4J. Geotechnical Investigation by sturgeoncounty

2304 - 119 AVENUE NE EDMONTON, ALBERTA T6S 1B3

GEOTECHNICAL INVESTIGATION Proposed Cantiro Lands Subdivision Sturgeon Valley River lots 57 and 58 Sturgeon County, Alberta

PHONE: FAX:

780-489-0700 780-489-0800

FILE: 3178 – 5 March 5, 2025

J.R. Paine & Associates Ltd. CONSULTING AND TESTING ENGINEERS EDMONTON – GRANDE PRAIRIE – PEACE RIVER

REPORT NO: 3178 – 5 Proposed Cantiro Lands Subdivision Sturgeon Valley River Lots 57 & 58 Sturgeon County, Alberta

TABLE OF CONTENTS 1.0

2.0

3.0 4.0 5.0

6.0 7.0

8.0 9.0

INTRODUCTION ................................................................................................................. 1 SITE DESCRIPTION & RESEARCH ..................................................................................... 1 2.1 Limited Historical Aerial Image Review ................................................................ 1 2.2 Current Site Conditions......................................................................................... 2 2.3 Geotechnical Report Review ................................................................................ 2 2.4 Coal Mine Atlas Review ........................................................................................ 2 FIELD INVESTIGATION ....................................................................................................... 2 LABORATORY TESTING ..................................................................................................... 3 SOIL CONDITIONS ............................................................................................................. 3 5.1 Site Geology .......................................................................................................... 3 5.2 Testhole Soils ........................................................................................................ 4 5.3 Testhole Conditions Upon Completion ................................................................. 5 GROUNDWATER CONDITIONS .......................................................................................... 5 RECOMMENDATIONS ....................................................................................................... 7 7.1 Site Grading........................................................................................................... 7 7.2 Residential Housing .............................................................................................. 9 7.3 Preliminary Commercial Development .............................................................. 13 7.4 Underground Utilities .......................................................................................... 14 7.5 Surface Utilities ................................................................................................... 18 7.6 Groundwater & Drainage Issues ........................................................................ 20 7.7 Storm Water Management Facilities ................................................................. 21 7.8 Cement ................................................................................................................ 22 CLOSURE ......................................................................................................................... 23 A P P E N D I X ................................................................................................................... 1

Geotechnical Investigation

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GEOTECHNICAL INVESTIGATION PROJECT:

Proposed Cantiro Lands Subdivision

LOCATION:

Sturgeon Valley River Lots 57 & 58 Sturgeon County, Alberta

CLIENT:

Cantiro Group LP 17511 – 108 Avenue NW Edmonton, Alberta T5S 1G2

ATTENTION:

Brad Stone, C.E.T.

1.0

INTRODUCTION This report presents the results of the subsurface investigation made on the site of the

proposed residential subdivision in Sturgeon County, Alberta.

It is understood a residential

subdivision with fully serviced lots for single-family houses with basements is planned for the subject site. The subdivision will also include mixed use and commercial developments. It is assumed the maximum depths of underground utilities and storm ponds will be approximately 7.0 m and 8.5 m respectively. The objective of this geotechnical investigation is to provide recommendations to aid in the design and construction of the proposed development. Any environmental and previous land use issues are beyond the scope of this report. Authorization to proceed was received from Brad Stone of Cantiro Group LP. Field work was completed between October 28 and November 2, 2024.

2.0

SITE DESCRIPTION & RESEARCH The subject site is approximately 216 acres in size, consists of River Lots 57 & 58, located east

of Sturgeon Road, South of Township Road 542A and West of Range Road 251.

2.1

Limited Historical Aerial Image Review Historical images taken between 2004 and 2023, covering the subject site and surrounding

areas, were found online via Google Earth. The images were compared and reviewed for any signs of disturbances within the site. In 2002, much of the site appeared to be farmland. A residential subdivision was noted on the north border of site, with farmland noted to the east and west. The land to the south was generally forested. A railway ran through the center portion of the subject study area. In 2014, development of a residential subdivision was underway to the west across Sturgeon Road. No notable changes were observed on the subject site.

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In 2023, the residential development to the west was still under construction. No notable changes were made to the subject site. Overall, no significant changes to the subject site were observed since 2004.

2.2

Current Site Conditions At the time of the investigation in autumn 2024, the subject site was farmland and was

consistent with observations made from air photos. No fence was noted along the site boundary. Forested areas were noted along the south border of site, and north of site bordering the existing residential housing. The site terrain was considered gently rolling to undulating, with lower elevations generally noted towards the north and west. The site was accessible for all-wheel drive vehicles. Access to the site was gained via Sturgeon Road and Range Road 251.

2.3

Geotechnical Report Review The following reports of a geotechnical investigations that covered part of the subject site was

reviewed for this geotechnical investigation: 1. Pre-purchase Assessment, Preliminary Geotechnical Investigation, River Lot 57, St. Albert Settlement, Sturgeon Road, Sturgeon County, Alberta, dated February 3, 2007, prepared by J.R Paine & Associates Ltd., file # 3488-2 2. Pre-purchase Assessment, Preliminary Geotechnical Investigation, River Lot 58, St. Albert Settlement, Sturgeon Road, Sturgeon County, Alberta, dated December 22, 2006, prepared by J.R Paine & Associates Ltd., file # 3497-4 Testholes 06-1 through 06-4 in the above noted 2007 report and Testholes 06-1 through 06-7 from the 2006 report, excluding Testholes 06-5 and 06-6, were located within the subject site and have been included in the appendix.

2.4

Coal Mine Atlas Review No coal mining information within the subject site was found in the Alberta Coal Mine Atlas

available in the Alberta Energy Regulator website. Coal mining related issues should not be a concern for this site and were not investigated further.

3.0

FIELD INVESTIGATION The soil sampling program for the subject site was undertaken over three days between October

28 and November 2, 2024 utilizing truck-mounted drill rigs owned and operated by SPT Drilling Ltd. and

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Canadian Geological Drilling. A total of 14 testholes were drilled to depths of approximately 8.8 m to 10.4 m below existing grade throughout the site. The testhole layout was chosen by our firm and cleared all known underground utilities. The testhole locations were staked and surveyed by JRP personnel. The approximate locations of all testholes can be found on the attached site plan in the Appendix. All testholes were advanced with 150 mm diameter solid stem augers in 1.5 m increments. A continuous visual description, including the soil types, depths, moisture, transitions, and other pertinent observations, were recorded on site. Soil samples were collected at 750 mm interval for laboratory testing. Standard Penetration Tests (SPT) complete with split spoon sampling were done at regular 1.5 m intervals on all testholes. Following the drilling operation, slotted piezometric standpipes were installed in all testholes to facilitate watertable measurements. The testholes were backfilled with cuttings and bentonite was placed near the surface to help prevent surface water infiltration.

4.0

LABORATORY TESTING Soil samples retrieved from augers were bagged and returned to the laboratory for further

testing. All samples were tested for moisture content. Representative clay samples were also tested to determine the liquid and plastic Atterberg limits, as well as soluble soil sulphate concentrations. Finegrained samples were tested for grain size analyses. The results of all laboratory testing and field observations are provided on the attached soil logs.

5.0

SOIL CONDITIONS

5.1

Site Geology According to the latest GIS maps made available by Alberta Geological Survey, the local

surficial geology of the area is classified as Glaciolacustrine Deposits of the Pleistocene age. This deposit consists of sediments placed in or along the margins of glacial lakes. This may include offshore sediment, consisting of rhythmically laminated to massive fine sand, silt and clay, which locally contain debris released by the melting of floating ice. It may also include nearshore sediments, which consist of massive to stratified, well-sorted silty sandy, pebbly sand and minor gravel. The testhole soils generally matched the site geology, with various layers of native silt, sand and clay overlying clay till.

