HOGGAN ENGINEERING & TESTING (1980) LTD.
REPORT NO: 6604-4
______________________________________________________________________________
GEOTECHNICAL INVESTIGATION
PROPOSED DRAYTON VALLEY AQUATIC CENTRE
NEAR 5749 – 45 AVENUE
DRAYTON VALLEY, ALBERTA
______________________________________________________________________________
______________________________________________________________________________
OCTOBER 2019 Hoggan Engineering & Testing (1980) Ltd.
17505 – 106th
Avenue
Edmonton, Alberta
T5S 1E7
PHONE: 780-489-0990
FAX: 780-489-0800
______________________________________________________________________________
HOGGAN ENGINEERING & TESTING (1980) LTD.
ii
REPORT NO: 6604-4
GEOTECHNICAL INVESTIGATION
PROPOSED DRAYTON VALLEY AQUATIC CENTRE
NEAR 5749 – 45 AVENUE
DRAYTON VALLEY, ALBERTA
TABLE OF CONTENTS
1.0 INTRODUCTION ...............................................................................................................1
2.0 SITE AND PROJECT DESCRIPTION...............................................................................1
3.0 FIELD INVESTIGATION ..................................................................................................2
4.0 LABORATORY TESTING.................................................................................................3
5.0 SOIL CONDITIONS ...........................................................................................................3
6.0 GROUNDWATER CONDITIONS .....................................................................................4
7.0 RECOMMENDATIONS .....................................................................................................4
7.1 Footings....................................................................................................................4
7.2 Cast-In-Place Piles ...................................................................................................6
7.3 Seismic .....................................................................................................................9
7.4 Building Excavation.................................................................................................9
7.5 Slab-on-Grade ........................................................................................................11
7.6 Surface Utilities .....................................................................................................14
7.7 Cement ...................................................................................................................16
8.0 CLOSURE .........................................................................................................................17
HOGGAN ENGINEERING & TESTING (1980) LTD.
G E O T E C H N I C A L I N V E S T I G A T I O N
PROJECT: Proposed Drayton Valley Aquatic Centre
LOCATION: Near 5749 – 45 Avenue
Drayton Valley, Alberta
CLIENT: Town of Drayton Valley
5120 – 52nd
Avenue
Drayton Valley, Alberta
T7A 1A1
ATTENTION: Annette Driessen
1.0 INTRODUCTION
This report presents the results of the geotechnical investigation and analysis made on the
two potential sites of the proposed Drayton Valley Aquatic Centre, to be located near the Omniplex
property in Drayton Valley, Alberta. Environmental issues are beyond the scope of this this report.
The objective of the investigation was to determine the subsoil conditions to aid in
foundation design and construction. Authorization to proceed was received from Annette Driessen
the Town of Drayton Valley. Fieldwork was completed in July and August of 2019.
2.0 SITE AND PROJECT DESCRIPTION
The site of the proposed development is near the Omniplex building on the southwest side
of the Town of Drayton Valley, Alberta. Two areas were identified by the client as potential
locations for the proposed Aquatic Centre. The first location was a grass-surfaced field between the
Omniplex and the adjacent Holy Trinity Academy building. The second location was a grass-
surfaced field north of the Omniplex parking lot. The project is understood to consist of a two-
storey building, roughly 2200 square metres in size. A preliminary drawing showing the
approximate size and shape of the proposed building was forwarded to our firm by the client. The
drawing shows a lane pool, leisure pool and some smaller pools along with associated change
rooms and office spaces.
HOGGAN ENGINEERING & TESTING (1980) LTD. 2
Coal Mine Atlas Review
The Alberta Coal Mine Atlas produced by the Energy Resources Conservation Board was
checked for the subject site and no workings were noted within the project boundaries. Coal mining
related issues should not be a concern for this site and were not investigated further.
Geology
According to the Quaternary Geology of Central Alberta conducted by I. Shetsen, 1990, the
geology of the area predominately consists of glacial deposit of draped moraine till of uneven
thickness, with minor amounts of water-sorted material and local bedrock exposures; up to 10
metres thick. Including local areas of undifferentiated subglacially molded deposit with streamlined
features; flat to undulating surface reflecting topography of underlying bedrock and other deposits.
The bedrock of the area is of the Paskapoo formation of Paleogene age. It consists of
recessively weathering, grey to greenish-grey mudstone and siltstone with subordinate pale grey
sandstone with minor conglomerate, mollusc coquina, and coal.
