Preliminary Geotechnical Investigation Pinnacle Village Development Lot 1, Block 1, Plan 182 1685 Sturgeon County, Alberta
Prepared For:
Pinnacorp Investments Inc.
File No. 1-22535 January 2021
Prepared By: Shelby Engineering Ltd. #172, 2693 Broadmoor Boulevard Sherwood Park, AB T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca
Geotechnical
Environmental
Materials
Forensic
Radon
Materials Testing
Preliminary Geotechnical Investigation Pinnacle Village Development Pinnacorp Investments Inc.
File No. 1-22535 January 2021 i
TABLE OF CONTENTS
Page No.
1.0 INTRODUCTION ..........................................................................................................................1 2.0 DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT ................................................................1 3.0 INVESTIGATION METHODOLOGY.................................................................................................1 3.1
SUBSURFACE CONDITIONS............................................................................................................ 2
3.1.1
Fill .......................................................................................................................................... 2
3.1.2
Clay/Silt ................................................................................................................................. 2
3.2
GROUNDWATER AND SLOUGHING OBSERVATIONS..................................................................... 3
4.0 RECOMMENDATIONS .................................................................................................................4 4.1
SITE PREPARATION........................................................................................................................ 4
4.1.1
Stripping ................................................................................................................................ 4
4.1.2
Fill Placement........................................................................................................................ 5
4.2
FOUNDATIONS .............................................................................................................................. 6
4.2.1
Footings................................................................................................................................. 6
4.2.2
Cast-In-Place Concrete Friction Piles .................................................................................... 6
4.3
CEMENT TYPE................................................................................................................................ 7
4.4
SUBSURFACE UTILITIES ................................................................................................................. 7
4.4.1
Trench Excavations ............................................................................................................... 7
4.4.2
Pipe Bedding ......................................................................................................................... 8
4.4.3
Backfill and Compaction........................................................................................................ 8
4.4.4
Frost Protection of Shallow Utilities ..................................................................................... 9
4.5
BASEMENTS................................................................................................................................... 9
4.5.1
Excavation/Construction..................................................................................................... 10
4.5.2
Wall Pressures..................................................................................................................... 10
4.5.3
Foundation Drainage System .............................................................................................. 11
4.5.4
Basement Floor Slab Support.............................................................................................. 12
4.6
RADON CONSIDERATIONS .......................................................................................................... 13
4.6.1
General................................................................................................................................ 13
4.6.2
Granular Depressurization Layer ........................................................................................ 13
4.7
GARAGE AND DRIVEWAY SLABS ................................................................................................. 14
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TABLE OF CONTENTS 4.8
ROADWAYS ................................................................................................................................. 15
4.8.1
Subgrade Preparation ......................................................................................................... 15
4.8.2
Asphalt Pavement Structure Design (Roadways)................................................................ 16
5.0 CONSTRUCTION TESTING AND MONITORING ............................................................................16 6.0 CLOSURE ..................................................................................................................................17
LIST OF FIGURES
FIGURE NO.
Test Hole Logs Site Plan Soil Classification Chart
1 to 12 13
LIST OF TABLES
PAGE NO.
Table 3.1: Slough and Groundwater Accumulations
3
Table 4.1: Preliminary Shallow Footing Design Parameters
6
Table 4.2: Preliminary Concrete Skin Friction Pile Design Parameters
6
APPENDICES APPENDIX I
Standard Terms and Conditions
APPENDIX II
Figures
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1.0
File No. 1-22535 January 2021 Page 1 of 17
INTRODUCTION
Shelby Engineering Ltd. (Shelby) has completed a Preliminary Geotechnical Investigation for a proposed residential subdivision to be located in Sturgeon County, Alberta. The scope of the investigation detailed herein was provided in our proposal (#19598R01) dated November 26, 2020. Mr. Ed Basaraba of Pinnacorp Investments Inc. authorized this investigation on November 26, 2020.
2.0
DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT
The site is comprised of approximately 34.3 acres of land legally described as Lot 1, Block 1, Plan 182 1685. It is located on the northeast corner of Township Road 544A and Range Road 251 in Sturgeon County, Alberta. The site is currently a vacant agricultural land. The proposed development comprises subdividing this parcel into several lots for residential use. It has been assumed that the proposed development will include single family residential buildings with attached garages and full depth basements established at depths ranging from 2.0m to 2.5m below grade. The proposed development will include construction of access/approach roads, site grading and installation of underground utilities.
3.0
INVESTIGATION METHODOLOGY
The field investigation, supervised by Shelby staff, was conducted on December 9, 2020 and entailed drilling twelve test holes using a truck mounted drill rig equipped with solid stem augers. The test holes were drilled to depths ranging from 3.05m to 8.85m below existing grade, at the locations shown on the site plan, enclosed as Figure 13, Appendix II. Disturbed soil samples were obtained at 300mm below existing grade and thereafter at regular depth intervals of 0.75m. Standard Penetration Tests (SPTs) were conducted at selected depth intervals in the deeper test holes. All samples were returned to our laboratory for visual classification and determination of insitu moisture content. Additional laboratory tests to determine Atterberg limits and concentrations of water-soluble sulphate salts were also conducted on select samples.
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3.1
File No. 1-22535 January 2021 Page 2 of 17
SUBSURFACE CONDITIONS
The general stratigraphy encountered at the test hole locations was comprised of surficial fill underlain by variable, interbedded layers of clay and silt. The consistency and extent of the various soil strata evidenced at test hole locations will vary between the test hole locations and in areas of the site that have not been explored. All depths indicated below are referenced to surface grades as existed at the time of this investigation. Test hole logs detailing the subsurface conditions and laboratory test results are enclosed as Figures 1 to 12, Appendix II.
3.1.1
Fill
Surficial fill was encountered at all test hole locations and extended to depths ranging from 200mm to 1.2m below grade. The fill was generally comprised of topsoil underlain by clay. The topsoil extended to depths ranging from 200mm to 900mm below grade. The clay fill was encountered at ten test hole locations (i.e., all test holes except TH- 3 and TH-12) and was generally described as silty, damp to moist, stiff to very stiff and medium to high plastic. The distribution and composition of the fill material indicates that it is likely composed of material native to the area disturbed during past agricultural activities. Differing thickness of fill/organics may be present in areas of the site between and apart from the test hole locations. As such, actual stripping volumes may differ from those calculated using the thicknesses encountered at the test hole locations. To mitigate potential discrepancies, additional investigation using shallow test pits could be considered.
