Reference No S072 APRIL 2012

Transcription

1 A REPORT TO SOLMAR DEVELOPMENT CORP. A PRELIMINARY SOIL INVESTIGATION FOR PROPOSED SUBDIVISION DEVELOPMENT NORTHEAST OF SIDEROAD 5 AND 0 LINE TOWN OF ERIN Reference No. 202-S072 APRIL 202 DISTRIBUTION 3 Copies - Solmar Development Corp. Copy - Soil Engineers Ltd. (Mississauga) Copy - Soil Engineers Ltd. (Toronto)

2 Reference No. 202-S072 ii TABLE OF CONTENTS.0 INTRODUCTION SITE AND PROJECT DESCRIPTION FIELD WORK SUBSURFACE CONDITIONS Topsoil Earth Fill Silty Clay Silty Sand Till Sandy Silt Till Interpretation of Refusal Depths Compaction Characteristics of the Revealed Soils GROUNDWATER CONDITIONS PRELIMINARY GEOTECHNICAL LAND USE ASSESSMENT LIMITATIONS OF REPORT... 20

3 Reference No. 202-S072 iii TABLES Table - GNSS Coordinates... 4 Table 2 - Estimated Water Content for Compaction... 3 Table 3 - Groundwater Levels... 5 Table 4 - Soil Parameters... 8 ENCLOSURES Borehole Logs... Figures to 8 Grain Size Distribution Graphs... Figures 9 to 3 Borehole Location Plan and Subsurface Profile... Drawing No.

4 Reference No. 202-S072.0 INTRODUCTION In accordance with written authorization dated February 2, 202, from Mr. Maurizio Rogato of Solmar Development Corp., a preliminary soil investigation was carried out northeast of Sideroad 5 and 0 Line, in the Town of Erin, for a proposed Subdivision Development. The purpose of the investigation was to reveal the subsurface conditions and to determine the geotechnical engineering properties of the disclosed soils. The findings and resulting geotechnical assessment are presented in this Report.

5 Reference No. 202-S SITE AND PROJECT DESCRIPTION The Town of Erin is situated on Guelph Drumlin Field, where the dominant subsoils consist of stoney drift, sand and gravel terraces of meltwater spillways formed during glacial retreat. The subject site, rectangular in shape, is bounded by Sideroad 5 to the south and 0 Line to the west. At the time of investigation, the site consisted of wooded areas to the east, farmland to the northwest and a residence to the southwest section of the property. The investigation was conducted to provide a preliminary geotechnical assessment of the site.

6 Reference No. 202-S FIELD WORK The field work, consisting of 8 boreholes to depths ranging from.4 to.2 m, was performed on February 29 and March 2, 202, at the locations shown on the Borehole Location Plan and Subsurface Profile, Drawing No.. The holes were advanced at intervals to the sampling depths by a track-mounted, continuous-flight power-auger machine equipped for soil sampling. Standard Penetration Tests, using the procedures described on the enclosed List of Abbreviations and Terms, were performed at the sampling depths. The test results are recorded as the Standard Penetration Resistance (or N values) of the subsoil. The relative density of the granular strata and the consistency of the cohesive strata are inferred from the N values. Split-spoon samples were recovered for soil classification and laboratory testing. The field work was supervised and the findings recorded by a Geotechnical Technician. The sampling depths and the depths of the soil strata changes were determined based on the data collected from Trimble Geoexplorer 000 Series GNSS at each of the borehole locations. The x, y and z coordinates for each borehole are listed in Table.

7 Reference No. 202-S072 4 Table - GNSS Coordinates Borehole No. X Coordinate Y Coordinate Z Coordinate (m) m E m N m E m N m E m N m E m N m E m N m E m N m E m N m E m N