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Testhole Soils A detailed description of the soils encountered can be found on the soil logs attached in the

Appendix. In general, the soil consisted of topsoil or marginal very sandy soil at the surface, followed by native sandy silt or clay which ranged from low to high plasticity. The upper clay was typically medium to high plastic, and the lower clay was low to medium plastic. Native clay till was encountered at greater depths in some testholes. Topsoil was encountered at the surface in all testholes to depths between 200 and 600 millimetres below the ground surface (BGS). It is emphasized that the topsoil depths were known only at the testhole locations, and may vary away from the testholes. More topsoil should be expected within local depressions. The topsoil was highly organic, black to dark brown, and friable. The topsoil frequently transitioned into a friable, marginal soil in 7 of 14 of the 2024 testholes. The marginal soil was typically dark brown to black in colour with trace to moderate organics noted, encountered to depths between 0.9 and 1.2 metres BGS. The transition between the overlying topsoil and the marginal soil was often gradual, with some mixing noted. A Standard Test method (ASTM D 2974) of moisture, ash and organic soils was implemented on four samples, with organic content outlined in Table 5.2.1 below. Testhole TH 2024-03 TH 2024-04 TH 2024-08 TH 2024-09

Table 5.2.1: ASTM D 2974 Results Depth Moisture Content (m) (%) 0.6 16.1 0.6 19.2 0.6 19.5 0.6 13.2

Organic Matter (%) 7.1 7.4 10.9 7.4

Deposits of medium to high plastic native clay deposits were encountered beneath the above noted surficial materials in numerous testholes. The native clay was generally grey or brown in colour, and was generally encountered to depths between 0.8 and 2.6 metres BGS. Below the surficial materials described above, variable layers of sandy silt and friable medium plastic clay were encountered, often to termination depths between 8.8 to 10.4 metres. The silt was typically very sandy, damp, brown to light brown, and non-plastic containing oxides. The density was generally compact, though some loose densities were noted above 3.0 metres BGS. The medium plastic friable clay was generally moist, very silty, brown to light brown, and firm to stiff. Some soft, sensitive deposits were observed at variable depths. Some deposits were of low to medium plasticity. The sand material was often silty, damp, fine grained and light brown. In TH 2024-05, the sand became medium grained with traces of gravel as it transitioned to underlying clay till at 9.5 metres BGS and. Clay till was also observed in TH 2024-06, and frequent cobbles were observed within the overlying

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native clay. The clay till was silty, sandy, moist, very stiff, medium plastic, brown and grey, and featured traces of coal, oxides, gravel and cobbles. In TH 2024-06, sandstone inclusions were noted within the clay till below 8.5 metres BGS. The clay till was encountered at a similar elevation of 679 m in both Testholes 2024-05 and 2024-06, but was not encountered in any other testholes, many of which were located at lesser elevations.

5.3

Testhole Conditions Upon Completion At the completion of drilling, a trace amount of groundwater seepage was observed in TH

2024-14 with an accumulation less than 0.6 metres from the testhole bottom. The slough had a measured accumulation of 0.5 metres from the testhole bottom.

6.0

GROUNDWATER CONDITIONS Two sets of watertable readings were taken after the completion of drilling. The watertable

readings and corresponding elevations are summarized below.

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Testhole 2024 - 01 2024 - 02 2024 - 03 2024 - 04 2024 - 05 2024 - 06 2024 - 07 2024 - 08 2024 - 09 2024 - 10 2024 - 11 2024 - 12 2024 - 13 2024 - 14

Testhole TH 06-1 TH 06-2 TH 06-3 TH 06-4

Testhole TH 06-1 TH 06-2 TH 06-3 TH 06-4 TH 06-7

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Table 6.1: Watertable Measurements 2024 Investigation Watertable Level Below Ground Surface (m) 9-Nov-24 18-Nov-24 Dry (12 days) Dry (21 days) Dry (12 days) Dry (21 days) 8.01 (12 days) 8.03 (21 days) 7.06 (12 days) 7.04 (21 days) Dry (12 days) Dry (21 days) 9.80 (12 days) 9.79 (21 days) Dry (9 days) Dry (18 days) Dry (9 days) Dry (18 days) Dry (9 days) Dry (18 days) Dry (9 days) Dry (18 days) DESTROYED DESTROYED Dry (7 days) Dry (16 days) Dry (7 days) Dry (16 days) Dry (7 days) Dry (16 days) 2007 Investigation Watertable Level Below Ground Surface (m) 1-Nov-06 18-Jan-07 Dry (6 days) Dry (84 days) Dry (6 days) Dry (84 days) Dry (6 days) Dry (84 days) Dry (6 days) Dry (84 days) 2006 Investigation Watertable Level Below Ground Surface (m) 22-Dec-06 N/A Dry (57 days) N/A Dry (57 days) N/A Dry (57 days) N/A Dry (57 days) N/A Dry (57 days) N/A

Ground Elevation (m) 689.05 689.93 688.20 687.41 688.84 686.25 682.00 672.18 678.62 679.19 671.37 663.36 671.69 663.31

Watertable Elevation (m) 680.21 681.09 679.36 678.57 678.48 675.89 673.16 663.34 669.78 670.35 N/A 653.00 662.85 653.41

Ground Elevation (m) N/A N/A N/A N/A

Watertable Elevation (m) N/A N/A N/A N/A

Ground Elevation (m) N/A N/A N/A N/A N/A

Watertable Elevation (m) N/A N/A N/A N/A N/A

It should be noted that watertable levels may fluctuate on a seasonal or yearly basis with the highest readings obtained in the spring or after periods of heavy rainfall. The above readings should reflect near the seasonal low levels. Overall, the recorded watertable levels were considered low.

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7.0

RECOMMENDATIONS

7.1

Site Grading

Topsoil and all other organic soil are considered unsuitable to support footing foundations, basement slab-on-grade, and roads. All organic soil at the ground surface should be completely stripped away, stockpiled, and reused for landscaping purposes only. In numerous testholes, moderately organic marginal soil was noted below the surficial topsoil, and was typically encountered between 0.5 and 1.2 metres BGS. The marginal soil was friable, containing variable amounts of sand, silt and clay. The standard test method of moisture, ash, and organic matter of peat and other organic soils (ASTM D 2974) was implemented on four near surface samples of the marginal soil. Organic matter percentages between 7.1 and 10.9 were determined. It should be noted that organic percentages lower than 5% are recommended for soils utilized for engineering support of structures such as surface utilities and houses. Selective grading is recommended with the marginal material, with its placement within the back of residential lots and for landscaping purposes considered adequate. Other mitigation options for the marginal soil include leaving a select amount of the marginal in place within road areas, and performing uniform backfill to mix the marginal with the underlying inorganic clay and silt for a minimum of 1.5 metres depth. In any case, the material should be inspected for engineered fill suitability at the time of construction. Field decisions and JRP monitoring of the marginal treatment will be required.

Most of the soils encountered near the surface were relatively stiff and should be adequate to support construction traffic. Conventional clearing and stripping should be suitable for most parts of the sites. However, soft to firm soil was encountered in Testholes 2024-03 and 2024-04, which may not be able to support scraper traffic. Therefore, a hoe and trucks may be required to excavate within parts of the site if cuts are made into very moist soils.

The measured watertable levels were considered low at this site. The highest watertable measurement was approximately 7.0 metres below the existing surface. No significant groundwater issues are anticipated unless deep cuts are planned.

Engineered fill may be considered in areas where low elevations necessitate deep fill zones. This option should be reviewed by our firm to evaluate site conditions and borrow material sources prior to implementation. The soils onsite were highly variable, but are generally suitable for use as engineered fill if separation of materials is feasible during construction. Fill deeper than 4.0 m should be reviewed by our firm to address potential settlement prior to construction, where settlement monitoring may be required.

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Engineered fill consists of suitable soils free of frost and organic content, placed in a controlled manner, monitored and tested by a qualified soil technician. Engineered fill is placed in maximum 150 mm compacted lifts and compacted to a minimum 98% of its Standard Proctor Density (SPD) near its optimum moisture content. All topsoil and nonengineered fill must first be stripped from the engineered fill area. Engineered fill placement requires frequent monitoring and extensive testing by the geotechnical consultant during construction. For residential houses, proper placement of engineered fill will negate the need for pile foundations in deep lot fill areas, and possibly reduce the foundation costs to the builders and developer. However, engineered fill will not be considered suitable to support footing foundation for commercial or large condominium buildings. Engineered fill placement requires the support of strong underlying soil and may not be feasible over soft to firm, very moist to wet, underlying soils. Where soft native soil is present, compacting the first lift of fill material over such soft underlying soils to the engineered fill standard may be impossible. Where a minimum fill depth condition is met, construction of a clay pad approximately of 300 mm to 500 mm in thickness will be required to obtain an adequate working platform. This pad should be compacted to a minimum of 98% of SPD where possible. The normal engineered fill lift thickness and compaction criteria mentioned above should be applied to successive lifts. To employ this method, a minimum of 1.0 m of engineered fill must be placed on top of the clay pad. If this condition is not met, the fill would not be considered to have met engineered fill standards. However, this clay pad option is not recommended within commercial or multi-family lots. In addition, engineered fill requires fill depth differentials across the building footprint of less than 1.5 m. In some cases, removal of native material may allow for the minimum fill depth or the maximum fill differential conditions to be met. However, this may not always be the most economical solution. 5.