3.1.2
Clay/Silt
A native glaciolacustrine deposit comprised of variable, interbedded layers of clay and silt was encountered beneath the fill at all test hole locations and extended to the maximum depth of drilling (i.e., at least 8.85m below grade). The clay layers generally contained high silt content, and were generally described as low to medium plastic, except for some high plastic zones. Atterberg limits tests determined two selected samples of the clay to range from medium to high plastic, with liquid limits ranging from 38 to 73 and plastic limits ranging from 22 to 30.
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The silt was generally described as low plastic and contained variable amounts of clay and/or sand. This deposit was generally dry to moist in test holes located within the eastern portions of the site (TH-5 to TH-7 and TH-9 to TH-12). Wet to saturated conditions were noted in the remaining test holes (TH-1 to TH-4 and TH-8, located within the west portion of the site) at depths starting from approximately 1.2m to 2.3m below grade. Standard Penetration Test “N” values within this deposit ranged from 2 to 17 blows per 300mm of penetration, indicating a very loose to compact relative density (or soft to very stiff consistency).
3.2
GROUNDWATER AND SLOUGHING OBSERVATIONS
Significant seepage and sloughing conditions were encountered during fieldwork, especially in the test holes located within the western portion of the site. The table below provides a summary of slough and groundwater measurements taken upon completion of drilling, and groundwater measurements taken 9 days after standpipe installation (each relative to surface grades at the time of drilling). Slough and groundwater conditions measurements are also recorded on the test hole logs enclosed in Appendix II. Table 3.1: Slough and Groundwater Accumulations Test Hole Location
Depth Below Grade (m) On Completion of Drilling Slough
Water
Water Level After 9 Days
TH-1
4.9
Dry
5.2
TH-2
3.35
2.1
2.0
TH-3
5.2
3.4
--
TH-4
5.5
3.4
--
TH-5
None
Dry
Dry
TH-6
None
Dry
Dry
No slough/water accumulations noted in the remaining test holes Based on these readings, the current stabilized groundwater table on the subject site appears to be at or below a depth of approximately 2.0m from grade. However, based on the wet subsurface soil conditions noted at shallow depths during drilling, groundwater seepage is expected at depths as shallow as approximately 1.2m in some areas of the site.
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Groundwater levels fluctuate seasonally and in response to precipitation. Variation on the order of 1m or more is possible within any given year, with higher groundwater levels expected in spring and summer months. As such, different groundwater levels may be encountered at the time of construction.
4.0
RECOMMENDATIONS
The following recommendations assume that the final external grades for the proposed developments will be coincident or slightly higher than current site grades. Should this not be the case, Shelby should be notified to assess the effect, if any, of grade changes on our recommendations. Organic soils were encountered near the surface at several test hole locations. Organic soils may be present to deeper depths than those encountered at the test hole locations in areas of the site that were not drilled. Proper surface grades adjacent to buildings are imperative to prevent water from ponding adjacent to the buildings and infiltrating beneath grade supported floor slabs. Moisture conditioning of site soils may be required beneath grade supported floor slabs, utility trench backfill and road subgrade construction. In view of the geotechnical conditions encountered at the test hole locations, the proposed developments are considered generally feasible. However, sensitive soils (soft/wet clay and silt) were encountered at starting depths ranging from approximately 1.2m to 2.3m from grade in the western part of the site. As a result, structures that require excavations exceeding 1.2m from grade will be challenging to develop in this area of the site. The proposed structures should therefore be established as high as possible. General guidelines and preliminary recommendations for site grading, foundations, subsurface utility installation, and asphalt pavements are provided in the following sections. However, additional site-specific recommendations can only be provided upon completion of development specific geotechnical investigation.
4.1
SITE PREPARATION
4.1.1
Stripping
Prior to placement of engineered site grading fill (where site grades are low), the development areas of the site should be stripped by removing all vegetation, topsoil/organics or other unsuitable material, exposing the underlying inorganic soils. Surficial organic soils can be left in place (without excavating) in the landscaped areas.
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In higher areas of the site, the exposed subgrade should be subcut to the design subgrade elevation. The near-surface inorganic soils may be stockpiled on site for re-use. Moisture conditioning of the native soils will be required prior to placement. Qualified Geotechnical personnel should inspect the subgrade upon completion of stripping to ensure all topsoil, organics or unsuitable material has been removed. A topographic survey of the site is recommended subsequent to completion of stripping and prior to any fill placement to clearly identify the elevation of native subgrade and subsequent thickness of fill.
4.1.2
Fill Placement
After removal of surficial organics in fill areas, the subgrade should be reconditioned prior to placement of fill. The minimum level of reconditioning should generally include scarifying to a depth of 150mm and compaction to 95% of the standard Proctor maximum dry density at or slightly below optimum moisture content in the case of granular soils or silt (slightly above optimum in the case of cohesive, clay-based soils). In development areas (i.e., building pads, sidewalks, roadways and parking lots), compaction to 98% of the standard Proctor maximum dry density is required. Considering the potential presence of soft and wet sensitive soils in some areas of the site, additional subgrade preparation measures such as the use of a geogrid, high modulus geotextile or cement stabilization (or a combination thereof) may be required based on the exposed subgrade conditions at the time of construction. Fill material required to raise the grade of the site to design subgrade elevation should be comprised of low to medium plastic clay or clay till. In proposed development areas of the site (i.e.: building pads, roadways and parking lots), all fill should be replaced in uniform lifts not exceeding 150mm in compacted thickness and compacted to a minimum of 98% of the Standard Proctor maximum dry density slightly above optimum moisture content. In all other areas, the fill material should be compacted to a minimum of 95% of the standard Proctor maximum dry density in lifts not exceeding 150 mm in compacted thickness. Surface drainage should be properly designed for any site development to ensure that precipitation and other surface water does not penetrate, soften, and weaken the subgrade soils around buildings, roads or other structures. Additional site development considerations are provided in the following sections.