8 Reference No. 202-S SUBSURFACE CONDITIONS Detailed descriptions of the encountered subsurface conditions are presented on the Borehole Logs, comprising Figures to 4, inclusive. The revealed stratigraphy is plotted on the subsurface profile on Drawing No., and the engineering properties of the disclosed soils are discussed herein. The investigation has revealed that beneath a veneer of topsoil or, in location, a layer of earth fill overlying a layer of topsoil extending to a depth of.7 m, the site is underlain by strata of silty clay, silty sand till and sandy silt till. Increasing amounts of cobbles and were encountered in the tills with depth. 4. Topsoil (All Boreholes) The revealed topsoil, approximately 23 to cm, is dark brown in colour, indicating that it contains appreciable amounts of roots and humus. Due to its humus content, it will generate an offensive odour and may produce volatile gases under anaerobic conditions. The topsoil contains appreciable amounts of organic matter; it is unsuitable for supporting structures and must be stripped. Since the topsoil is considered void of engineering value, it can only be used for general landscaping and landscape contouring purposes. A fertility analysis can determine the suitability of the topsoil as a planting material. 4.2 Earth Fill (Borehole 8) The fill is covered with weed growth and extends to a depth of.2 m. It is amorphous and consists of silty clay with a variable amount of sand and gravel. This indicates the fill is spoil from vicinal construction.

9 Reference No. 202-S072 The original topsoil was encountered below the earth fill in the borehole, showing the site was partially stripped. The water content of the samples was found to be 7% and 8%. The obtained N values are and 2 blows per 30 cm of penetration. This shows that the fill was loosely placed non-uniformly compacted and has self-consolidated. A grain size analysis was performed on representative sample; the result is plotted on Figure 9. As noted, the fill contains topsoil inclusions and its relative density is non-uniform; therefore, it is unsuitable for supporting structures. In using the fill for structural backfill, or in pavement and slab construction, it should be subexcavated, inspected, sorted free of serious topsoil inclusions, proof-rolled and properly recompacted. The fill is amorphous in structure; it will ravel and is susceptible to collapse in steep cuts. Otherwise, where it is free of deleterious materials, its engineering properties are generally similar to those of the silty clay which is described in the following section. One must be aware that the samples retrieved from boreholes 0 cm in diameter may not be truly representative of the geotechnical and environmental quality of the fill, and do not indicate whether the topsoil beneath the earth fill was completely stripped. This should be further assessed by laboratory testing and/or test pits.

10 Reference No. 202-S Silty Clay (Boreholes 4 and 7) The clay was encountered beneath the topsoil or the sandy silt till in 2 of the 8 boreholes. It is laminated with silt and occasional sand layers. Sample examinations show the surficial zone in Borehole 7 is permeated with fissures, showing it has been fractured by the weathering process. As disclosed by the boreholes, this zone extends to a depth of 0.8 m from the ground surface. The obtained N values range from 4, 45 and. The obtained low N value occurred in the surficial layer in Borehole 7, indicating that the clay had been fractured by the weathering process. The consistency of the silty clay is firm to hard. The Atterberg Limits of representative sample and the water content of all the samples were determined. The results are plotted on the Borehole Logs and summarized below: Liquid Limit 22% Plastic Limit 5% Natural Water Content 5%, % and 22% The above results show that the till is a material of low plasticity. The natural water content values lie close to its plastic limit, confirming the consistency of the till as disclosed by the N values. A grain size analysis was performed on representative sample; the result is plotted on Figure 0.

11 Reference No. 202-S072 8 Based on the above findings, the following soil engineering properties are deduced: Highly frost susceptible and high in soil-adfreezing potential. The laminated silt layers are highly water erodible. Low permeability, with an estimated coefficient of permeability of 0 - cm/sec, and runoff coefficients of: Slope 0% - 2% 0.5 2% - % 0.20 % A cohesive soil, its shear strength is primarily derived from consistency and augmented by the internal friction of the silt. Its shear strength is moisture dependent and, due to the dilatancy of the silt, the overall shear strength of the silty clay is susceptible to impact disturbance; i.e., the disturbance will induce a build-up pore pressure within the soil mantle, resulting in soil dilation and a reduction of shear strength. In steep cuts, the weathered clay will slough readily and a cut face in the sound clay may collapse as the wet silt slowly sloughs. A poor pavement-supportive material, with an estimated California Bearing Ratio (CBR) value of 3%. Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 3500 ohm cm. 4.4 Silty Sand Till (All Boreholes) The silty sand till was encountered beneath the topsoil or sandy silt till; it extends to the maximum investigated depth of all boreholes. It consists of a random mixture of soil particle sizes ranging from clay to gravel, with the sand being the dominant fraction. It is heterogeneous in structure, showing it is a glacial deposit.