3.0 FIELD INVESTIGATION
The soils investigation for this project was undertaken on July 26 and August 2, 2019
utilizing a truck mounted drill rig owned and operated by SPT Drilling Ltd. of St. Albert, Alberta.
A total of five testholes were drilled, as shown on the attached site plan. Two testholes were
advanced at proposed building Location A, adjacent to Holy Trinity Academy, and three testholes
were advanced at proposed building Location B, north of the shared parking lot. The testholes were
advanced to a depth of 11.9 meters below ground surface (BGS). The testholes were advanced at
locations chosen by Hoggan based on a preliminary plan provided to our firm by the client. The
testholes were located in the field by Hoggan prior to drilling.
The testholes were advanced with 150-millimeter diameter solid stem augers in 1.5-meter
increments. A continuous visual description was recorded on site which included the soil types,
depths, moisture, transitions, and other pertinent observations. Disturbed samples were removed
from the auger cuttings at 750-millimeter intervals for laboratory testing. Standard Penetration Tests
c/w split spoon sampling was also taken at regular 1.5-meter intervals.
Following the drilling operation, a slotted piezometric standpipe was inserted into each
testhole for watertable level determination. The testholes were backfilled with cuttings, with a
HOGGAN ENGINEERING & TESTING (1980) LTD. 3
bentonite seal placed at the surface. Watertable readings were obtained 7,18, and 33 days after the
initial drilling. The testholes were surveyed for location and elevation by Hoggan personnel using a
handheld Trimble GPS unit.
4.0 LABORATORY TESTING
All disturbed bag samples returned to the laboratory were tested for moisture content. In
addition, the plastic and liquid Atterberg Limits and soluble soil sulphate concentrations were
determined on selected samples. Lab results are included on the attached testhole logs located in the
Appendix.
5.0 SOIL CONDITIONS
A detailed description of the soils encountered is found on the attached testhole logs in the
Appendix. In general, the soil conditions at this site consisted of topsoil, underlain by clay,
overlaying clay till. A layer of clay fill was also found near the surface of Testhole 2019-1 and
2019-2.
Surficial topsoil was encountered at the surface of all testholes to depths in the range of 100
and 150 millimeters. The topsoil depths are known at individual testhole locations and may vary in
between.
Below the topsoil in Testholes 2019-1 and 2019-2, clay fill material was encountered. The
fill generally consisted of a silty, sandy, moist, brown clay. The clay fill had a medium to high
plasticity and a stiff to very stiff consistency and featured trace organics. The clay fill was
encountered to depths in the range of 0.9 to 1.1 meters BGS.
Below the fill in Testholes 2019-1 and 2019-2, a high plastic, lacustrine clay was
encountered. The high plastic clay was a native deposit with a stiff to very stiff consistency. The
high plastic clay was considered moist and silty and featured traces of coal. Atterberg limit
analysis on these clays indicated liquid limits of 70 to 79 percent and plastic limits of 25 to 26
percent. The lacustrine clay was encountered to depths between 3.7 and 4.0 metres BGS.
Below the high plastic clay in Testholes 2019-1 and 2019-2 and below the topsoil in
Testholes 2019-3, 2019-4, and 2019-5, a till-like clay was encountered. The clay was a native
deposit of medium plasticity and a stiff to very stiff consistency and featured traces of coal,
oxides and gravel. The clay was typically silty and moist with brown and grey coloring. This
HOGGAN ENGINEERING & TESTING (1980) LTD. 4
material was encountered to depths between 6.1 and 7.0 metres BGS.
Below the till-like clay, in all testholes, a glacial clay till was encountered. The clay till
was a native deposit which was considered silty, sandy and moist with a very stiff consistency.
The clay till was typically medium plastic and featured traces of coal, oxides and gravel. The
clay till was encountered to the termination depth of approximately 11.9 meters BGS in all
testholes.
At the completion of drilling, no significant accumulations of slough or water were
encountered in any of the testholes.
6.0 GROUNDWATER CONDITIONS
The groundwater table within the study area was considered high. Two sets of watertable
readings were taken, as well as one additional reading for Location A, with the results listed in the
table below.