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4.2
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FOUNDATIONS
Shallow and deep foundations are believed to be feasible throughout the site considering the Geotechnical conditions encountered. Mixing of different foundation types is not recommended. All depths indicated below are referenced to site grades as existed at the time of the fieldwork described herein. Should the final grades differ from these grades, appropriate adjustments should be made to the referenced depths with consideration to any cut/fill required during site grading activities.
4.2.1
Footings
Due to the presence of near-surface wet/soft sensitive soils, challenges should be anticipated for the installation of shallow foundations in some areas of the site. The following preliminary recommendations are provided for areas where footings are considered. A preliminary range of expected bearing pressures for strip and spread footings (founded on native inorganic soils) are presented in the table below. Table 4.1: Preliminary Shallow Footing Design Parameters SLS Bearing Pressure Factored ULS Bearing Pressure Footing Type (kPa) (kPa) Strip and Spread
40 to 150 kPa
60 to 225 kPa
The factored Ultimate Limit State (ULS) bearing pressures above include a geotechnical resistance factor of 0.5. The Serviceability Limit State (SLS) bearing pressures above are based on a typical allowable settlement of 25mm or less.
4.2.2
Cast-In-Place Concrete Friction Piles
The following presents a preliminary range of factored skin friction parameters available on the subject site. The values include a geotechnical resistance factor of 0.4. Table 4.2: Preliminary Concrete Skin Friction Pile Design Parameters Depth Below Grade Factored ULS Skin Friction (m) (kPa) 0 to 1.5
0
Below 1.5
7 to 21
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4.3
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CEMENT TYPE
No significant concentrations of soluble sulphates were measured in tested soil samples recovered from this site. Type GU, GUb or equivalent Portland cement may be used for production of concrete in contact with the existing onsite soils. Concrete having a minimum 28-day compressive strength of 25 MPa is acceptable for foundation concrete. Concrete exposed to freeze-thaw cycles and/or de-icing chemicals may have different strength requirements as well as air entrainment and water-to-cementitious-materials ratio requirements. Shelby may be able to provide further direction upon request. Any imported fill that will be in contact with concrete should be tested for soluble sulphates before use, and the above recommendations for cement type re-evaluated.
4.4
SUBSURFACE UTILITIES
Subsurface utilities referred to in this section include underground water and sewer services. It is assumed that these utilities will be installed at depths ranging from approximately 2.0m to 5m below final subgrade elevation. Franchise utilities (telephone, cable, natural gas, electricity, etc.) are typically installed in shallow trenches in accordance with the requirements of the individual utility owner. Installation of subsurface utilities, pipe bedding and backfill should be undertaken in accordance with the requirements of the local municipal authority.
4.4.1
Trench Excavations
Trench excavations must conform to the guidelines in the Alberta Occupational Health and Safety Act. Temporary trench side slopes (open for less than 7 days) of 1 vertical to 1 horizontal may be used to the base of the excavation. Shallower side slopes may be required if significant groundwater seepage is encountered or if the trench advances through wet soils. Steeper excavations may be considered if engineered safety cages or shored/braced construction is used. All trenches should be monitored regularly for seepage and sloughing, especially after periods of precipitation. Surcharges, such as material excavated from the trench, should be placed/stockpiled at least 3.0m (or one trench depth, whichever is greater) away from the top edge of the trench. Vehicle traffic should not be allowed within 1.0m of the top edge of the trench. Every effort should be made to ensure trenches are excavated and backfilled on the same day (at least to a height sufficient to resist buoyant uplift). Considering the presence of wet/soft soils,
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test excavations should be considered to estimate the equipment requirements and constructability limitations prior to construction. Water accumulation was recorded on completion of drilling, in some test holes, at depths ranging from 2.1m to over 3.4m below grade. Seepage was noted at depths as shallow as 1.2m from grade. The ingress of groundwater into trench excavations will be encountered during trenching, and as such de-watering equipment should be available on site prior to excavation. Groundwater should not be allowed to pond on the base of the excavation. Surface water flow should be directed away from trenches and must not be allowed to pond near the edge of the excavation. The base of the trench excavations will likely be founded in wet clay/silt and may be easily disturbed. If the trench base softens as a result of groundwater infiltration or heavy rainfall, or becomes disturbed during excavation, stabilization will be required before placing the pipe. Stabilization of the trench base should consist of over excavating to a depth of 600mm, placing a woven Class 2 geotextile on the subcut base, and backfilling to the original base elevation with washed rock. The washed rock should be wrapped in the geotextile to provide a base for placement of the pipe bedding.
4.4.2
Pipe Bedding
Specifications pertaining to the type and placement of pipe bedding material are contained in Sturgeon County’s General Municipal Servicing Standards and should be adhered to.
4.4.3
Backfill and Compaction
Native inorganic material excavated from a trench may be reused to backfill the trench provided the required degree of compaction can be obtained. These materials should be replaced in the same vertical sequence as they were encountered while in place. The insitu moisture content of the clay/silt was generally/significantly higher than its optimum moisture for compaction purposes, and may/will require drying before it can be reused for backfilling. Topsoil and organic clay are not acceptable as trench backfill material. Trench backfill placement requirements issued by the local municipal authority should be followed. In the absence of local specifications, utility trench backfill should be comprised of native material placed in 150mm lifts compacted to 95% of Standard Proctor maximum dry density from the pipe zone to within 1.5m of the final subgrade elevation, and 98% of Standard Proctor maximum dry density within the upper 1.5m. The uppermost 150mm of the subgrade (final lift) should be compacted to 100% of Standard Proctor maximum dry density. Compaction should be undertaken at or slightly above the optimum moisture content in the case of cohesive clay based soils (or slightly below optimum moisture content in the case of silt or granular soils). All compaction must be verified by density testing.
