achieved and N-values cannot be presented, the number of blows are reported over sampler penetration in millimetres (e.g. 50/75). Some design methods make use of N value corrected for various factors such as overburden pressure, energy ratio, borehole diameter, etc. No corrections have been applied to the N-values presented on the log. DYNAMIC CONE PENETRATION TEST (DCPT) Dynamic cone penetration tests are performed using a standard 60 degree apex cone connected to A size drill rods with the same standard fall height and weight as the Standard Penetration Test. The DCPT value is the number of blows of the hammer required to drive the cone one foot (05 mm) into the soil. The DCPT is used as a probe to assess soil variability. OTHER TESTS S H k γ G s CD CU UU DS C Q u I p Sieve analysis Hydrometer analysis Laboratory permeability Unit weight Specific gravity of soil particles Consolidated drained triaxial Consolidated undrained triaxial with pore pressure measurements Unconsolidated undrained triaxial Direct Shear Consolidation Unconfined compression Point Load Index (I p on Borehole Record equals I p(50) in which the index is corrected to a reference diameter of 50 mm) Single packer permeability test; test interval from depth shown to bottom of borehole Double packer permeability test; test interval as indicated Falling head permeability test using casing Falling head permeability test using well point or piezometer SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS MARCH 009 Page of

25 BOREHOLE RECORD Page of BH0 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) BH SIZE 0/0/ *0//6 DATUM PROJECT No NQ GEODETIC DEPTH(m) 0 ELEVATION(m) SOIL DESCRIPTION ROOTMAT/TOPSOIL Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m S /5mm /5mm /450m S Very poor brown mudstone: BEDROCK 4 NQ % 60/50mm 60/75mm 5% NQ 6 6% 4% NQ 7 00% 8% End of Borehole MBH /7/ 5 App'd Jan 7 0 9:6:8

26 BOREHOLE RECORD Page of BH0 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) BH SIZE 0/0/7 *0//6 DATUM PROJECT No NQ GEODETIC DEPTH(m) 0 ELEVATION(m) 4.50 SOIL DESCRIPTION Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m /40mm /50mm /75mm Very poor to fair brown mudstone: BEDROCK 0 NQ 00 67% 4/00mm 0% NQ 00% 55% 0.90 End of Borehole NQ 00% 55% 4 MBH /7/ 5 App'd Jan 7 0 9:6:

27 BOREHOLE RECORD Page of BH0 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/0/5 PROJECT No. BH SIZE DATUM 6454 NQ GEODETIC DEPTH(m) 0 ELEVATION(m) SOIL DESCRIPTION ROOTMAT/TOPSOIL Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS S UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m /50mm /50mm S Very poor to poor brown mudstone: BEDROCK NQ NQ 50% 90% 0% 40% 9.40 End of Borehole NQ 94% 40% 4 MBH /7/ 5 App'd Jan 7 0 9:6:8

28 BOREHOLE RECORD Page of BH04 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) BH SIZE 0/0/5 *0//6 DATUM PROJECT No NQ GEODETIC DEPTH(m) 0 ELEVATION(m) SOIL DESCRIPTION ROOTMAT/TOPSOIL Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m /55mm /5mm Very poor to poor brown mudstone: BEDROCK NQ 4 45% 0% NQ 5 00% 8% End of Borehole MBH /7/ 5 App'd Jan 7 0 9:6:4

29 BOREHOLE RECORD Page of BH05 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/0/6 PROJECT No. BH SIZE DATUM 6454 NQ GEODETIC DEPTH(m) 0 ELEVATION(m) SOIL DESCRIPTION ROOTMAT/TOPSOIL Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS S UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m /500mm /50mm /50mm 60/50mm /450mm S.00 Poor brown mudstone: BEDROCK NQ 0 00% 40% MBH /7/ End of Borehole App'd Jan 7 0 9:6:8 NQ 98% 0%

30 BOREHOLE RECORD Page of BH06 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/0/0 PROJECT No. BH SIZE DATUM 6454 NQ GEODETIC DEPTH(m) 0 4 ELEVATION(m) SOIL DESCRIPTION Compact brown sandy gravel: FILL Compact brown silty sand with gravel: FILL -occasional cobbles and boulders Compact to very dense brown silty SAND with gravel -frequent cobbles and occasional boulders -occasional seams of sandy silt STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS /00mm 44/450mm 58/450mm 7 UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m /00mm Hard brown clayey SAND with gravel -occasional cobbles and boulders Very poor to poor brown mudstone: BEDROCK NQ 0 NQ % 67% 85 8/00mm 70/50mm 0% 0% 0 NQ 8% %.0 End of Borehole NQ 8% % 4 MBH /7/ 5 App'd Jan 7 0 9:6:4

31 BOREHOLE RECORD Page of BH4 CLIENT LOCATION DATES: BORING HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/0/9 PROJECT No. BH SIZE DATUM 6454 NQ GEODETIC DEPTH(m) 0 4 ELEVATION(m) SOIL DESCRIPTION ROOTMAT/TOPSOIL Loose brown silty sand with gravel: FILL -trace organics Very stiff brown clayey SAND with gravel Loose to compact brown silty SAND with gravel -frequent cobbles and occasional boulders STRATA PLOT SAMPLES TYPE NUMBER RECOVERY mm N-VALUE OR-RQD % OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W W L WATER CONTENT & ATTERBERG LIMITS DYNAMIC PENETRATION TEST, BLOWS/0.m STANDARD PENETRATION TEST, BLOWS/0.m Stiff to very stiff brown clayey SAND with gravel End of Borehole MBH /7/ 5 App'd Jan 7 0 9:6:48