2-Aug 13-Aug 28-Aug Watertable
Testhole Elevation (7/- Days) (18/11 Days) (33/26 Days) Elevation
2019-1 851.06 0.69 0.79 1.15 849.91
2019-2 850.26 0.40 0.45 0.90 849.36
2019-3 854.29 - 1.20 1.45 852.84
2019-4 853.52 - 1.14 1.10 852.42
2019-5 852.80 - 0.99 0.92 851.88
Groundwater Table Readings
Proposed Drayton Valley Aquatic Centre
(meters below ground surface)
It should be noted that water table 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
would be above average seasonal water table levels.
7.0 RECOMMENDATIONS
7.1 Footings
1. A footing foundation system is considered geotechnically marginally satisfactory for this
project based on the soils encountered in the testholes. The issue with footing foundations at
this site being the high plastic clay soil at Location A, in Testholes 2019-1 and 2019-2. The
footing must be founded on undisturbed, native non-organic soil. The fill material
encountered in Testholes 2019-1 and 2019-2 is not considered suitable for footing support.
HOGGAN ENGINEERING & TESTING (1980) LTD. 5
The following factored bearing capacities (Ultimate Limit States) may be used for footing
design, and apply to both sites:
Geotechnical Factored Bearing Factored Bearing
Resistance Resistance Resistance
Soil Stratum Factor (Strip Footing) (Spread Footing)
Topsoil/Clay Fill 0.5 0 kPa 0 kPa
Clay 0.5 90 kPa 105 kPa
Clay Till 0.5 175 kPa 210 kPa
These figures include the total of all live and dead loads. All perimeter footings
within a continuously heated structure should have a minimum 1.5 meters frost cover, with a
minimum cover of 2.5 meters for a non-continuously heated structure or exterior isolated
footings.
2. The watertable levels in the standpipes at 33/26 days were between 0.9 and 1.5 meters BGS.
This late summer level likely represents above average levels of the year. The depth of
footing excavation is anticipated to be below the water table and significant dewatering
efforts will likely be required. Dewatering methods are best determined in the field during
construction.
3. The near surface clays encountered at Location A, in Testholes 2019-1 and 2019-2, were
high plastic in nature, meaning that they are highly susceptible to swelling and shrinkage
with changes in moisture content. It should be noted that when footings are constructed on
high plastic soils, there is a risk of foundation movement from shrinkage and swelling of the
clays, especially during extreme dry or wet weather periods. The subgrade soils should not
be allowed to dry excessively. The risk of foundation movement must be accepted by the
owner if footing foundation on high plastic clay is desired. The risk can best be managed by
diligent drainage design and maintenance, preventing moisture changes to the clays below
the foundation. If the moisture content of the clay does not change, then movement does not
occur. Pile foundations or deeper footings are recommended if foundation movement cannot
be tolerated.
4. Our firm did not conduct consolidation testing at this site. However, settlement should not
be an issue at the above noted bearing capacities, given the glacial, over-consolidated nature
HOGGAN ENGINEERING & TESTING (1980) LTD. 6
of the clays, and assuming that proper construction procedures are adhered to. As such, the
Ultimate Limit States (ULS) values can be considered to also be the Serviceability Limit
States (SLS) values.
5. To ensure adequate performance of the foundation system, continuous footings should be
designed as a beam with adequate reinforcing and should be integrated with the foundation
walls, if applicable. Such design procedures would permit foundation components to
withstand a small amount of differential movement induced by any soil volume changes.
6. Care should be taken during construction and the life of the structure to prevent excessive
changes in moisture content of the material. Footing excavations should be protected from
drying, rain, snow, freezing, and the ingress of groundwater.
7. No loose, disturbed, remoulded or slough material should be allowed to remain in the open
footing excavations. Hand cleaning is advised if an acceptable surface cannot be prepared
by mechanical equipment. Excavations should be dug with equipment operating remote
from the bearing surface.
8. All interior backfill against foundation walls should be inorganic material and should be
compacted to an equivalent of at least 98 percent of the corresponding Standard Proctor
Density at optimum moisture content. The backfill should be placed in lifts not greater than
150 millimeters after compaction.
9. Water dispersed on the property from the roof leaders must not be allowed to accumulate
against the foundation walls. To ensure positive drainage, the soil surface should be made
sloping away from the building. It is recommended that a positive lot grading of at least five
percent away from the foundation walls for soft surfaces and a minimum of two percent for
hard surfaces be provided for a minimum of 5.0 meters from foundation walls. Overall lot
grading must direct all run-off away from the building.