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4.4.4
File No. 1-22535 January 2021 Page 9 of 17
Frost Protection of Shallow Utilities
Non-insulated buried water lines, sewer lines containing water or fire water lines must have a minimum frost cover of 3.3m below final grade in areas where granular/silt fill is used to backfill the trench. For trenches backfilled using cohesive fill, the depth of frost cover should be at least 2.7m below final grade. The above noted depths of cover should be compared to those specified by the Sturgeon County, and the higher value should be used. Pipes buried with less than the recommended soil cover should be protected with insulation to avoid frost effects that may cause damage to or breakage of the pipes. High strength extruded polystyrene is recommended as one alternative for insulation (e.g., Dow Highload 40 or equivalent). The manufacturer’s recommendations for placement and thickness of insulation for protection of shallow utilities should be followed. For trenches underlying roadways, the insulation should have a minimum depth of cover of 600mm. A 100mm thick sand cushion layer is recommended directly over and underlying the insulation. In areas with insulation, the minimum cover thickness overlying the pipe zone backfill should be 1.0m. For other buried utilities which are not frost sensitive, such as electrical conduits, there are no depth restrictions due to frost. However, such utilities placed within the frost zone must be capable of accommodating seasonal frost movements in the order of 50mm. If these utilities are not capable of accommodating movements due to frost, they should either be installed below the frost penetration depth or insulated. As an alternative to extruded polystyrene, cellular concrete such as Cematrix may be considered for frost protection. In a trench application, the final design of the cellular concrete should be carried out by a specialized supplier as it is a function of surface cover and other factors.
4.5
BASEMENTS
It is assumed that the proposed residential dwelling will incorporate a full basement. It is assumed that the base of the excavation will be approximately 2.0m to 2.5m below existing site grade. However, sensitive soils (soft/wet clay and silt) were encountered at starting depths ranging from approximately 1.2m to 2.3m from grade in the western part of the site. As a result, structures that require excavations exceeding 1.2m from grade (such as basements) will be challenging to develop in this area of the site. The basements in this area should therefore be established as high as possible.
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4.5.1
File No. 1-22535 January 2021 Page 10 of 17
Excavation/Construction
Groundwater measurements taken 9 days after installation of the standpipes in several test holes indicates that the stabilized groundwater table within the site ranges from approximately 2.0m to more than 5.8m below grade (i.e., 0.5m above to more than 3.8m below anticipated base of basement excavation). Ingress of groundwater into the basement excavation during construction is anticipated in some areas of the site. Therefore, dewatering equipment should be available on site and used as required to prevent any accumulation of groundwater or precipitation in the excavation during construction. The soil encountered at the base of the basement excavation will be comprised primarily of native clay/silt, which may be dry to damp in the east portion of the site or wet to saturated in the west portion of the site. Care should be taken during excavation and construction of the basement to minimize disturbance of the base of the excavation. Excavating should be conducted from above and equipment should be kept out of the excavation. A mud-slab may be required to protect the subgrade during construction. The sides of the basement excavation should be sloped to comply with Occupational Health and Safety (OH&S) regulations with respect to shoring and cut back. Recommendations for temporary shoring can be provided upon request. Concrete should be placed using a pump truck operating remotely from the excavation. Construction traffic on the base of the excavation should be kept to a minimum. The subgrade soils should not be allowed to desiccate or be allowed access to free water during construction. If allowed access to water, or allowed to desiccate and then regain moisture, the clay will develop swelling pressures with the resultant potential for damage to facets of the proposed development that are in contact with the swelling soils.
4.5.2
Wall Pressures
Foundation walls should be designed to resist the pressure of soil placed adjacent to the wall. The following equation may be used to estimate the magnitude of this pressure. P = 9.4D + 0.5S Where: P = Pressure (kPa) D = Depth below exterior grade (m) S = Surcharge (if any) adjacent to the wall (kPa)
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This equation does not account for hydrostatic pressures, and consequently a positive draining weeping tile system should be installed at the base of the structure as described in Section 4.5.3 below. Backfill placed against the walls should be comprised of clean sand (or other suitably free draining granular material), to within 300mm of the surface. A suitable synthetic drain connected directly to the foundation wall could be used in place of granular backfill material. The upper 300mm of backfill should be comprised of a clay cap. Backfill should be modestly compacted, in 200mm thick lifts, to 93% of Standard Proctor maximum dry density. Over-compaction should be avoided to prevent excessive pressures that may damage the wall. Backfill around the walls should not take place until conditions acceptable to the structural engineer of record are in place. It must be recognized that due to the relatively low degree of compaction of backfill, subsidence of the backfill will occur with associated deflection and possible cracking of hard landscaping features such as sidewalks and pavements. Additionally, subsidence of backfill may result in loss of grade adjacent to the structure. The use of granular backfill will minimize potential backfill consolidation.
4.5.3
Foundation Drainage System
A foundation drainage system must be installed to address any concerns in respect to ground water infiltration into the basement areas resulting from any surface-water infiltration and seasonal fluctuations in groundwater elevations. The foundation drainage system should be comprised of perimeter weeping tile installed around the entire perimeter of the foundation. As the base of the excavation will be above or near the groundwater table in some areas of the site, underslab drainage systems beneath the basement floor slab is also recommended in these areas of the site. General conceptual recommendations for the drainage system are provided below. Detailed design of the drainage system should be undertaken by a qualified mechanical engineer. The underslab drainage system should be comprised of at least one centrally located lateral trench drain installed beneath the basement floor slab. The drains could be comprised of perforated weeping tile (minimum 100mm diameter) bedded in washed gravel, with the weeping tile and gravel wrapped within geotextile filter fabric, or with suitable synthetic trench drains. Any use of synthetic drains should follow the manufacturer’s recommendations with respect to installation and interconnections. The subgrade should be sloped to allow for lateral drainage downward to the adjacent drains. If a mud slab is used, the underslab drainage system should be placed overlying the mud slab. A non-woven geotextile should be placed between the drainage layer and the overlying granular
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slab support materials to provide separation. The entire drainage system should be wrapped with a non-woven geotextile. The subgrade should be sloped to allow for lateral drainage downward to the drain. The perimeter weeping tile should consist of perforated weeping tile drainage pipe (minimum 100mm minimum diameter) or suitable synthetic drain. Weeping tile, if used, must be bedded in clean washed gravel with the weeping tile and granular materials wrapped in a geotextile filter fabric. The perimeter drainage system should be installed at the same as the elevation as the base of the underslab trench drain, and should be connected to the wall drainage materials (as discussed in Section 4.5.2 above). The foundation drainage system must be supplied with a positive source of drainage. Sump pits and pumps should be installed around the perimeter of the basement and connected to the foundation drainage system. Sump pits and pumps must be maintained on a regular basis. Failure of a sump pump (including loss of power for any extended periods of time) could result in loss of groundwater control and possible ingress of water into the basement area. Site grading adjacent to the building must be designed such that water discharged at grade from the sump pumps, roof leaders/downspouts or any surface run-off is directed away from the structure and cannot be permitted to recycle back into the foundation drainage system. Surface water must not be introduced into the foundation drainage system. The foundation drainage system should not be expected to or relied upon to control water from these sources. A minimum grade of 10% is recommended for grassed areas for a distance of at least 3m away from the structure. This slope must be maintained for the life of the structure. Concrete splash pads are recommended to direct water away from the structure. It must be recognized that due to the relatively low degree of compaction of the wall backfill, subsidence of the backfill will occur with associated deflection and possible cracking of hard landscaping features such as garage floor slab, sidewalks and pavements. Additionally, subsidence of backfill may result in loss or reversal of grade for the sidewalks and pavements adjacent to the structure. The use of granular backfill will reduce potential backfill consolidation. Grades adjacent to the building should be inspected on a regular basis and any grade loss corrected as required to maintain proper drainage.