Much of the near surface clay encountered was high plastic and exhibited a high swelling and shrinkage potential. Use of any high plastic clay as fill will introduce swelling potential to structures placed upon it, which must be accepted by all parties. High plastic clay fill should not be placed within commercial lots without the acceptance of swelling and shrinkage potential. Where high plastic native clay is already present at the surface, adding high plastic clay fill on top would only maintain the same level of swelling and shrinkage potential already present on site.

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The moisture contents of the native soils were variable, ranging from under optimum moisture content to some deposits near 15% above the optimum level, Moderate to significant drying should be anticipated to meet the compaction specifications, and some soils will require watering where damp conditions are encountered. To minimize possible swelling and shrinkage concerns, any high plastic clay fill should be placed at a minimum 1.0% above optimum moisture content. It is important that changes in moisture content be avoided both during and after construction to limit the risk of soil swelling and shrinkage. Proper site grading is also imperative. 6.

The native sandy silt encountered throughout the site was considered highly frost susceptible. In addition, the silt also displays poor resistance to erosion. The watertable at this site is considered low. Frost heave concerns should not be significant if large cuts are not planned. However, leaking pipes and poor drainage can be sources of frost heave. In addition, the import of silt or sand materials would introduce high frost susceptibility to clay sites.

7.2

Residential Housing

The inorganic native soils encountered throughout this site and properly placed engineered fill as specified in Item 7.1.4 are considered satisfactory for supporting single family dwellings utilizing standard concrete footing foundation and slab-on-grade from the strength and settlement viewpoints. However, soft to firm native soils were encountered in Testholes 2024-03 & 2024-04, where the bearing capacity may fall below the minimum 75 kPa required in Section 9.15 of the National Building Code – Alberta Edition. In such cases, wider strip footings will be required. All footing excavations should be inspected by qualified geotechnical personnel to confirm the footing bearing capacity. Topsoil and any organic soil are not considered suitable for footing or slab-on-grade support, and should be removed from all foundation excavation if present.

In addition to strength and settlement, it is emphasized that other factors such as swelling and shrinkage potential and/or frost susceptibility of the footing bearing soil should also be considered when utilizing a footing foundation and slab-on-grade. High plastic clay, which exhibited a high swelling and shrinkage potential, was encountered near the surface in numerous testholes. Atterberg limit testing at the time of house foundation excavation would help better determine the risk level for each lot and is suggested if basements are placed within this material. The following factors should be considered when utilizing a footing foundation and slab-on-grade on any high plastic native clay.

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a. As with all high plastic clays, some minor amounts of long-term foundation and slab movement may occur, especially during extreme wet and dry weather periods. It is emphasized that the potential of soil movement from shrinkage and swelling of high plastic clays cannot be eliminated and the building owner must accept the risk of foundation movement when utilizing a footing foundation. If movement cannot be tolerated, pile foundation is the recommended option. b. To ensure the structural integrity of a foundation, continuous footings should be designed as a structural beam with proper reinforcement and should be treated together with the foundation walls if applicable.

Such design should permit

foundation components to allow a small amount of differential moment induced by any soil volume changes.

Interior teleposts should be readily accessible for

adjustments. More recommendations on slab supported interior walls can be found in Item 15. c. Diligent application of recommendations on preventing moisture from entering or escaping from the soil below or near the foundation provided in Items 7 to 10 are also imperative to help reduce swelling and shrinkage. 3.

The recorded watertable levels were considerably lower than 3.0 m below the existing grade in all tesholes. At the existing grade, typical footing foundation excavation of 1.5 m to 2.0 m below the surface are not expected to contact the watertable.

The native silty sand and sandy silt encountered throughout the site was considered highly frost susceptible.

However, the watertable at this site is considered low. Frost heave

concerns should not be significant if large cuts are not planned. 5.

All houses will require at least 1.5 m of earthen cover to prevent potential frost heave problems, and to minimize movements associated with seasonal variations in moisture content. The amount of cover should be increased to 2.0 m for exterior isolated footings or for footings of non-continuously heated structures.

During winter construction, it is essential that all interior fill and load bearing materials remain frost free. Recommended winter construction practices, with respect to hoarding and heating of the forms and the fresh concrete, should be followed. In order to minimize the potential frost heave problems, the interior of the building must be heated as soon as the walls have been poured. The period in which the excavation is left open due to freezing conditions should be as short as possible. If doubts remain as to the suitability of the foundation during construction, the builder should consult a qualified geotechnical engineer.

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No loose, disturbed, or slough material should remain in the open excavation floor. Excavations should be performed by machinery operating remotely from the bearing surface. The footing excavation surface should be made smooth and level so that water cannot accumulate in low spots.

The bottom of interior spread footing elevations should be

designed and constructed to match the slab subgrade, so that groundwater will not accumulate around the interior spread footing. Cleaning by hand is advised if the equipment fails to produce a smooth surface. 8.

Special care should be taken during construction and structure design life to prevent excessive changes in moisture content of the soil under the footings. Footing excavations should be protected from rain, snow and influx of groundwater. The time span between the start of excavation to installation of basement footings, walls, peripheral weeping tile and backfilling operations should be minimized in order to prevent any problems developing within the excavation due to ingressing of groundwater or surface waters or desiccation of the subsoil.

At a minimum, peripheral weeping tile lines are recommended along the footing to handle seasonal groundwater fluctuation, and also help reduce the swelling and shrinkage potential of the soil. All lines should be placed at or slightly below bottom of the footing, level with no bumps or sags to ensure positive drainage, and connected to an approved system. Minimum 150 mm of clean tile rock drainage filter, wrapped in geotextile, are also recommended around the weeping tile line. The sump and outlet piping must be water tight, with no holes below the float level. Additional recommendations on upgraded foundation drainage measures for footings near the watertable can be found in Item 7.6.2. Good long-term subsurface drainage is also imperative to help reduce swelling. Sumps should be connected to both weeping tiles and granular base under the slab to maximize drainage.

10.

Clay is the preferred backfill material around the basement walls. This serves to reduce water penetration into the backfill, and subsequently into the weeping tile system. The native clays encountered throughout the site would be suitable for this purpose. Where no clay is present, silt is considered suitable, though proper drainage will be important to mitage frost heave issues. All backfill against foundation walls should be inorganic material and should be moderately compacted with care taken not to over compact the fill and generate excessive lateral pressure.

Geotechnical Investigation

The backfill should be placed in lifts not great than 150 mm after

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compaction. It is recommended that floor joists be placed prior to backfilling in order to minimize any detrimental effects on the foundation walls caused by soil compaction. As mentioned previously, site drainage is very important to help limit the swelling potential of any high plastic clay at footing grade. Water dispersed on the property from the roof leaders should not be allowed to accumulate against the foundation walls. To ensure positive drainage, the soil surface of all lots should be made sloping away from all buildings. This will require a positive lot grading of at least 5% away from the foundation walls for a minimum of 1.2 m. In cases where the lot drainage runs from the back of the lot to the front, runoff should be kept 1.2 m away from the buildings. As a long-term maintenance measure, loosely compacted backfill around the foundation can settle with time and may require re-grading to ensure that all surface water is directly away from the foundation. Also to help prevent moisture changes to soil near the buildings, lawn should not be over watered and trees should not be planted near footing foundations and slabs. 11.

Final lot grading is not known at this time. If general lot grading will produce areas of fill extending in depth below that of the footing elevation, it is strongly recommended that qualified geotechnical personnel inspect the house excavations.

Generally, it is not

recommended that footings be constructed on non-engineered fill.

In such cases, the

following alternatives are commonly recommended: a. Removal of the fill down to native soil and backfill with fillcrete or a compacted granular material. A normal footing foundation may then be founded on the cured fillcrete or compacted gravel. However, foundation drainage must be modified to drain the bottom of gravel and ensure positive flow within the weeping tile towards the sump in all locations. b. Utilize a pile foundation. 12.