12 Reference No. 202-S072 9 Tactile examinations of the soil samples indicated that the till displayed some cohesion, indicating that it contains traces to some clay and gravel. The samples were found to contain occasional silt seams and layers. The samples slaked readily when placed in water and, when shaken, the wet samples displayed a low dilatancy. The natural water content values was determined, and the results are plotted on the Borehole Logs; the values range from 5% to 24%, with a median of 8%, showing the till is in a moist to wet, generally moist condition. The obtained N values range from blows per 30 cm to 50 blows per 3 cm, with a median of 0 blows per 5 cm, showing its relative density is compact to very dense, being generally very dense. The compact till generally occurs in the weathered zone. Frequent hard resistance to augering was encountered, showing that appreciable amounts of cobbles and are embedded in the till. Grain size analyses were performed on 5 representative samples and the results are plotted on Figures and 2. The deduced engineering properties pertaining to the project are given below: High frost susceptibility and moderately high water erodibility. Relatively pervious, with an estimated coefficient of permeability of 0-4 to 0-5 cm/sec, depending on the clay content, and runoff coefficients of:

13 Reference No. 202-S072 0 Slope 0% - 2% 0.07 to 0. 2% - % 0.2 to 0. % to 0.23 A frictional-cohesive soil, its shear strength is primarily derived from internal friction and is augmented by cementation. Therefore, its strength is density dependent. It will be stable in steep cuts; however, under prolonged exposure, immediate sloughing and sheet collapse will likely occur, particularly where seepage occurs. A fair pavement-supportive material, with an estimated CBR value of 8%. Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 5500 ohm cm. 4.5 Sandy Silt Till (Boreholes, 2, 3, 4 and 8) The sandy silt till was generally encountered below the topsoil veneer, or in location, underlying the surficial silty sand till. It consists of a random mixture of soil particle sizes ranging from clay to gravel, with the silt being the dominant fraction. It is heterogeneous in structure, showing it is a glacial deposit. The top 0.8 to 2.3± m of the inorganic native silt till has generally been weathered. The loose soil is restricted to the weathered zone of the soil stratigraphy. Tactile examinations of the soil samples indicated that the till displayed some cohesion, indicating that it contains a trace of gravel and some clay. The samples were found to contain occasional silt seams and layers.

14 Reference No. 202-S072 The samples slaked readily when placed in water and, when shaken, the wet samples displayed a low dilatancy. Occasional sand seams and layers were found in the till samples and some of them were wet. Frequent hard resistance to augering was encountered, showing that appreciable amounts of cobbles and are embedded in the till. The natural water content values was determined, and the results are plotted on the Borehole Logs; the values range from 8% to 28%, with a median of 3%, showing the till is in a moist to wet, generally very moist condition. The obtained N values range from 5 to 2, with a median of 5, showing its relative density is loose to compact, being generally compact. The loose till occurs in the weathered zone. Grain size analyses were performed on 2 representative samples and the results are plotted on Figure 3. The deduced engineering properties pertaining to the project are given below: Moderate frost susceptibility and moderate water erodibility. Relatively low permeability, with an estimated coefficient of permeability of 0-5 to 0 - cm/sec, and runoff coefficients of: Slope 0% - 2% 0. to 0.5 2% - % 0. to 0.20 % to 0.28

15 Reference No. 202-S072 2 A frictional-cohesive soil, its shear strength is density dependent and is augmented by cementation and cohesion. It will be stable in steep cuts; however, under prolonged exposure, localized sheet collapse will likely occur. A fair pavement-supportive material, with an estimated CBR value of 8%. Moderately low corrosivity to buried metal, with an estimated electrical resistivity of 5000 ohm cm. 4. Interpretation of Refusal Depths Refusal to augering was encountered in Boreholes and 7 at depths of.4 m and 5.7 m. Frequent cobbles and were embedded in the tills, causing frequent hard resistance that was also encountered in the other boreholes. Several tries to advance the boreholes close to the original borehole locations generally met refusal at similar depths. It is inferred that were encountered. 4.7 Compaction Characteristics of the Revealed Soils The obtainable degree of compaction is primarily dependent on the soil moisture and, to a lesser extent, on the type of compactor used and the effort applied. As a general guide, the typical water content values of the revealed soils for Standard Proctor compaction are presented in Table 2.