4.5.4
Basement Floor Slab Support
It is assumed that the basement will incorporate a grade-supported floor slab established on the native clay/silt. The clay in the east portion of the site is generally dry to damp with a moderate to high potential for swelling if additional water becomes available (as will likely be the case upon sealing of the surface with the floor slab, which blocks natural evapotranspiration). This presents
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a potential for upward vertical movement of the floor slab. In order to mitigate, but not necessarily eliminate, the possibility of detrimental vertical slab vertical slab movements, consideration should be given to follow subgrade preparation recommended below. The subgrade should be subcut to a depth of 600mm below the design subgrade elevation and the inorganic soils stockpiled. After subcutting, the exposed subgrade should be scarified to a depth of 150mm and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly over optimum moisture content. The stockpiled inorganic material should then be replaced in uniform lifts not exceeding 150mm in compacted thickness, and compacted to a minimum of 98% of the Standard Proctor maximum dry density at approximately 2% above optimum moisture content. Moisture conditioning of the onsite soils will be required. Grade supported floor slabs must be underlain directly by a code-compliant air barrier and an underslab soil depressurization layer for radon gas abatement (which will also act as a suitable capillary break). An air barrier must also be present on walls in cases where the structure incorporates below grade aspects (such as basements) to mitigate the ingress of soil gas and moisture vapour. The Air Barrier must meet the requirements of, and be installed in accordance with, the Code.
4.6
RADON CONSIDERATIONS
4.6.1
General
The Alberta Building Code requires the proposed structure to include a rough-in for subfloor depressurization as a means to control radon concentrations. The rough-in is a gas permeable layer that is installed between the final subgrade and the floor slab. The typical approach is to install a granular depressurization layer. Shelby has Canadian National Radon Proficiency program (C-NRPP) Certified Professionals on staff capable of providing inspection of installed rough-ins. Our C-NRPP Certified Professionals can also conduct post-construction testing for radon concentrations (to determine whether installed rough-in systems need to be activated, or to assess how effectively an activated system is controlling radon concentrations).
4.6.2
Granular Depressurization Layer
A light-weight non-woven geotextile (Nilex 4551, Layfield LP6, or equivalent) should be used as a separator between the prepared subgrade and the overlying depressurization layer. The geotextile should be placed in accordance with manufacturer’s recommendations.
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The granular depressurization layer should be comprised of a 100mm (minimum) thick layer of coarse gravel installed under the entire floor slab area. The granular material should meet the following criteria:
Clean crushed aggregate containing not more than 10% of material passing the 4mm sieve.
Nominal maximum aggregate size of either 20mm or one third of the total thickness of the layer, whichever is less.
Minimum of 60% of material having two or more crushed faces.
After placement, the granular layer should be vibrated with a light plate tamper to consolidate the aggregate and assist with interlock of the crushed material. The lack of fines in the material may make it difficult to work with and prone to shoving and displacement during placement of the air barrier, floor reinforcement and concrete. The granular layer should underlie the air barrier, which should have a minimum thickness of 15mil to protect it from punctures or tears during construction of the floor slab. The use of widebase rebar chair supports should be considered in lieu of supports with legs. Strip footings or grade beams that create isolated subfloor areas should have piping installed through them to ensure air can be extracted through the entire depressurization layer.
4.7
GARAGE AND DRIVEWAY SLABS
All surficial topsoil, organic or unsuitable material should be stripped from the garage or driveway footprint. Consideration should be made to subcutting the upper 600mm of the dry/damp native soils, moisture conditioning and backfilling as recommended in Section 4.5.4 above. Subsequent to the above stripping (and any additional stripping required to reach the final specified subgrade elevation, if site grades remain high), the exposed subgrade should be inspected by qualified geotechnical personnel and then graded level, scarified and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. Fill material required to raise the grade of the subgrade should be comprised low to medium plastic clay or clay till. All fill material placed beneath grade supported garage and driveway slabs should be compacted to a minimum of 98% of the standard Proctor maximum dry density at or slightly above optimum moisture content. Clean inorganic clay removed from the basement
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excavations are acceptable for fill material beneath the garage and driveway slabs subsequent to adequate moisture conditioning. Grade supported concrete slabs used in the garage and the driveway should contain sufficient construction joints and/or saw cuts to control shrinkage cracking of concrete. Concrete slabs should remain structurally separate from other foundation components. Concrete used in driveway and garage floor slabs should have a minimum compressive strength of 27.5MPa and air entrained 5% to 8%. A minimum thickness of 125mm is recommended for garage and driveway slabs. Slab reinforcement should consist of 10M re-bar each way spaced no more than 600mm on center. Concrete slabs should be supported on a minimum of 25mm of leveling sand.