In the case of pile foundations, significant groundwater issues are not anticipated, though some immediate groundwater seepage was noted within TH 2024-14. In addition, the silt soils may present sloughing issues due to low cohesion. At minimum, pile concrete should be on-site during the pile drilling to allow for quick concrete placement. The factored soil skin friction resistance for pile design should be determined on a lot-by-lot basis.

13.

All piles should be adequately reinforced. Concrete for all piles should be adequately vibrated.

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To compensate the possible swelling of the subsoil beneath the pile caps and the effects of frost action, void form or other means to allow soil expansion are recommended beneath the grade beams pile caps, basement foundation walls, and structural slabs.

15.

The native soils encountered in all testholes and properly placed engineered fill as specified in Item 7.1.4 are considered suitable for slab-on-grade support from the strength and settlement viewpoints. However, the high swelling and shrinkage potential of the high plastic clay encountered in numerous testholes should be addressed. All interior walls supported by the slab must have design and finishing details which allow for movement. Joints between interior slab-supported walls and exterior foundation supported walls must be flexible. A 75 mm gap is recommended for the top of slab-supported walls to allow for swelling.

16.

A minimum 150 mm layer of clean granular material of maximum 25 mm grain size should be placed immediately below the slab-on-grade.

This material should be uniformly

compacted to a minimum 100% of the corresponding SPD at or slightly above the optimum moisture content to provide slab support. To help provide under slab drainage, washed rock (maximum 25 mm in size with less than 10% passing 4 mm sieve) can be used as slab base material. However, a non-woven geotextile separator (Terrafix 360R or similar) should be placed between washed rock and soil subgrade. 17.

A non-deteriorating vapour retarder should be placed beneath the concrete floor to prevent desiccation of the subgrade material.

18.

As per Section 9.1.3.4 of the National Building Code – 2023 Alberta Edition Volume 2, roughin for Radon extraction system is required for new residential houses. One method of Radon extraction system may include a clean granular material, having less than 10% passing through the 4 mm sieve, at least 100 mm thick below the slab. In addition, this Radon extraction system may also include an air tight vapor seal between the washed rock and bottom of slab. The washed rock slab base and vapor retarder recommended in Items 16 and 17 respectively may be incorporated into such Radon extraction system as well. Placing a non-woven geotextile separator between the soil subgrade and the washed rock layer is also recommended.

7.3

Preliminary Commercial Development

Building foundations are beyond the scope of this report. A building specific geotechnical investigation will be required for each building to determine the soil resistances and evaluate the feasibility of different foundation types. The following preliminary comments are provided for planning purposes.

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In general, the near surface soils appeared suitable to support footing foundations from the strength and settlement view-points, with some exceptions. The soils encountered in TH 202403 and 2024-04 were considered soft to firm and displayed elevated moisture levels. Any future engineered fill would not be considered suitable to support footing foundations for commercial buildings. Footing bearing capacities should be determined on a lot specific basis by further site investigation. Beneath the surficial medium to high plastic silty clay, the soils encountered were low to medium plastic or granular and exhibited a suitably low swelling and shrinkage potential. The high plastic near surface soils exhibited a high swelling and shrinkage potential. More testing during future lot specific investigation will be required to assess the swelling and shrinkage potential at design footing grade and to confirm the suitability of the native soil for footing support.

Cast-in-place concrete piles also appeared feasible for this site. Factored skin friction and endbearing resistances should be determined by a lot specific geotechnical investigation. Immediate groundwater seepages were observed in TH 2024-14. Silt soils also may cause sloughing due to low cohesion. Therefore, casing may be necessary and should be budgeted. Continuous flight auger (CFA) pile installation is an option that would eliminate the need for casing.

Based on the soils encountered in the testholes, screw (or helical) pile foundations should also be feasible. Test piles should be drilled to verify feasibility.

7.4

Underground Utilities

The native clays encountered in the testholes was considered satisfactory for the installation of underground utilities with open cut trenches. Any organic soil excavated from the trenches should be separated and should not be reused as backfill.

The measured watertable levels were considered low. Some groundwater seepage should be anticipated in trenches deeper than 7.0 metres. In-trench pumping during installation should be sufficient to maintain trench working conditions in the clay soils. However, the silt and very silty clay deposits located significantly below the watertable will be troublesome and and may require specialized dewatering to maintain trench stability. More recommendations on groundwater issues can be found in Section 7.5.

Standard trenching cutback slope of 1H:1V is expected to be adequate for the native clay soils encountered in the testholes. However, a cutback slope of 2H:1V or benching will be required when trenching in the sand encountered in Testholes 2024-5 and 2024-13 to remain stable. The need of trench boxes cannot be ruled out. The optimum cutback slope

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for utility trenches should be determined in the field during construction. Exact stable slope values cannot be pinpointed without detailed and extensive analysis. For this reason, this information should be used as a guideline only. Part 32 of the Occupational Health and Safety Regulation should be strictly followed, except were superseded by this report. All slopes should be monitored regularly for signs of cracking or movement, especially after periods of rainfall. Remediation should be performed immediately wherever such signs are observed. Opening relatively long portions of utility trench over an extended period of time is not recommended. 4.

Temporary surcharge loads, such as spill piles, should not be allowed within 3.0 m of an unsupported excavation face, while mobile vehicles should be kept back at least 2.0 m.

Where unsupported excavation is not feasible or where trenches are to remain open for an extended period of time, temporary shoring or retaining structures can be utilized to support the excavation. Pressure distribution will depend on shoring type. The shoring design should be carried out in cooperation with our firm once construction details have been finalized.

The depth of frost penetration can be estimated utilizing the following modified Berggren’s Equation, as outlined in Chapter 13 of the Canadian Foundation Engineering Manual, 4th Edition. X = λ √2(kf)

Is Ls

Where: X Is kf Ls λ

= = = = =

Depth of frost Penetration Surface freezing index Thermal conductivity of frozen soil Volumetric latent heat of soil A dimensionless coefficient

The following assumptions were made in estimating the frost penetration depth.   

No snow or vegetation cover No heat contribution or withdrawal from the underground utilities Normal freezing index in Edmonton = 1500 °C days Based on the above-mentioned equation and assumptions, the calculated depths of frost penetration below an open, uncovered asphalt or concrete pavement surface for the soil conditions encountered are summarized below:

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Table 7 .4 .1 : Estim ated F rost Penetration Depth Estimated Frost Penetration Depth Soil Type below ground surface (m) Native Clay/Silt

2.4

It should be noted that frost penetration is dependent on many factors, such as temperature variation, snow cover, surface type, and sunlight exposure. The above estimated frost penetration depths are estimated for the soils encountered under average in-situ conditions only.

The above estimated frost penetration depths do not account for the

thicknesses of concrete, asphalt, and gravel at the surface. 7.

To reduce pipe loading, trench widths should be minimized but be compatible with safe construction operations. The trench width must be wide enough to accommodate pipe bedding and compaction equipment.

For thrust block design only, the estimated lateral factored bearing capacities of the soil encountered at various depths in each testhole are summarized below: Table 7 .4 .2 : Thrust Blo ck F acto re d Be aring C apacity vs. So il De pth F acto re d Be aring C apacity 0 k Pa 5 0 k Pa m inim um 7 2 k Pa Te stho le So il De pth ( m ) 2024 - 1 0 - 0.4 0.4 - 3.0 3.0 - 8.8 2024 - 2 0 - 0.6 n/a 0.6 - 8.8 2024 - 3 0 - 0.6 0.6 - 8.8 n/a 2024 - 4 0 - 0.5 0.5 - 8.8 n/a 2024 - 5 0 - 1.8 n/a 1.8 - 10.4 2024 - 6 0 - 0.5 n/a 0.5 - 10.4 2024 - 7 0 - 0.3 0.3 - 3.5 3.5 - 8.8 2024 - 8 0 - 0.5 n/a 0.5 - 8.8 2024 - 9 0 - 0.5 n/a 0.5 - 8.8 2024 - 10 0 - 0.2 n/a 0.2 - 8.8 2024 - 11 0 - 0.3 n/a 0.3 - 8.8 2024 - 12 0 - 0.2 n/a 0.2 - 10.4 2024 - 13 0 - 0.2 n/a 0.2 - 8.8 2024 - 14 0 - 0.2 9.6 - 10.4 0.2 - 9.6

Most of the native clays and sand encountered in the testholes should meet the minimum factored bearing capacity of 72 kPa specified by EPCOR. If isolated soft or loose material is present at the thrust block location, the factored bearing capacity would fall to 50 kPa. Engineered fill and properly compacted trench backfill to be placed during the construction will also meet the minimum factored bearing capacity of 72 kPa specified by EPCOR. However, thrust blocks should not be founded on any non-engineered fill or organic soil. The medium to high plastic clay encountered near the surface in many testholes was

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generally very stiff, but featured moderate to trace organics and should be inspected during construction to verify suitability. It is emphasized that soil conditions may vary away from the testhole locations. Where variable soil condition is encountered during construction, thrust block excavation should be inspected accordingly to confirm the bearing capacity prior to placement of concrete. 9.