16 Reference No. 202-S072 3 Table 2 - Estimated Water Content for Compaction Water Content (%) for Determined Natural Water Standard Proctor Compaction Range for Soil Type Content (%) 00% (optimum) 95% or + Earth Fill 7 and to 9 Silty Clay 5, and 22 5 to 20 Silty Sand Till 5 to 24 (median 8) Sandy Silt Till 8 to 28 (median 3) 0 to to 5 Based on the above findings, the earth fill is generally suitable for 95% or + Standard Proctor compaction. The majority of the native soils are too wet and will require aeration or mixing with drier soils prior to Standard Proctor compaction. Aeration can be achieved by spreading the soils thinly on the ground in the dry, warm weather. The tills and clay should be compacted using a heavy-weight, kneading-type roller. The lifts for compaction should be limited to 20 cm, or to a suitable thickness as assessed by test strips performed by the equipment which will be used at the time of construction. When compacting the dense to very dense tills on the dry side of the optimum, the compactive energy will frequently bridge over the chunks in the soils and be transmitted laterally into the soil mantle. Therefore, the lifts of these soils must be limited to 20 cm or less (before compaction). It is difficult to monitor the lifts of backfill placed in deep trenches; therefore, it is preferable that the compaction of backfill at depths over.0 m below the road subgrade be carried out on the wet side of the optimum. This would allow a wider latitude of lift thickness.

17 Reference No. 202-S072 4 The presence of will prevent transmission of the compactive energy into the underlying material to be compacted. If an appreciable amount of over 5 cm in size is mixed with the material, it must either be sorted or must not be used for structural backfill.

18 Reference No. 202-S GROUNDWATER CONDITIONS The boreholes were checked for the presence of groundwater; the data are plotted on the Borehole Logs. The majority of the boreholes remained dry during and upon completion of the field work. The data for the boreholes in which seepage was encountered during augering and/or in which groundwater was measured upon completion of the field work are listed in Table 3. Table 3 - Groundwater Levels Borehole Seepage Encountered During Augering Measured Groundwater/ Cave-in* Level On Completion BH No. Depth (m) Depth (m) Remarks Depth (m) El. (m) Some Slight Dry Dry Slight Dry Dry Dry Some Some 4.9* 389.4* *Cave-in level (In wet sand and silt layers, the level generally represents the groundwater regime at the borehole location). Groundwater or cave-in levels were encountered in 3 boreholes. Slight groundwater seepage was encountered in 2 boreholes at a depth of less than 2.0 m. This shows that the groundwater is derived from infiltrated precipitation which generally occurs at a shallow depth, the yield of which is generally small. However, at depths of over 4.5 m, the yield will likely be appreciable. Controlling of the groundwater may require the use of a well-point dewatering system.

19 Reference No. 202-S072.0 PRELIMINARY GEOTECHNICAL LAND USE ASSESSMENT The investigation has revealed that beneath a veneer of topsoil or, in location, a layer of earth fill and a layer of topsoil extending to a depth of.7 m, the site is underlain by strata of firm to hard silty clay; compact to very dense, generally very dense silty sand till and loose to compact, generally compact sandy silt till. In places, the tills were laminated with silty fine sand layers. Increasing amounts of cobbles and were encountered in the tills with depth. Based on the findings of 8 boreholes to depths ranging from.4 to.2± m, the site is considered to be suitable for residential, industrial and commercial development. The groundwater profile shows that groundwater will likely be encountered, in places, at depths over 4.5 m. Minor groundwater seepage derived from infiltrated precipitation in wet seasons may occur. Minor seepage at shallow depths can be controlled by normal pumping from sumps; however, groundwater found at a depth of over 4.5 m may need to be controlled by the use of a well-point dewatering system. The topsoil is highly compressible; it must be stripped and replaced with properly compacted inorganic fill as it is unsuitable for engineering applications. Due to its high humus content, it will generate volatile gases under anaerobic conditions. For the environmental as well as the geotechnical well-being of the future development, the topsoil should not be buried below any structures, or deeper than.4 m below the exterior finished grade. A fertility test must be carried out to assess its suitability as landscaping material. The history of the earth fill is unknown and it contains topsoil inclusions, rendering the fill unsuitable for supporting foundations. For use as structural backfill or in