4.8
ROADWAYS
For the purposes of design, the roadways for this development have been assumed to be Urban Local Undivided Roads as detailed in Sturgeon County’s General Municipal Servicing Standards.
4.8.1
Subgrade Preparation
General guidelines for site preparation are provided in Section 4.1. As the trench excavations for the storm, sanitary and water lines may encroach into the road alignment, the upper 1.0m of the subgrade for the entire width of the roadway including any curbs and monolithic sidewalks should be uniformly prepared. Embankment construction shall be carried to the lines, grades and cross-section of the approved roadway design. Subgrade preparation should be completed in general accordance with the Sturgeon County’s General Municipal Servicing Standards. In general, subgrade preparation should extend the entire width of the carriageway, plus the full width of the curb and gutter, or monolithic curb, gutter and sidewalk, to 150 mm back of curb or monolithic sidewalk. All fill material placed in the upper 1.0m of the road should be replaced in uniform lifts not exceeding 150mm in compacted thickness and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. In cut sections, the exposed subgrade should be excavated a minimum of 300mm below design subgrade elevation and recompacted to a minimum of 100% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. The final lift (upper 150mm) of the subgrade should be compacted to 100% of the Standard Proctor maximum dry density. The upper surface of the subgrade should be shaped to parallel the final grade of the overlying asphalt pavement.
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Prior to placement of granular base course materials, the prepared subgrade should be proof rolled using a heavily loaded gravel truck or equivalent piece of equipment to identify any soft areas. Proof rolling should be completed under the supervision of qualified Geotechnical personnel. Recommendations pertaining to the repair of soft areas can only be made at the time of inspection.
4.8.2
Asphalt Pavement Structure Design (Roadways)
For preliminary design, the minimum pavement structures as detailed in the Sturgeon County’s General Municipal Servicing Standards are acceptable. However, the final pavement design requirements should be based on the design traffic loadings and frequencies for the required design life of the structure, consistent with the subgrade support characteristics. Lacking other information, a minimum pavement structure of 100mm ACP over 250mm of granular basecourse is recommended. Base course material utilized to support asphaltic pavements must be compacted to 100% of Standard Proctor Maximum Dry Density using vibratory equipment and lifts not exceeding 150mm in thickness. Components of the selected pavement structure must satisfy the Sturgeon County’s General Municipal Servicing Standards. Staged construction of the asphalt pavement should be considered. The final lift of asphalt should be applied approximately 2 years after construction is complete. Appropriate laboratory and field-testing inspection must verify the acceptability of all compacted materials both native and imported. To ensure a high level of performance from pavement sections, the subgrade must not be allowed to dry and/or become wetted prior to or subsequent to construction.
5.0
CONSTRUCTION TESTING AND MONITORING
Appropriate laboratory and field testing and monitoring by qualified geotechnical personnel is recommended during any earthworks (i.e., site grading, excavating, backfilling, building/pavement subgrade preparation) and placement of all engineered fill and base or subbase materials, to ensure that suitable site conditions are prepared and that materials consistent with the recommendation herein are used. The Alberta Building Code specifies full time continuous field review, by a suitably qualified individual, during installation of all deep foundation elements.
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APPENDIX I Standard Terms and Conditions
Geotechnical, Environmental and Materials Consultants
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STANDARD TERMS AND CONDITIONS FOR THE PROVISION OF SERVICES BY SHELBY ENGINEERING LTD. 1.
“The services (“the Services”) performed for the client (the “Client”) by Shelby Engineering Ltd. (“Shelby”) described in the report to which these Standard Terms and Conditions are attached (the “Report”) have been conducted in a manner consistent with the level of skill ordinarily exercised by members of the engineering profession currently practicing in the jurisdiction in which the Services have been provided.”
2.
In consideration of the provision of the Services, the Client agrees to the limitation of liability provisions herein contained, both on its own behalf, and as agent on behalf of its employees and principals.
3.
The total amount of all claims the Client may have against Shelby with respect to the Services, including, without limitation, claims in tort or contract, shall be strictly limited to the amount of the fee charged to the Client by Shelby for the Services. Shelby shall not be liable for loss, injury or damage caused by delays beyond Shelby’s control, or for any indirect, economic or consequential loss, injury or damage incurred by the Client, including, without limitation, claims for loss of profits, loss of contracts, loss of use, loss of production or business opportunity, loss of contracts or continued overhead expense. No claim shall be brought by the Client against Shelby more than two (2) years after completion of the Services or termination of the agreement to provide the Services.
4.
The Client shall have no right to set off against any amounts owed to Shelby with respect to the Services.
5.
The Client agrees that Shelby’s employees and principals shall have no personal liability with respect to the Services and the Client shall make no claim or bring any proceedings of any kind whatsoever whether in contract, tort or any other cause of action in law or equity, against Shelby’s employees and principals in their personal capacity.
6.
The Client acknowledges that the Services entail an investigation which by its nature involves the risk that certain conditions between points investigated will not be detected, and that certain other conditions may change with time after provision of the written report of the Services. The Client acknowledges and accepts such risk and is aware that the Report can only provide for the conditions at the investigated points at the time of investigation. Extrapolation between the investigated points is at the Client’s risk. If the Client requires additional or special investigations outside the scope of the Report, the Client must request such additional investigations from Shelby.
7.
The Report has been prepared for a specific site and in light of the specific purposes communicated to Shelby by the Client. Shelby accepts no responsibility for the findings contained in the Report if applied to a different site, or if there is a material change in the purposes communicated to Shelby by the Client. The information and opinions described in the Report are provided solely for the benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THE WRITTEN CONSENT OF SHELBY. The Client shall maintain confidentiality of the Report and ensure that the Report is not distributed to third parties. The Client hereby agrees to indemnify Shelby for any claims brought against Shelby by third parties and arising out of the Client’s failure to maintain the confidentiality required under this paragraph.
8.
Except as stipulated in the Report, Shelby has not been retained to address, investigate or consider, and has not addressed, investigated or considered environmental or regulatory issues with respect to the site on which the Services have been performed. Notwithstanding the foregoing, Shelby may be required to disclose to regulatory bodies certain hazardous conditions discovered through provision of the Services, and the Client shall not make any claim against Shelby for such disclosure. July 2005Revised
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APPENDIX II Figures
Geotechnical, Environmental and Materials Consultants
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PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-01
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
99.30 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
FILL: Topsoil to 300mm depth.