Pipe bedding and trench backfill procedures should adhere to the Sturgeon County General Municipal Servicing Standards. The backfill material immediately beneath and above the pipe should be an approved bedding sand material where conditions allow. This material should be hand placed and hand tamped, with care taken to fill the underside of the pipe. If groundwater seepage or saturated conditions are encountered in trenches, washed rock completely wrapped in geotextile separator are recommended for pipe bedding. The washed rock and geotextile configuration should be determined in the field during construction. The need for this configuration is estimated to be moderate for this site.

10.

Trench backfill procedures should adhere to the County’s Standards. All trench backfill above bedding material should be suitable uniform inorganic soil, placed and compacted in maximum compacted lift thickness of 300 mm. No organic or frozen soil should be used as trench backfill.

The following chart summarizes the recommended trench backfill

compaction requirements for trenches under existing or proposed road, alley, walk, street or similar structure and within a distance from such structure equal to trench depth. Table 7 .4 .2 : Trench Back fill C om paction Requirem ent Options Back fill Zone Standard C riteria One Point C riteria Within 1.5 m below subgrade minimum 98% SPD minimum 100% OPPD More than 1.5 below subgrade minimum 95% SPD minimum 97% OPPD SPD = corresponding Standard Proctor Density OPPD = corresponding One-Point Proctor Density (with maximum moisture criteria)

Uniform backfill across the entire road right-of-way is also recommended for the upper most 1.5 m of backfill. 11.

Overall, the moisture contents of the native clay and silt encountered were typically within 5% of the plastic limit, though some areas of higher moisture contents were encountered in some areas. Therefore, moderate moisture conditioning should be anticipated to achieve adequate compaction. It is suggested that a maximum moisture content of 5.0% above the plastic limit be set for the top 1.5 m of the trench, in order to improve conditions for the construction of surface utilities. This will require increased drying but can reduce subgrade preparation cost. Weather conditions should be considered during trench backfill operations.

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The moisture content of any high plastic clay backfill within the top 1.5 m from the subgrade should be kept at slightly above the optimum level to minimize the swelling potential. 12.

It should be noted that the ultimate performance of the trench backfill is directly related to the consistency and uniformity of the backfill compaction, as well as the underground contractor’s construction procedures. In order to achieve this uniformity, the lift thickness and compaction criteria should be strictly enforced.

7.5

Surface Utilities

The native soils encountered throughout this site and properly placed trench backfill are considered generally satisfactory for the construction of roads, curbs, and sidewalks. Topsoil and all other highly organic soil, if present, should be removed prior to construction of roads, sidewalks and other surface utilities.

The native clay clay till encountered in all testholes were medium to high plastic and were considered moderately to slightly frost susceptible. The sand and silt encountered in numerous testholes was considered highly frost susceptible. The closer the watertable is to the surface, the higher is the frost heave potential. Significant frost heave issues are not anticipated unless large cuts are implemented.

Although the silt, sand and medium plastic clay exhibited a slight to moderate swelling and shrinkage potential, the high plastic clay layer encountered near the surface of numerous testholes exhibited a high swelling and shrinkage potential. The moisture content of any high plastic clay backfill within the top 1.5 m from the subgrade should be kept at slightly above the optimum level to minimize the swelling potential. Recommendations in Items 7.5.4 to 7.5.6 will also help reduce the swelling potential of the clay subgrade.

Cement stabilization is the recommended minimum subgrade preparation method for this site. Past experience has shown that cement stabilization is also effective in reducing the swelling potential of high plastic clays. Application rates would best be determined in the field during construction. The addition of 10 kg/m2 of cement mixed to a depth of 150 mm of subgrade and re-compacted to a minimum 100% SPD at optimum moisture content are the recommended minimum requirements. The subgrade should be proof rolled prior to stabilization to determine the exact cement content needed. Observations during underground construction would also help determine the subgrade treatment required. If soft native soil or rain softened material is present, increased cement stabilization (20 kg/m2 to 30 kg/m2 to 300 mm in depth of

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subgrade) may be applicable. Replacement of the wet and soft soil with drier clay material to obtain a more stable and stronger subgrade would also be an option. The subgrade should be proof rolled after final compaction. Any areas showing visible deflections should be inspected and repaired. If cement stabilization fails to produce an adequate subgrade, replacing the subgrade with additional 300 mm to 450 mm thick gravel sub-base lined with geogrid and non-woven separator may be required. 5.

Care must be taken not to allow any excess moisture into these soils during construction. It is recommended that all areas beyond the back of curb/sidewalk be landscaped as soon as possible to avoid water permeating into the subgrade from free standing puddles. It is also important that subgrade soils not be allowed to dry excessively when exposed. As recommended in Item 3, the moisture contents of high plastic clay subgrade should be kept slightly over optimum to help reduce swelling potential.

Weather conditions should be

considered during construction. 6.

Surface water will often collect within the granular base, causing subgrade softening and pavement damage. Therefore, it is recommended that wick drains be installed in the gravel road base at the curb bottom locations. The wick drains must be properly attached to the catch basins. A minimum cross slope of 2.0% on the subgrade surface should be constructed and maintained to ensure proper drainage of water away from the road structure.

An estimated subgrade modulus of 30 MPa (approximately equivalent to CBR of 3.0%) is considered applicable in the pavement design. Based on the traffic loading values specified in the City of Edmonton Standards, a reliability of 85%, a design life of 20 years, and applying the pavement design method from AASHTO Guide For Design Of Pavement Structures 1993, the following pavement structures are recommended.

36,000

180,000

360,000

Stage 1

Traffic Loading (ESAL) Asphaltic Concrete Crushed Gravel

65 mm (10mm-LT) 200 mm

75 mm (10mm-LT) 250 mm

75 mm (10mm-HT) 325 mm

Stage 2

Major Collector

Asphaltic Concrete

35 mm (10mm-LT)

35 mm (10mm-HT)

Note:

Table 7.5.1: Recommended Staged Roadway Structures Local Minor Road Classifications Residential Collector

10mm-LT = City of Edmonton Asphaltic Concrete Mix Type 10 mm - Low Traffic 10mm-HT = City of Edmonton Asphaltic Concrete Mix Type 10 mm - High Traffic Crushed Gravel = City of Edmonton Aggregate Designation 3 Class 20 or 25 or 40 All granular base material should be compacted to 100% of the Standard Proctor Density in maximum 150 mm lifts.

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No traffic loading data was provided to our firm at this time. The stated Equivalent Single Axle Load (ESAL) values for different roadway designations were obtained from City of Edmonton guidelines. Our firm should be advised when updated traffic loading information becomes available and the pavement design should be modified accordingly.

7.6

Groundwater & Drainage Issues

The measured watertable levels were below 7.0 metres BGS, with most testholes observed to be dry to termination of 8.8 and 10.4 metres within 21 days of drilling. The 2006 and 2007 JRP reports also verified a low watertable with dry readings to termination depths of 7.3 and 6.9 metres at 57 and 84 days respectively. Watertable issues are not anticipated if large cuts are avoided and underground utilities deep than 7.0 metres are not planned.

In addition to proper lot grading recommended in Items 7.2.10, the following alternatives may also be considered in order to ensure no flow paths for water from the roof leaders occur adjacent to the foundation walls: a. A concrete splash pad, placed beneath the downspouts, a minimum of 1.2 m long and firmly anchored to the house foundation can be used. b. A permanent downspout extension could be used to carry water away from the foundation wall. This is the recommended option where high plastic clay is present at the footing elevation.