20 Reference No. 202-S072 7 slab-on grade construction, it should be subexcavated, inspected, assessed, sorted free of concentrated topsoil inclusions and deleterious material, aerated and properly recompacted. If it is impractical to sort the topsoil and deleterious material from the fill, then the fill must be wasted and replaced with properly compacted inorganic earth till. The foundations should be placed beneath the topsoil, earth fill and weathered soils onto the sound natural soils. A Maximum Allowable Soil Pressure (SLS) of 50 kpa and a Factored Ultimate Soil Bearing Pressure (ULS) of 250 kpa can be used for the design of the normal spread and strip foundations founded on sound soils at depths ranging from.2 to 3.0± m below the prevailing ground surface. The soil pressures can be increased to 00 kpa (SLS) and 00 kpa (ULS) at depths of over 3.0± m. Due to the presence of topsoil and weathered soils, the footing subgrade must be inspected by a geotechnical engineer, or a geotechnical technician under the supervision of a geotechnical engineer, to assess its suitability for bearing the designed foundations. Alternatively, where extended footings are required, engineered fill may be more economical to implement for normal footings, slab-ongrade and underground services construction. Foundations exposed to weathering, and in unheated areas, should have at least.4 m of earth cover for protection against frost action. The design of the foundations should meet the requirements specified in the Ontario Building Code 200, and the structure should be designed to resist an earthquake force using Site Classification C (dense soil).

21 Reference No. 202-S072 8 The groundwater yield from the silty clay, due to its low permeability, will be small and limited in quantity. The groundwater yield from the tills will likely be moderate to appreciable, depending on their extent and continuity. A Class B bedding, consisting of compacted 20-mm Crusher-Run Limestone, is recommended for the construction of the underground services. Where waterbearing soils occur, the sewer joints should be leak-proof or wrapped with an appropriate waterproof membrane to prevent subgrade migration. The sound tills contain frequent. Extra effort and a properly equipped backhoe will be required for excavation. Boulders larger than 5 cm in size are not suitable for structural backfill. Excavation should be carried out in accordance with Ontario Regulation 23/9. Road pavement meeting the Town of Erin requirements is considered to be satisfactory. The general soil parameters for the project design are given in Table 4. Table 4 - Soil Parameters Unit Weight and Bulk Factor Unit Weight (kn/m 3 ) Estimated Bulk Factor Bulk Submerged Loose Compacted Earth Fill Weathered Soils Silty Clay Sound Tills

22 Reference No. 202-S072 9 Table 4 - Soil Parameters (Cont d) Lateral Earth Pressure Coefficients Active K a At Rest K 0 Passive K p Earth Fill, weathered Soils and Silty Clay Sandy Silt Till Silty Sand Till A detailed site investigation with additional boreholes should be carried out when the design of the project has been formulated in order to validate the present assessment.

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25 JOB NO: 202-S072 LOG OF BOREHOLE NO: FIGURE NO: JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: February 29, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface cm TOPSOIL 0 frost Reddish-brown, loose to compact SANDY SILT, Till weathered some clay, a trace of gravel occ. wet silt seams and layers, cobbles and Reddish-brown, dense to very dense SILTY SAND, Till appreciable gravel El m on completion some gravel and clay occ. wet silt seams and layers, cobbles and 4 50/5 50/5cm END OF BOREHOLE Refusal to augering 7 Soil Engineers Ltd.

26 JOB NO: 202-S072 LOG OF BOREHOLE NO: 2 FIGURE NO: 2 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: February 29, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 30 cm TOPSOIL 0 frost Reddish-brown, loose to compact 7 4 SANDY SILT, Till weathered some clay, a trace of gravel occ. wet silt seams and layers, cobbles and Reddish-brown, very dense SILTY SAND, Till 5 58/5 3 58/5cm 8 Dry on completion 4 some gravel and clay occ. wet silt seams and layers, cobbles and layers of 50/3 50/3cm END OF BOREHOLE 7 0/5 0/5cm 7 7 Soil Engineers Ltd.