10. During cold weather construction, it is essential that all interior fill and load bearing
materials remain frost free. Recommended cold weather construction practices, with respect
to hoarding and heating of the forms and the fresh concrete, must be strictly followed. If
doubts remain as to the suitability of the foundation soils during construction, our firm
should be consulted.
7.2 Cast-In-Place Piles
1. The soils encountered at this site were considered suitable for a cast-in-place concrete pile
HOGGAN ENGINEERING & TESTING (1980) LTD. 7
foundation. The design capacity was can be calculated on the basis of factored skin friction
or end bearing values. A combination of the two bearing modes is acceptable for individual
piles, although the skin friction should be neglected in any bell areas to 1.0 metre above the
bell.
2. The following factored skin friction values may be used for pile design, and apply to both
sites:
Geotechnical Factored Skin
Soil Stratum Resistance Factor Friction Resistance (ULS) CLAY (1.5-7.0 metres BGS) 0.4 16 kPa
CLAY TILL 0.4 24 kPa
The above values include the total of all live and dead loads. Considering the effects of
frost and seasonal moisture changes, the friction value for the first 1.5 metres of pile
should not be considered in design. This may be reduced to 0.6 metres for interior piles in
continuously heated buildings.
3. It should be noted that Serviceability Limit States (SLS) addresses the functional
performance of a structure as opposed to Ultimate Limit States (ULS) which addresses
failure. Therefore, the geotechnical issue for SLS loading on piles is settlement rather than
bearing capacity. While the predicted settlement of a pile is not readily calculated, the
typical expectation of a building placed on a pile foundation is essentially no settlement at
all. In this case, the expected settlement for a skin friction pile loaded to the above factored
bearing values would be less than 10 millimetres. Therefore, if settlements of 10 millimetres
or less are acceptable, the design values provided in this section can be considered to be
ULS and SLS values.
4. The recommended minimum pile depths at this site for frost uplift prevention in straight
shaft piles are 4.5 metres in a continuously heated structure and 6.0 metres in a non-
continuously heated structure. The minimum pile diameter for all piles should be 400
millimetres, with a minimum skin friction pile spacing of 2.5 pile diameters on center.
5. The factored end-bearing values that may be used are as follows:
Geotechnical Factored End-
Soil Stratum Resistance Factor Bearing Resistance (ULS)
CLAY TILL 0.4 300 kPa
HOGGAN ENGINEERING & TESTING (1980) LTD. 8
The above values include the total of all live and dead loads. End bearing piles should
extend to a minimum of three bell diameters below ground surface, and should have a
maximum bell to shaft ratio of 3:1. The bell should be fully formed in the clay till, with the
bottom of the bell penetrating this material by a minimum of 1.0 metre.
6. Bell formation may be difficult due to sand lenses within the till. Although the current
testhole program did not encounter sand or very sandy layers within the clay till, these sand
deposits are random in nature and may be encountered nonetheless. Bells should not be
formed in these sandy layers, but penetrate deeper until more suitable soil is encountered.
This may require lengthening of reinforcement onsite. Design changes may be required in
the field during construction.
7. All pile holes should be carefully inspected to ensure that no water or slough material is
present prior to concrete placement. Although no significant accumulations of slough or
water were noted during testhole drilling, the high water table indicates potential for slough
and water to be produced during pile installation. Casing should be available on-site during
drilling of the pile holes. In addition, whether casing is required or not, the pile concrete
should be placed as soon as possible after the pile has been bored to minimize the volume of
ingressing groundwater.
8. Due to the nature of this project, lateral load information may be required. A coefficient of
horizontal subgrade reaction may be applied to the analysis of soil resistance for laterally
loaded piles according to the following:
Coefficient of Lateral Subgrade Reaction (kN/m3) Soil Stratum
CLAY 5,000/d
CLAY TILL 10,000/d
(where d is the diameter of the pile in metres)
For design purposes, the top 1.5 metres of pile length should be disregarded. Additional
lateral load information can be provided once pile dimensions have been chosen and the pile
stiffness becomes known.
9. Some provision should be made for the possible swelling of the subsoil beneath the pile caps
and the effects of frost action. This can be done by providing a void form or other provision
HOGGAN ENGINEERING & TESTING (1980) LTD. 9
for a minimum 75 millimetres of potential soil expansion beneath the grade beams and pile
caps.
10. It is recommended that all piles be adequately reinforced. Concrete for all piles should be
adequately vibrated.