A small amount of water seepage was noted in TH 2024-14. Therefore, some groundwater seepage and saturated soil conditions in trenches below the watertable should be expected. The amount of groundwater seepage encountered will depend on the excavation depth below the watertable and the soil stratum encountered.

House footing elevation designs should consider the groundwater level.

It is noted that

foundation drain connections to collect house weeping tile flow are recommended for this site. 5.

As a minimum, peripheral weeping tile lines will be required for all houses. All lines should be placed at or slightly below footing elevation and connected to ensure positive drainage to an approved system. The weeping tile lines will require a suitable clean tile rock drainage filter, with a minimum of 150 millimetres of rock around the line, wrapped in filter cloth. Basements located near to below the watertable will require interior drains and clean tile rock beneath the floor in addition to perimeter drains. The recommended configuration for houses with footing elevations located near the watertable is illustrated in the Appendix.

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If applicable, any water pumped out of the trench should be discharged in approved area as far away as possible. The water should not be discharged near the excavation to prevent recirculation back into the excavation.

7.7

Storm Water Management Facilities

Based on the Sturgeon Valley NBHD 1 Servicing Design Brief Land Use Figure 1.3, it appears Testholes 06-4 from the 2007 JRP Report, as well as TH 2024-12 and 2024-14, and TH 06-1 and 06-4 from the 2006 JRP report are located within or in close proximity to proposed storm pond locations. In general, the soil conditions in these testholes were considered variable, with layers of friable medium plastic clay, silt, and surficial high plastic clay encountered. The high plastic and medium plastic clay materials yield sufficiently low permeability characteristics for water retention purposes. However, silt and low plastic clay deposits were regularly encountered at this site, with silt encountered near the pond locations as noted above. If silt is encountered during pond excavation, liner may be required. Our firm should be contacted to determine the need for liner during construction. Additional in-situ and lab permeability testing may be recommended to further determine the need for a liner. The minimum clay liner thickness should be 0.9 m. An addition 0.6 m to 1.0 m of clay pad may also be required to provide equipment support. The upper 0.3 m of this clay pad can be counted toward the 0.9 m of clay liner. Subsequent liner lifts should be a maximum 150 mm thick and compacted to a minimum 95% of SPD. The native medium to high plastic clays encountered throughout the site would be considered suitable as liner material. However, a sample of the clay liner source should be obtained, re-compacted to near 95% SPD, and conduct a permeability test to verify that a maximum permeability coefficient of 1 x 10-6 cm/s as specified by EPCOR can be achieved. It should also be noted that the high plastic clay is highly susceptible to shrinkage and swelling with changes in moisture content and may undergo movement over time. This risk should be considered where the high plastic clay is planned as borrow material.

The measured watertable depths were lower than 7 metres BGS at this site, with the majority of testholes observed to be dry after stabilized readings. Pond excavation is not expected to advance below the watertable, though some groundwater seepage should be expected if large cuts are planned. Recommendations on temporary dewatering can be found in Section 7.6. Dry pond below or near the watertable is not recommended.

Pond excavation within the moist cohesive soils should be possible with a scraper. However, a hoe and trucks may be required to excavate within local depressions or very moist soils.

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An excavation side slope of 4H:1V will be geotechnically stable for the native soils encountered. Typical excavation side slopes of 3H:1V up to 2 m high can be geotechnically stable for the clay till at the bottom of inlet/outlet bays. Gentler slopes may be desirable for land use, maintenance, or recreational activities.

The native inorganic soils excavated from the proposed pond location should be suitable as engineered fill material. However, moderate moisture conditioning should be anticipated to achieve adequate compaction, and it should be noted that the soil profiles at this site were highly variable. The silt and low plastic clay soils were highly frosts susceptible. Separation of materials during excavation is recommended.

All exposed side slopes above the normal water line (NWL) should be landscaped as soon as possible to avoid erosion. The side slopes of near the NWL should also be protected from wave and ice erosion. It should be noted that the silt soils at this site displayed a poor resistance to erosion.

Any walkway or other surface utilities around the pond should be kept as high as possible.

7.8

Cement Tests on selected soil samples indicated a negligible to severe concentration of water-soluble soil sulphate presence in the native deposits. The following alternatives are advised to address the sulphate content:

Underground Concrete Pipe: Concrete used for all underground must be constructed of C.S.A. Type HS, high sulphate resistant hydraulic cement.

Curbs and Sidewalks: All concrete for surface improvements such as sidewalks and curbs may be constructed using C.S.A. Type GU, cement.

Foundation Construction: Based on C.S.A. Standards A23.1-24, class of exposure S-2 should be applied to the design requirements for concrete in contact with the soil and susceptible to sulphate degradation. However, individual locations may show higher or lower concentrations of soluble soil sulphate, and thus additional soil testing on a lot-by-lot basis may prove valuable. All concrete subject to freeze thaw must be air entrained with 5% to 7% air. Concrete subject to freezing and/or de-icing chemicals should be designed for the applicable exposure classification as outlined in the CSA A23.1-24 standards.

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CLOSURE This report has been prepared for the exclusive and confidential use of Cantiro Group LP.

Sturgeon County, and their authorized agents. Use of this report is limited to the subject proposed residential subdivision only. The recommendations given are based on the subsurface soil conditions encountered during test boring, current construction techniques and generally accepted engineering practices. No other warranty, expressed or implied, is made. Due to geological randomness of many soils formations, no interpolation of soil conditions between or away from the testholes has been made or implied. Soil conditions are known only at the test boring location. Should other soils be encountered during construction or other information pertinent becomes available, the undersigned should be contacted as the recommendations may be altered or modified. We trust this information is satisfactory. If you should have any questions, please contact our office. Respectfully Submitted, J.R. PAINE & ASSOCIATES LTD.

Doug Parth, E.I.T.

Rick Evans, P. Eng. President

Doug.parth@jrpaine.ca H:\DATA 2024\3178 Cantiro Group LP\3178-5 Sturgeon NSP\r3497can (final)

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Geotechnical Investigation

APPENDIX

Cantiro Lands Subdivision

File No. 3178 – 5

N AP PR OX IM AT TH 06-1

TH 2024-12

ES IT E

TH 06-2

LI MI TS

TH 2024-11

TH 2024-05

ST UR GE ON

RO AD

TH 06-4

TH 2024-13

TH 2024-04

TH 2024-06

TH 06-3

TH 2024-03 TH 2024-14

TH 06-7

TH 2024-10

TH 06-2

TH 2024-02 TH 2024-09 APPROXIMATE SITE LIMITS

TH 06-4 TH 06-1 TH 2024-08

TH 2024-07

TH 06-3 TH 2024-01

LEGEND JRP Testhole (2006 Report # 3497-4) JRP Testhole (2007 Report # 3488-2) JRP Testhole (2024 Report # 3178-5)

JOB # : 3178-5

DATE: NOVEMBER 2024

SCALE: 1 : 8750

DRAWN BY: D. PARTH

Approximate Testhole Locations Sturgeon Valley - Cantiro Lands River Lots 57 and 58 Sturgeon County, Alberta

CI-CH 1

ELEVATION: 689.05 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

TOPSOIL : highly organic, friable, very moist, black to dark brown. 400 mm CLAY : silty to very silty, moist, stiff, medium to high plastic, brown to grey, trace white precipitates. 800 mm CLAY : very silty, damp to moist, stiff, medium plastic, brown, friable.

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

22.5 20.5

688

14.9 20.1

P.L. = 20.1 L.L. = 37.0 M.C. = 14.9 Soluble Sulphates: Negligible

687

13 15

5 3

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-01

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

18.6

686

16.3

19.4

685

21.9

684

15.1

SILT : very sandy, damp, compact, non-plastic, light brown.

5.5 m

10.2

683

Below 6.3 metres: sandy. 11.9

13.2

682

8 Well 1: 8.84

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

12.8

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 12 day waterlevel reading: Dry to 8.8 m bgs. (680.25) 21 day waterlevel reading: Dry to 8.8 m bgs. (680.25)

Well 1: 680.21

15.4

681

680

679

678

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/28/24 Page 1 of 1

OR CI-CH 1

ELEVATION: 689.93 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

TOPSOIL : highly organic, friable, very moist, black to dark brown.

600 mm CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics.900 mm SILT : very sandy, damp, compact, non-plastic, light brown.