32 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/0 *0/08/0 PROJECT No. TEST PIT No. DATUM TP 6454 TP GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L 0 4. ROOTMAT/TOPSOIL Compact brown silty GRAVEL with sand -frequent cobbles and occasional boulders with depth BS 9.4 Compact brown silty SAND with gravel END OF TEST PIT *Moderate water seepage observed at.9 m below ground surface 5 App'd Jan 7 0 0::45

33 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/0 *0/08/0 PROJECT No. TEST PIT No. DATUM TP 6454 TP GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Loose brown silty sand: FILL -organics and rootmat throughout 5.7 Compact brown silty SAND with gravel 5.5 Compact brown silty GRAVEL with sand -occasional cobbles and boulders with depth BS S END OF TEST PIT *No water seepage observed 5 App'd Jan 7 0 0:4:6

34 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/0 *0/08/0 PROJECT No. TEST PIT No. DATUM TP 6454 TP GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Compact brown silty GRAVEL with sand -frequent cobbles BS 4.8 Compact brown silty SAND with gravel 4 4. END OF TEST PIT *Moderate water seepage observed at.8 m below ground surface BS S 5 App'd Jan 7 0 0:4:0

35 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/0 *0/08/0 PROJECT No. TEST PIT No. DATUM TP TP4 GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Loose brown sandy silt with gravel: FILL -trace organics BS S 4.5 Compact brown silty GRAVEL with sand -frequent cobbles and occasional boulders 40.6 Dense brown silty SAND with gravel -trace organics -some clay BS S 9.4 END OF TEST PIT *Moderate to heavy water seepage observed at. m below ground surface 4 5 App'd Jan 7 0 0:4:

36 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/9 *0/08/9 PROJECT No. TEST PIT No. DATUM TP TP6 GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Compact brown silty GRAVEL with sand -frequent cobbles and boulders BS S 9.4 Compact brown silty SAND with gravel BS S END OF TEST PIT -Refusal on inferred bedrock at.6 m *No water seepage observed 5 App'd Jan 7 0 0:4:6

37 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/9 *0/08/9 PROJECT No. TEST PIT No. DATUM TP TP7 GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Compact brown silty SAND with gravel -frequent cobbles and occasional boulders BS BS 9. Compact brown silty SAND with gravel BS END OF TEST PIT -Refusal on inferred bedrock at.5 m *Moderate water seepage observed at.5 m below ground surface 5 App'd Jan 7 0 0:4:0

38 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/8 *0/08/8 PROJECT No. TEST PIT No. DATUM TP TP8 GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L 0 4. ROOTMAT/TOPSOIL Compact brown silty GRAVEL with sand -occasional cobbles and boulders with depth 8. END OF TEST PIT *Moderate water seepage observed at. m below ground surface 4 5 App'd Jan 7 0 0:4:4

39 Page of CLIENT LOCATION DATES: DUG TEST PIT RECORD HATCH MOTT MACDONALD PAQTNKEK FIRST NATION UNDERPA (ANT 75) 0/08/9 *0/08/9 PROJECT No. TEST PIT No. DATUM TP TP9 GEODETIC DEPTH(m) ELEVATION(m) SOIL DESCRIPTION STRATA PLOT SAMPLE TYPE NUMBER OTHER TESTS UNDRAINED SHEAR STRENGTH - kpa W P W WATER CONTENT & ATTERBERG LIMITS W L ROOTMAT/TOPSOIL Compact brown silty GRAVEL with sand BS S END OF TEST PIT *No water seepage observed BS 5 App'd Jan 7 0 0:4:8

40 Approved: 00% 90% 80% 70% 60% Percent Passing 50% 40% 0% 0% 0% 0% Grain Size in Millimetres Coarse Gravel Fine Coarse Medium Sand Fine Silt and Clay Job No.: 6454 Unified Soil Classification System ASTM D 487/488 Curve BOREHOLE/TESTPIT SAMPLE DEPTH (m) Soil Fractions Gravel Sand Silt/Clay BH0 SA5.0-.6m 5% 7% 8% BH0 SA m 6% 9% 65% BH0 SA.5-.m 6% 4% % Soil Description silty SAND with gravel sandy SILT silty SAND with gravel

41 Approved: 00% 90% 80% 70% 60% Percent Passing 50% 40% 0% 0% 0% 0% Grain Size in Millimetres Coarse Gravel Fine Coarse Medium Sand Fine Silt and Clay Job No.: 6454 Unified Soil Classification System ASTM D 487/488 Curve BOREHOLE/TESTPIT SAMPLE DEPTH (m) Soil Fractions Gravel Sand Silt/Clay BH0 SA m 0% 70% BH05 SA 0.6-.m % % 59% BH05 SA m % % 46% Soil Description sandy SILT sandy SILT silty GRAVEL with sand

42 Job No.: 6454 Percent Passing Approved: 00% 90% 80% 70% 60% 50% 40% 0% 0% 0% 0% Grain Size in Millimetres Coarse Gravel Fine Coarse Medium Sand Fine Silt and Clay Unified Soil Classification System ASTM D 487/488 Soil Fractions Curve BOREHOLE/TESTPIT SAMPLE DEPTH (m) Gravel Sand Silt/Clay TP SA.8m -.m 58% 5% 7% TP SA 4.0m - 4.m 0% 68% % TP4 SA 0.7m -.0m 5% 5% 50% Soil Description GRAVEL with silt and sand SAND with gravel sandy SILT with gravel