1 2 1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
4
-Clay, silty, very stiff, high plastic, damp, brown, trace organics to 750mm depth. CLAY: And silt, soft, low to medium plastic, moist to wet, brown, trace oxide, white deposits.
FILL
-wet from 1.4m depth.
CI-ML
99.0
98.0
4
Trace water on auger surface
2.0
5 6
3.0
4
7
8 4.0
9
SILT: And clay, loose, low plastic, moist to wet, brown, trace white deposits, oxides. CLAY: Silty, soft, medium plastic, wet, brown, some oxides, white deposits.
97.0
CL-ML
CI
Trace water on auger surface SO4 = 0%
96.0
-and silt, low plastic. CL-ML
3
95.0
SILT: And clay, compact, low plastic, wet to saturated, brown, trace clay.
10 5.0
Water at 5.2m after 9 days
11 12 6.0
94.0
11
13
CL-ML
93.0
14 7.0
15
4 92.0
16 8.0
17 18 9.0
11
CLAY: Silt to and silt, stiff, low plastic, moist, brown, trace oxides. -and silt. DEPTH OF TESTHOLE 8.85 METRES DRY UPON COMPLETION SLOUGH AT 4.9m UPON COMPLETION STANDPIPE INSTALLED
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 1
91.0
CL-ML
90.0
COMPLETION DEPTH: 8.85 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-02
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
98.10 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
1 2 1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
7
4
FILL: Topsoil to 250mm depth. -Clay, silty, very stiff, high plastic, moist, brown, trace organics to 1.2m depth. -stiff. -trace to some organics CLAY: Silty, firm, medium plastic, moist, brown, trace oxides.
98.0
FILL
97.0
CI 2.0
Water at 2.0m after 9 days
5 6
3.0
3
7
96.0
-moist to wet. SILT: And clay, loose, low plastic, wet, brown. -saturated.
95.0
8 4.0
9
4
CL-ML
94.0
10 5.0
93.0
11 12 6.0
2
DEPTH OF TESTHOLE 5.8 METRES WATER AT 2.1m UPON COMPLETION SLOUGH AT 3.35m UPON COMPLETION STANDPIPE INSTALLED
7.0
92.0
91.0
8.0
90.0
9.0
89.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 2
COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-03
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
98.00 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
1 2 1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
7
FILL: Topsoil to 200mm depth. CLAY: Silty, very stiff, high plastic, moist, brown, trace oxides. -stiff.
FILL
97.0
CH 4
-firm, moist to wet, mottled, trace to some oxides.
2.0
96.0
5 6
3.0
4
7
CL-ML
8 4.0
-wet from 2.2 depth. -and silt, low plastic.
9
3
-silty, medium plastic, wet.
CI
5.0
93.0
11 12 6.0
95.0
94.0
-saturated from 4.3m depth.
10
Free water on auger surface
3
SILT: And clay, loose, low plastic, saturated, brown. DEPTH OF TESTHOLE 5.8 METRES WATER AT 3.4m UPON COMPLETION SLOUGH AT 5.2m UPON COMPLETION BACKFILLED
CL-ML 92.0
7.0
91.0
8.0
90.0
9.0
89.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 3
COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-04
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
99.06 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
2 3
99.0
FILL: Topsoil to 450mm depth.
1
1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
-Clay, silty, stiff, high plastic, moist, brown, some organics to 1.2m depth. -trace to some organics.
FILL 98.0
CLAY: Silty, soft, medium plastic, wet, brown.
4
CI 2.0
97.0
5 6
3.0
2
-and silt, low plastic, saturated from 2.3m depth.
7
CL-ML
96.0
8 4.0
9
2
SILT: and clay, loose, low plastic, saturated, brown.
95.0
10
Free water on auger surface CL-ML
5.0
94.0
11 12 6.0
4
DEPTH OF TESTHOLE 5.8 METRES WATER AT 3.4m UPON COMPLETION SLOUGH AT 5.5m UPON COMPLETION BACKFILLED
7.0
93.0
92.0
8.0
91.0
9.0
90.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 4
COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-05
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
99.65 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
FILL: Topsoil to 300mm depth.
1
-Clay, and silt, stiff, medium plastic, damp, brown, some organics to 1.2m depth.
2 1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
FILL
99.0
11
CLAY: And silt, stiff, medium plastic, dry to damp, light brown.
4
98.0
2.0
5 6
3.0
CI
17
97.0
7
-very stiff. 96.0
8 4.0
9
17
SILT: And clay, compact, low plastic, light brown.
10
95.0
CL-ML 5.0
11 12 6.0
12
94.0
DEPTH OF TESTHOLE 5.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
Dry after 9 days
93.0
7.0
92.0 8.0
91.0 9.0
90.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 5
COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-06
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
99.65 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
ADDITIONAL TESTING
80
FILL: Topsoil to 300mm depth.
1 2 1.0
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
3
6
4
-Clay, and silt, very stiff, medium plastic, damp, brown, trace organics to 600mm depth. CLAY: And silt, very stiff, low plastic, damp to moist, light brown.
FILL 99.0
CL-ML
-stiff from 1.4m depth.
98.0
2.0
5 6
3.0
7
SILT: Loose, low plastic, damp, brown, some sand, trace clay.
97.0
7
96.0
8 4.0
9
9
ML
10
95.0
5.0
11 12 6.0
13
94.0
DEPTH OF TESTHOLE 5.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
Dry after 9 days
93.0
7.0
92.0 8.0
91.0 9.0
90.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 6
COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-07
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
99.90 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
2
FILL: Topsoil to 450mm depth. -Clay, silty, stiff, medium plastic, moist, brown, trace to some organics to 1.2m depth.