14.6

11.8

689

Below 1.8 metres: sandy.

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-02

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

688

18.6

14.1

687

20.9

14.5

686

20.7

10.3

685

Below 4.9 metres: very sandy.

8.6

12 6

Soluble Sulphates: Severe Sieve Analysis: at 5.2m depth. Gravel: 0 % Sand: 18 % Fines: 82 %

8.8

15.3

Below 6.1 metres: sandy, clayey.

684

16.2

683

27.5

8 Well 1: 8.84

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

17.9

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 12 day waterlevel reading: Dry to 8.8 m bgs. (681.13) 21 day waterlevel reading: Dry to 8.8 m bgs. (681.13)

Well 1: 681.09

14.6

682

681

680

679

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

678

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/28/24 Page 1 of 1

OR CI-CH 1

CI-CH

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

300

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

688

600 mm CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics.900 mm CLAY : silty to very silty, moist, stiff, medium to high plastic, brown to grey.

18.7

22.1

687 33

1.7 m 23.6

686

30.1 21.4 38.3

Below 3.4 metres: very moist to moist.

P.L. = 21.4 L.L. = 38.3 M.C. = 30.1 Soluble Sulphates: Negligible

685

28.9

4 CI

29.3

684 26.4

Below 4.9 metres: very moist, soft to firm.

683

33.9

Below 5.8 metres: brown to grey.

400

TOPSOIL : highly organic, friable, very moist, black to dark brown.

SAND

Elevation (m)

SPT SAMPLE

CLAY : friable, sandy, moist, firm, medium plastic, brown.

ELEVATION: 688.2 m

CORE SAMPLE

BOREHOLE NO: 2024-03

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

36.2

682

Well 1: 8.03

7.3 m

CLAY : very sandy, very moist, low to medium plastic, brown and grey, trace sensitive.

CL-CI

28.7

Below 8.1 metres: trace free water.

4 9

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

33.1

Well 1: 680.17

34.2

681

680

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 12 day waterlevel reading: 8.01 m bgs. 21 day waterlevel reading: 8.03 m bgs.

679

678

11 677

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/28/24 Page 1 of 1

CI-CH 1

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

TOPSOIL : highly organic, friable, very moist, black to dark brown.

500 mm CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics.900 mm CLAY : very silty, moist, very stiff, medium plastic, brown trace white precipitates, occasional soft lenses.

687

22.1

Elevation (m)

SPT SAMPLE

20.6

686

33.7

35.1

At 2.4 metres: stiff silty seam.

685

25.9

31.8

684

At 3.4 metres: friable, damp to moist.

26.6

4 Below 4.3 metres: very moist, soft, grey.

22.732.3 31.8

P.L. = 22.7 L.L. = 32.3 M.C. = 26.6 Soluble Sulphates: Negligible

683

39.3

36.6

6 Well 1: 7.04

33.9

35.9

682

37.2

Well 1: 680.37

ELEVATION: 687.41 m

CORE SAMPLE

BOREHOLE NO: 2024-04

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

681

37.5

680 33.7

Below 7.9 metres: till-like features. 36.2

6 9

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

35.3

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m.

679

678

12 day waterlevel reading: 7.06 m bgs. 21 day waterlevel reading: 7.04 m bgs. 677

11 676 12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/28/24 Page 1 of 1

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

TOPSOIL : highly organic, friable, very moist, black 200 mm to dark brown. SAND : silty, dry to damp, brown to grey.

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

Elevation (m)

SPT SAMPLE

11.6

ELEVATION: 688.84 m

CORE SAMPLE

BOREHOLE NO: 2024-05

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

688

11 12.9

1.8 m

CLAY : friable, very silty, moist, stiff, medium plastic, light brown.

687 13.5

18.3

686

27.8 21.6

43.7

P.L. = 21.6 L.L. = 43.7 M.C. = 27.8 Soluble Sulphates: Negligible

35.4

685

25.5

21.1

SILT : very sandy, damp, compact, non-plastic, light brown.

4.9 m

684 13.3

17 6

683

13.3 15.5

ML At 7.4 metres: clayey seam.

28.6

681

17.1

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

Well 1: 10.40

CLAY TILL : silty, sandy, moist, very stiff, medium plastic, brown and grey, trace coal, oxides and gravel.

21.1 18.9

9.5 m 23.5

14.3

.END OF TESTHOLE @ 10.4 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 10.4m. 12 day waterlevel reading: Dry to 10.4 m bgs. (678.44) 21 day waterlevel reading: Dry to 10.4 m bgs. (678.44)

Well 1: 678.44

Below 8.5 metres: medium-grained, grey and brown, trace gravel.

682

680

679

678

677

676

675

674

15 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 10.36 m COMPLETION DATE: 10/28/24 Page 1 of 1

CI-CH

ELEVATION: 686.25 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

TOPSOIL : highly organic, friable, very moist, black to dark brown. 500 mm CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics. 1.2 m CLAY : friable, moist, stiff, medium plastic, brown.

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-06

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

686 16.9

17.2

685

22.6

20.8

7 3

684

19.4 22.6

683 20.2

17.8

682 18.8

17.2

Below 5.2 metres: cobbles.

681

21.2 15.8

680

19.8

CLAY TILL : silty, sandy, moist, very stiff, medium plastic, brown and grey, trace coal, oxides, gravel and cobbles.

7.0 m

15.3

Below 8.5 metres: sandstone inclusions.

Well 1: 9.79

15.1 29.5 15.2 18.4

P.L. = 15.1 L.L. = 29.5 M.C. = 15.3 Soluble Sulphates: Moderate

678

677

679 18.4

18.4

Well 1: 676.46

14.2

.END OF TESTHOLE @ 10.4 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 10.4m.

676

675

12 day waterlevel reading: 9.80 m bgs. 21 day waterlevel reading: 9.79 m bgs.

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

674 13 673 14 672 15 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 10.36 m COMPLETION DATE: 10/28/24 Page 1 of 1

CI-CH 1

ELEVATION: 682 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

TOPSOIL : highly organic, friable, very moist, black 300 mm to dark brown. CLAY : silty to very silty, moist, stiff to very stiff, medium to high plastic, brown to grey, trace white 900 mm precipitates. SILT : damp, non-plastic, compact, light brown.

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-07

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

20.5

13.4

681

20.6

680

12.5

ML Below 2.4 metres: very sandy.

13.5

18.4

679

3.5 m

CLAY : friable, very silty, moist, stiff, medium plastic, light brown.

Soluble Sulphates: Negligible Sieve Analysis: at 2.1m depth. Gravel: 0 % Sand: 0.4 % Fines: 99.6 %

20.5

21.3

678

23.2

677

20.5

CI 8 6

19.9

676

19.3

23.3

SILT : damp, non-plastic, compact, light brown.

7.0 m

675

14.6

ML 12.6

Well 1: 8.84

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

12.2

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 9 day waterlevel reading: Dry to 8.8 m bgs. (673.20) 18 day waterlevel reading: Dry to 8.8 m bgs. (673.20)

Well 1: 673.16

12.2

674

673

672

671

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/31/24 Page 1 of 1

ELEVATION: 672.18 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

OR CI-CH

CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics.

400

ATTERBERG LIMITS PLASTIC 20

TOPSOIL : highly organic, friable, very moist, black to dark brown.

300

M.C. 40

LIQUID 60

OTHER DATA

672

500 mm 1.1 m

21.7

18.8

671 28.4 22.3

P.L. = 22.3 L.L. = 75.0 M.C. = 28.4 Soluble Sulphates: Negligible

24.8

Elevation (m)

CORE SAMPLE

CLAY : very silty, moist, stiff, high plastic, brown, trace white precipitates.

BOREHOLE NO: 2024-08

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

SILT : damp, non plastic, compact, light brown. CLAY : very silty, very moist, stiff, medium plastic, light brown.

2.6 m

670

24.8

3.1 m

31.9

669

28.1

668

22.9

20.2

19 SILT : damp, non plastic, compact, light brown.

667

23.5

5.9 m 14.3

666

16.9

665

ML 8 Well 1: 8.84

18.3

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

22.1

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 9 day waterlevel reading: Dry to 8.8 m bgs. (663.38) 18 day waterlevel reading: Dry to 8.8 m bgs. (663.38)

Well 1: 663.34

12.8

664

663

662

661

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/31/24 Page 1 of 1

OR CI-CH

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

TOPSOIL : highly organic, friable, damp, black to dark brown.