11. All structural fill against foundation walls should be an inorganic material compacted in 150
millimetre lifts to at least 98 percent of the corresponding Standard Proctor Density at
optimum moisture content.
12. Surface grading should be made sloping away from the foundation walls.
7.3 Seismic
1. Based on the site soil properties and the Alberta Building code, the Site Classification for
Seismic Site Response is Class C.
7.4 Building Excavation
1. A maximum 4 metre depth was assumed for the temporary excavation. The excavation is
assumed to be open for a maximum of one month.
2. For the temporary excavation slopes to remain stable during the facility construction, a
minimum cutback angle of 2:1 (horizontal:vertical) is recommended. Exact values for
excavation slopes cannot be pinpointed without detailed and extensive analysis. For this
reason, this information should be used as a guideline only and the optimum cutback angles
should be determined in the field during construction. It is not recommended that
excavations be left open for extensive periods of time. The Occupational Health and Safety
Act, Part 32 - Excavations and Tunnelling should be strictly followed except where
superseded by this report. Slickensides were noted in the upper clays at Location A, which
indicate the potential for failure in the excavation sideslopes. Our firm should inspect the
excavation walls during digging to look for slickensides and recommend action accordingly.
All slopes should be monitored regularly for signs of sloughing or movement, especially
after any periods of rainfall, and remediation should be performed immediately wherever
such signs are observed.
3. Exterior walls should have suitable damp proofing where adequate drainage is provided.
Cold joints in the concrete should be sealed with a suitable sealant. Vapour barrier, and other
slab-on-grade recommendations should be followed for the slab.
HOGGAN ENGINEERING & TESTING (1980) LTD. 10
4. For temporary shoring, the lateral earth pressure values provided below in Point 6 may be
used. The shoring design should be carried out in co-operation with our firm once
construction details have been finalized. The type of shoring will dictate the pressure
distribution that should be utilized and it may not be triangular as per the formula in Item 6
below.
5. Excavation cuts below the watertable may produce a soft slab subgrade over time and with
construction traffic. Placing a 150-millimeter thick mud slab or a 300 to 500-millimeter
thick granular sub-base with a non-woven geotextile separator is an option to provide a
working platform. The granular sub-base should be clean and well graded with a 75
millimeter maximum nominal size. The granular sub-base should be placed in one lift and in
such a manner as to minimize disturbance to the excavation base and static rolled for
compaction. Caution should be used if allowing concrete trucks or heavy equipment to
travel upon the excavation sub-base. Preferably, a concrete pump truck should be utilized,
operating from outside the excavation. The need for the working platform and its
configuration should be decided in the field during excavation.
6. The foundation walls should be designed to resist lateral earth pressures. For walls which
will not rotate, the “at-rest” or Ko coefficients should be utilized. Active earth pressure
coefficients (Ka) should be utilized for walls that are allowed to rotate (unrestrained at the
top). The earth pressure may be calculated using the following equation:
P = K (σ’ + q)
where: P = lateral earth pressure (kPa)
K = coefficient of earth pressure (Ko or Ka)
σ’ = effective stress (γ H - u) (kPa)
γ = bulk unit weight of backfill soil (kN/m3)
H = depth below final grade (m)
u = pore water pressure (kPa)
q = surcharge pressure at ground level (kPa)
Excavations and foundation walls may be designed utilizing the following lateral earth
pressure values that are approximate for this site:
HOGGAN ENGINEERING & TESTING (1980) LTD. 11
Rankine Coefficients for Lateral Earth Pressure
Soil
Effective
Friction
Angle - ’
Ko Ka Kp
Total Unit
Weight
kN/m3
Native undisturbed Clay 25 0.6 0.4 2.5 19
Native undisturbed Clay Till 30 0.5 0.3 3.0 21
Clay fill and clay backfill, compacted at 95
to 97%
of Standard Proctor Density
25 0.6 0.4 2.5 19
Clean granular backfill, compacted at 95 to
97% of Standard Proctor Density 35 0.4 0.3 3.7 22
7. Backfill should not be over compacted (i.e. to greater than 97 percent of SPD) as this will
induce higher lateral earth pressures on the structure. Only hand operated compaction
equipment should be used within 600 millimeters of the walls. Minimum compaction
should be 95 percent in maximum 300-millimeter lifts. An allowance for surcharge
pressures induced by compaction equipment should be considered. Clay backfill should
be placed slightly above optimum moisture content.