FILL 99.0
1.0
3
CLAY: And silt, stiff, low plastic, damp to moist, brown. 98.0
2.0
CL-ML
4
4.0
ADDITIONAL TESTING
80
1
3.0
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
5
97.0
-trace sand DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
96.0
95.0
5.0
94.0
6.0
93.0
7.0
92.0
8.0
91.0
9.0
90.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 7
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-08
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
98.15 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2 1.0
FILL: Topsoil to 150mm depth. -Clay, silty, stiff, high plastic, moist, brown, trace organics to 600mm depth. CLAY: And silt, firm, low to medium plastic, moist, brown, trace oxides.
98.0
FILL
97.0
3
CI-ML 2.0
4
3.0
96.0
-wet to saturated.
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
95.0
4.0 94.0
5.0 93.0
6.0 92.0
7.0 91.0
8.0 90.0
9.0 89.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 8
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-09
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
100.58 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Topsoil to 200mm depth. -Clay, and silt, stiff, medium plastic, moist, brown, trace organics to 1.2mm depth.
FILL
100.0
1.0
3
CLAY: And silt, loose, low plastic,damp, brown. 99.0
2.0
4
CL-ML
3.0
98.0
5
97.0
6 4.0
DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
96.0
5.0
95.0
6.0
94.0
7.0
93.0
8.0
92.0
9.0
91.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 9
COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-10
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
101.11 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Topsoil to 450mm depth.
101.0
-Clay, and silt, stiff, medium plastic, moist, brown and black, some organics to 650mm depth.
FILL
1.0
100.0
3
CLAY: And silt, stiff, low plastic,damp, brown, trace white deposits.
SO4 = 0%
2.0
99.0
4
CL-ML
3.0
5
98.0
6 4.0
DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
5.0
97.0
96.0
6.0
95.0
7.0
94.0
8.0
93.0
9.0
92.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 10
COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-11
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
100.40 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Topsoil to 300mm depth. -Clay, and silt, stiff, medium plastic, moist, brown and black, some organics to 900mm depth.
FILL
100.0
CLAY: And silt, stiff, low plastic, dry to damp, light brown.
1.0
99.0
4
2.0
5
3.0
CL-ML
98.0
7 97.0
8 4.0
DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
96.0
5.0
95.0
6.0
94.0
7.0
93.0
8.0
92.0
9.0
91.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 11
COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-12
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
100.35 m
HC
12/9/20
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1
FILL: Topsoil to 900mm depth. FILL
100.0
2
SILT: And clay, loose, low plastic, damp to dry, light brown.
1.0
99.0
4
2.0
5
3.0
CL-ML
98.0
7 97.0
8 4.0
DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED
96.0
5.0 95.0
6.0 94.0
7.0 93.0
8.0 92.0
9.0 91.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 12
COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1
SOIL CLASSIFCATION SYSTEM (MODIFIED U.S.C.)
MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE
CLEAN GRAVELS LESS THAN 5% FINES
DIRTY GRAVELS MORE THAN 12% FINES
MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE
GRAVELS SANDS
MORE THAN 50% RETAINED ON NO.200 SIEVE MORE THAN 50% PASSES NO. 200 SIEVE
FINE-GRAINED SOILS
COARSE-GRAINED SOILS
HIGHLY ORGANIC SOILS
CLEAN SANDS LESS THAN 5% FINES
DIRTY SANDS MORE THAN 12% FINES
GROUP NAME
LABORATORY CLASSIFICATION CRITERIA
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
STRONG COLOR OR ODOR, AND OFTEN FIBROUS TEXTURE
GW
WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES
Cu=
GP
POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES
GM
SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, > 12% FINES
GC
CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, > 12% FINES
GROUP
GRAPHIC
SYMBOL
SYMBOL
SW
WELL-GRADED SANDS, GRAVELLY SANDS, < 5% FINES
SP
POORLY-GRADED SANDS, OR GRAVELLY SANDS, < 5% FINES
SM
SILTY SANDS, SAND-SILT MIXTURES, > 12% FINES
2
D60 > 4 D10
ATTERBERG LIMITS BELOW "A" LINE OR IP < 4
ATTERBERG LIMITS ABOVE "A" LINE OR IP > 7
Cu > 6
1 < Cc < 3
and
NOT MEETING ALL ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW "A" LINE OR IP < 4
ATTERBERG LIMITS ABOVE "A" LINE OR
CLAYEY SANDS, SAND-CLAY MIXTURES, > 12% FINES
SILTS
ML
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT PLASTICITY
WL < 50
BELOW "A" LINE ON PLASTICITY CHART; NEGLIGIBLE ORGANIC CONTENT
MH
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILS
WL > 50
CL
INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY, OR SILTY CLAYS, LEAN CLAYS
WL < 30
CI
INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS
CH
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
WL > 50
OL
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY
WL < 50
OH
ORGANIC CLAYS OF HIGH PLASTICITY
WL > 50
ABOVE "A" LINE ON PLASTICITY CHART;
IP > 7
30 < WL < 50
NEGLIGIBLE ORGANIC CONTENT
ORGANIC SILTS AND ORGANIC CLAYS BELOW "A" LINE ON PLASTICITY CHART
(D30 )
D10 x D60
NOT MEETING ALL ABOVE REQUIREMENTS
SC
CLAYS
1 < Cc=
SEE PLASTICITY CHART BELOW
MAJOR DIVISION
PLASTICITY CHART 70
Toughness and dry strength increase with increasing plasticity index when comparing soils at equal liquid limits
1. All sieve sizes mentioned on this chart are U.S. Standard, ASTM E11
3. Soil fractions and limiting textural boundaries are in accordance with the Unified Soil Classification System (ASTM D2487), except that an inorganic clay of medium plasticity (CI) is recognized. 4. The following adjectives may be employed to define percentage ranges by weight of minor components (per Canadian Foundation Engineering Manual, 1992): And (y/ey) Some Trace -
35% to 50% 20% to 35% 10% to 20% 1% to 10%
60
50
Plasticity Index (I p )
2. Boundary classifications possessing characteristics of two groups are given combined group symbols. eg. GW-GC is a well-graded gravel-sand mixture with clay binder of between 5% and 12%.
CH
e
in
"l
"A
40
30 MH or OH
CI 20 CL 10 7 4 0
ML or OL
CL-ML
0
10
20
30
40
50
60
Liquid Limit (W L )
70
80
90
100
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