500 mm CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics. SILT : friable, damp, non-plastic, compact, brown and grey.

1.2 m

15.1

678

14.8

21.9

677

1.8 m 22.2

24.4

676

30.9

675

28.9

7 Below 4.3 metres: friable.

19.9

674

20.6

CI 6

23.5

26.8

Soluble Sulphates: Negligible Sieve Analysis: at 5.2m depth. Gravel: 0.3 % Sand: 7.8 % Fines: 91.9 %

673

672

33.4

32.2

8 Well 1: 8.84

16.2

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

20.2

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 9 day waterlevel reading: Dry to 8.8 m bgs. (669.82) 18 day waterlevel reading: Dry to 8.8 m bgs. (669.82)

Well 1: 669.78

14.4

Elevation (m)

SPT SAMPLE

CLAY : very silty, moist, very stiff, medium plastic, brown and grey.

ELEVATION: 678.62 m

CORE SAMPLE

BOREHOLE NO: 2024-09

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

671

670

669

668 11

667 12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/31/24 Page 1 of 1

CI-CH 1

ELEVATION: 679.19 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

TOPSOIL : highly organic, friable, very moist, black 200 mm to dark brown. CLAY : silty to very silty, moist, very stiff, medium to high plastic, brown.

1.1 m

CLAY : friable, very silty, moist, stiff, medium plastic, light brown.

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-10

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

679 22.8

13.2

678 29

CI 2

SILT : friable, damp, non plastic, compact, light brown.

2.2 m

28.5

677

18.2

15.4

676 19.6

15.3

675 10.8

Soluble Sulphates: Severe Sieve Analysis: at 4.6m depth. Gravel: 0 % Sand: 21.1 % Fines: 78.9 %

11.9

Below 5.3 metres: very sandy.

13.8

11.6

674

673

15 Below 7.3 metres: sandy.

672

8 Well 1: 8.84

27.7

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

24.4

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 9 day waterlevel reading: Dry to 8.8 m bgs. (670.39) 18 day waterlevel reading: Dry to 8.8 m bgs. (670.39)

Well 1: 670.35

18.3

671

670

669

11 668

12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/31/24 Page 1 of 1

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

300

ATTERBERG LIMITS PLASTIC

TOPSOIL : highly organic, friable, very moist, black 300 mm to dark brown. CLAY : silty, moist, very stiff, high plastic, brown and grey.

M.C. 40

LIQUID 60

OTHER DATA

671 24 22.4

670

24.4 18.8

2.0 m

CLAY : friable, very silty, moist, stiff, medium plastic, brown.

400

Elevation (m)

SPT SAMPLE

ELEVATION: 671.37 m

CORE SAMPLE

BOREHOLE NO: 2024-11

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

SOIL SYMBOL

Depth (m)

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

65.9

P.L. = 18.8 L.L. = 65.9 M.C. = 24.4 Soluble Sulphates: Negligible

23.2

669

22.8

668 17.1

CI 4

16.6

667

13.2

14.3

Below 5.3 metres: very sandy. SILT : very sandy, damp, compact, non-plastic, light brown.

5.5 m

666

15.6

13 8

665 13.3

15.2

664 7.6

8 7.3

21 9

663

8.6

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m.

*Well destroyed. 662

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

10 661

11 660 12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 10/31/24 Page 1 of 1

CI-CH 1

ELEVATION: 663.36 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

TOPSOIL : highly organic, friable, very moist, black 200 mm to dark brown. CLAY FILL : friable, silty, moist, stiff, medium to high plastic, dark brown to black, moderate organics. 1.2 m CLAY : very silty, moist to very moist, stiff, medium plastic, brown, trace white precipitates.

300

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

663

20.4

400

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-12

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

18.8 23.9

64.8

P.L. = 18.8 L.L. = 64.8 M.C. = 20.4 Soluble Sulphates: Negligible

662

35.4

35.3

661

35.9

5 3

29.9

660 26.9

31.2

12 Below 4.3 metres: friable

659

19.3

20.1

658

23.3 16.8

657 13.4

20.1

656

20.8

34.8

655

Well 1: 10.40

27.3

Below 9.5 mettres: very sandy, sensititve, grey.

27.2

.END OF TESTHOLE @ 10.4 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 10.4m. 7 day waterlevel reading: Dry to 10.4 m bgs. (652.96) 16 day waterlevel reading: Dry to 10.4 m bgs. (652.96)

Well 1: 652.96

16 654

653

652

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

651 13 650 14 649 15 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 10.36 m COMPLETION DATE: 11/2/24 Page 1 of 1

ELEVATION: 671.69 m

SPT SAMPLE

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

TOPSOIL : highly organic, friable, very moist, black 200 mm to dark brown. SILT : friable, damp, non-plastic, compact, brown to light brown, trace oxides.

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

9.2

200

Elevation (m)

CORE SAMPLE

BOREHOLE NO: 2024-13

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

Depth (m)

SOIL SYMBOL

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

671

10.8

13.1

670 2

13.9 19.5

669

18.4

21 ML

668

24.1

11.9

667

13.8 24.4

666

16.7

665

10.9

Below 6.9 metres: very sandy.

11.7

8 Well 1: 8.84

6.3

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

8.7

Soluble Sulphates: Moderate Sieve Analysis: at 7.6m depth. Gravel: 0 % Sand: 37.9 % Fines: 62.1 %

Well 1: 662.85

6.9

664

663

.END OF TESTHOLE @ 8.8 m. No water and no slough on completion of testhole. Well 1: Slotted standpipe installed to 8.8m. 7 day waterlevel reading: Dry to 8.8 m bgs. (662.89) 16 day waterlevel reading: Dry to 8.8 m bgs. (662.89)

662

661 11

660 12 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 8.84 m COMPLETION DATE: 11/2/24 Page 1 of 1

GRAB SAMPLE

NO RECOVERY

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

SOIL DESCRIPTION

Standard Penetration Test (N)

POCKET PEN. (kPa) 100

200

TOPSOIL : highly organic, friable, very moist, black 200 mm to dark brown. CLAY : silty, moist, very stiff, high plastic, grey.

300

400

ATTERBERG LIMITS PLASTIC

M.C. 40

LIQUID 60

OTHER DATA

663 22.5

16 662

23.8

1.8 m

CLAY : very silty, moist, stiff, medium plastic, brown.

Elevation (m)

SPT SAMPLE

ELEVATION: 663.31 m

CORE SAMPLE

BOREHOLE NO: 2024-14

SHELBY TUBE

SAMPLE TYPE

MODIFIED USCS

SOIL SYMBOL

Depth (m) Water Level

SAMPLE TYPE BACKFILL TYPE

PROJECT NO: 3178-5 DRILL METHOD: Solid Stem Auger LOCATION: As per site plan

SLOTTED PIEZOMETER

PROJECT: Proposed Sturgeon Valley Cantiro Lands CLIENT: Cantiro Group LP

21.2

22.9

27.7

661

Soluble Sulphates: Negligible Sieve Analysis: at 2.1m depth. Gravel: 0 % Sand: 4 % Fines: 96 %

660

33.7

28.3

659

16.1

Below 4.5 metres: damp. 5

15.6

16 6

658

20.4 19.7

657 15.7

16 Below 7.6 metres: moist to very moist.

29.7

Well 1: 10.40

30.8

Below 9.5 metres: grey

Below 10.1 metres: sensitive. .END OF TESTHOLE @ 10.4 m. 0.6 m of water and .5 m of slough on completion of testhole. Well 1: Slotted standpipe installed to 9.9m.

655

30.5

33.2

7 day waterlevel reading: Dry to 9.9 m bgs. (653.41) 16 day waterlevel reading: Dry to 9.9 m bgs. (653.41)

Well 1: 652.91

656 24.2

16.4

654

653

652

JRP 3178-5.GPJ JRPV3_1.GDT 12/9/24

651 13 650 14 649 15 2304 - 119 Avenue NE LOGGED BY: D. Parth Edmonton, AB T6S 1B3 Phone: (780) 489-0700 REVIEWED BY: R. Evans Fax: (780) 489-0800

COMPLETION DEPTH: 10.36 m COMPLETION DATE: 11/2/24 Page 1 of 1