27 JOB NO: 202-S072 LOG OF BOREHOLE NO: 3 FIGURE NO: 3 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: February 29, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 23 cm TOPSOIL 0 frost Reddish-brown, compact SANDY SILT, Till weathered 5 2 some clay, a trace of gravel occ. wet silt seams and layers, cobbles and Reddish-brown, very dense appreciable gravel 3 50/5 2 50/5cm 8 SILTY SAND, Till 4 50/5 50/5cm a trace to some gravel and clay occ. wet silt seams and layers, cobbles and 5 50/8 3 50/8cm 7 Dry on completion 4 50/5 50/5cm END OF BOREHOLE 7 50/5 50/5cm 7 7 Soil Engineers Ltd.

28 JOB NO: 202-S072 LOG OF BOREHOLE NO: 4 FIGURE NO: 4 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: February 29, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 38 cm TOPSOIL 0 frost Brown to reddish-brown, compact A B AS SILTY SAND, Till traces of clay and gravel occ. wet silt seams and layers, cobbles and weathered Brown, compact SANDY SILT, Till a trace of clay occ. wet sand seams and layers, cobbles and Brown, hard SILTY CLAY some sand occ. wet sand seams and layers 5 3 Dry on completion Brown, very dense 4 SILTY SAND, Till some gravel and clay occ. wet silt seams and layers, cobbles and boulder 50/5 5 50/5cm END OF BOREHOLE 7 Soil Engineers Ltd.

29 JOB NO: 202-S072 LOG OF BOREHOLE NO: 5 FIGURE NO: 5 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: February 29, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 38 cm TOPSOIL 0 frost Compact to very dense appreciable gravel SILTY SAND, Till some gravel and clay occ. wet silt seams and layers, cobbles and appreciable gravel 5 50/0 3 50/0cm Dry on completion reddish-brown brown 4 50/5 50/5cm END OF BOREHOLE 7 5/5 5/5cm 7 7 Soil Engineers Ltd.

30 JOB NO: 202-S072 LOG OF BOREHOLE NO: FIGURE NO: JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: March 2, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 25 cm TOPSOIL 0 frost Reddish-brown SILTY SAND, Till layers of some gravel and clay occ. wet silt seams and layers, cobbles and END OF BOREHOLE Refusal to augering, encountered AS Dry on completion Soil Engineers Ltd.

31 JOB NO: 202-S072 LOG OF BOREHOLE NO: 7 FIGURE NO: 7 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: March 2, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Ground Surface 30 cm TOPSOIL 0 frost Brown, firm SILTY CLAY some sand occ. wet sand seams and layers Brown, compact weathered SILTY SAND, Till appreciable some gravel and clay gravel occ. wet silt seams and layers, cobbles and El m on completion END OF BOREHOLE Refusal to augering 7 Soil Engineers Ltd.

32 JOB NO: 202-S072 LOG OF BOREHOLE NO: 8 FIGURE NO: 8 JOB DESCRIPTION: Proposed Subdivision Development JOB LOCATION: Northeast of Sideroad 5 and 0 Line Town of Erin METHOD OF BORING: Flight-Auger DATE: March 2, 202 Depth Elev. (m) SOIL DESCRIPTION SAMPLES Number Type N-Value Depth Scale (m) Shear Strength (kn/m2) Penetration Resistance (blows/30cm) Atterberg Limits PL LL Moisture Content (%) WATER LEVEL Brown Ground Surface 0 frost SILTY CLAY, Fill sandy, a trace of gravel 50 cm TOPSOIL 2 3 AS Brown, compact, weathered SANDY SILT, Till some clay, a trace of gravel occ. wet silt seams and layers, cobbles and Brown, compact to very dense SILTY SAND, Till appreciable gravel weathered some clay, a trace to some gravel occ. wet silt seams and layers, cobbles and AS El m on completion layers of END OF BOREHOLE 9 50/5 50/5cm 5 7 Soil Engineers Ltd.

33 Soil Engineers Ltd. GRAIN SIZE DISTRIBUTION Reference No: 202-S072 U.S. BUREAU OF SOILS CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE V. FINE SILT CLAY UNIFIED SOIL CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE SILT & CLAY 00 3" 2-/2" 2" -/2" " 3/4" /2" 3/8" Percent Passing Grain Size in millimeters Project: Proposed Subdivision Development Location: Northeast of Sideroad 5 and 0 Line, Town of Erin Liquid Limit (%) = - Plastic Limit (%) = - Borehole No: 8 Plasticity Index (%) = - Sample No: 2 Moisture Content (%) = 8 Depth (m):.0 Estimated Permeability Elevation (m): (cm./sec.) = 0 - Classification of Sample [& Group Symbol]: SILTY CLAY, Fill sandy, a trace of gravel Figure: 9

34 Soil Engineers Ltd. GRAIN SIZE DISTRIBUTION Reference No: 202-S072 U.S. BUREAU OF SOILS CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE V. FINE SILT CLAY UNIFIED SOIL CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE SILT & CLAY 00 3" 2-/2" 2" -/2" " 3/4" /2" 3/8" Percent Passing Grain Size in millimeters Project: Proposed Subdivision Development Location: Northeast of Sideroad 5 and 0 Line, Town of Erin Liquid Limit (%) = 22 Plastic Limit (%) = 5 Borehole No: 4 Plasticity Index (%) = 7 Sample No: 4 Moisture Content (%) = 5 Depth (m): 2.5 Estimated Permeability Elevation (m): 398. (cm./sec.) = 0 - Classification of Sample [& Group Symbol]: SILTY CLAY some sand Figure: 0

35 GRAIN SIZE DISTRIBUTION Reference No: 202-S072 U.S. BUREAU OF SOILS CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE V. FINE SILT CLAY UNIFIED SOIL CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE SILT & CLAY 00 3" 2-/2" 2" -/2" " 3/4" /2" 3/8" BH.5/Sa.4 0 BH.3/Sa.4 50 BH.4/Sa Percent Passing Grain Size in millimeters Project: Proposed Subdivision Development BH./Sa. 3/4 4/2 5/4 Location: Northeast of Sideroad 5 and 0 Line, Town of Erin Liquid Limit (%) = Plastic Limit (%) = Borehole No: Plasticity Index (%) = Sample No: Moisture Content (%) = 7 Depth (m): Estimated Permeability Elevation (m): (cm./sec.) = Classification of Sample [& Group Symbol]: SILTY SAND, Till traces to some clay and gravel Figure:

36 GRAIN SIZE DISTRIBUTION Reference No: 202-S072 U.S. BUREAU OF SOILS CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE V. FINE SILT CLAY UNIFIED SOIL CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE SILT & CLAY 00 3" 2-/2" 2" -/2" " 3/4" /2" 3/8" BH.7/Sa.4 40 BH.8/Sa. 30 Percent Passing Grain Size in millimeters Project: Proposed Subdivision Development BH./Sa. 7/4 8/ Location: Northeast of Sideroad 5 and 0 Line, Town of Erin Liquid Limit (%) = - - Plastic Limit (%) = - - Borehole No: 7 8 Plasticity Index (%) = - - Sample No: 4 Moisture Content (%) = 8 Depth (m): Estimated Permeability Elevation (m): (cm./sec.) = Classification of Sample [& Group Symbol]: SILTY SAND, Till traces to some clay and gravel Figure: 2

37 GRAIN SIZE DISTRIBUTION Reference No: 202-S072 U.S. BUREAU OF SOILS CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE V. FINE SILT CLAY UNIFIED SOIL CLASSIFICATION GRAVEL FINE SAND MEDIUM FINE SILT & CLAY 00 3" 2-/2" 2" -/2" " 3/4" /2" 3/8" BH.4/Sa.3 70 BH./Sa Percent Passing Grain Size in millimeters Project: Proposed Subdivision Development BH./Sa. /4 4/3 Location: Northeast of Sideroad 5 and 0 Line, Town of Erin Liquid Limit (%) = - - Plastic Limit (%) = - - Borehole No: 4 Plasticity Index (%) = - - Sample No: 4 3 Moisture Content (%) = 4 Depth (m): Estimated Permeability Elevation (m): (cm./sec.) = Classification of Sample [& Group Symbol]: SANDY SILT, Till a trace to some clay, a trace of gravel Figure: 3

38 LEGEND TOPSOIL SILTY CLAY FILL SILTY CLAY SILTY SAND TILL SANDY SILT TILL WATER LEVEL CAVE-IN BH BH 2 BH 7 BH 3 BH 4 BH 8 BH 5 BH BOREHOLE LOCATION PLAN AND SUBSURFACE PROFILE Reference No.: 202-S072 Date: April 202 Drawing No.: Scale: Vert.: :00 Horiz.: N.T.S. SOIL ENGINEERS LTD.