7.5 Slab-on-Grade and Pool Structure
1. All topsoil and deleterious material should be completely removed from below the slab.
The fills encountered near the surface of Testholes 2019-1 and 2019-2 (Location A) are
considered unsuitable for slab-on-grade support. The native subsoils at the anticipated
slab elevation are medium to high plastic and as such have a moderate to high potential
for swelling/shrinkage. If the slab is placed near or upon the high plastic native clays,
there is potential for large slab movement due to shrinkage and swelling. The natural
moisture content near the surface was above optimum thereby reducing the swelling
potential, but increasing the shrinkage potential. When using a slab-on-grade, all interior
walls supported by the slab must have design and finishing details that allow for
movement. In addition, the slab should be structurally separated from other components
of the proposed structure, and allowed to float independently of the exterior foundation
HOGGAN ENGINEERING & TESTING (1980) LTD. 12
and interior telepost pads. Joints between interior slab-supported walls and exterior
foundation supported walls must be flexible.
2. A minimum 150-millimeter layer of clean granular material with a maximum size of 25
millimeters should be placed immediately below the slab-on-grade. This material should
be compacted to the equivalent of 98 percent of the Standard Proctor Density at optimum
moisture content.
3. Any imported clay fill material used for slab support should be placed in 150 millimetre lifts
and compacted to an equivalent of at least 98 percent of the corresponding Standard Proctor
Density at optimum moisture content. This fill should be low to medium plastic in nature,
and free of organic content, with a liquid limit less than 40%.
4. For slab thickness design considerations, a subgrade modulus (k) of 15 MN/m3 may be
applied for the native undisturbed clay and clay till.
5. In such areas as furnace rooms where there is an intense concentrated heat, adequate
provisions should be made to protect the supporting subsoil from excessive desiccation.
These areas should be well-insulated so that soil volume changes beneath the floor slabs
may be kept to a tolerable amount.
6. A non-deteriorating vapour barrier should be placed beneath the concrete floor to prevent
desiccation of the subgrade material.
7. Drayton Valley is located within an area that has been identified by the national research
council to have high levels of relative Radon hazard. Radon is a tasteless, odourless,
colourless gas potentially emitted by the site subsoil and is a health concern. As per
Section 6.2.1.1 of the Alberta Building Code 2014 Volume 2, Radon prevention system
should be addressed for all new building construction.
One method of addressing the Radon prevention system may include a minimum
100-millimeter thick crushed Radon rock layer below the slab for Radon ventilation
purposes. This crushed Radon rock layer may increase to 150 millimeters thick to substitute
the granular base recommended in Item 2. The crushed Radon rocks should meet the
following ASTM C33/C33M-16 #5 aggregate specifications.
HOGGAN ENGINEERING & TESTING (1980) LTD. 13
Sieve Size (mm) Minimum Passing Maximum Passing
37.5 100 100
25.0 90 100
19.0 20 55
12.5 0 10
9.5 0 5
Table 8: Radon Rock Gradation
A non-woven geotextile separator (Nilex 4551 or similar) should be placed between
the soil subgrade and the Radon rock layer to prevent infiltration of fines into the Radon
rocks. Radon gas extraction issues from the Radon rock layer are beyond the scope of this
report.
In addition, this Radon prevention system should also include an air tight vapor
seal between the Radon rock and bottom of slab. For Radon mitigation purposes, the
vapor barrier should be a minimum 10 mil in thickness and bonded together with air tight
seal. The air tight vapor barrier can be used as the vapor retarder recommended in Item 6.
8. Radon mitigation products, such as Radon Guard and others are being routinely
introduced to the construction industry. These products generally meet the criteria for air
flow in order to mitigate the radon gas below the slab. Use of such radon mitigation
products may have adverse effects on the slab-on-grade in certain applications. It is
recommended that that radon mitigation system be reviewed by a qualified geotechnical
engineer.
9. The slabs should contain sufficient reinforcing to control cracking due to vertical
movement caused by shrinkage and swelling of the underlying material. Adequate crack
control joints should be provided.
10. It is important that surface grading around the proposed building should be made sloping
away from the foundation walls. Roof drainage must not collect adjacent to the building.
HOGGAN ENGINEERING & TESTING (1980) LTD. 14
7.6 Surface Utilities
1. The subsurface soil conditions encountered at this site are generally considered fair for the
construction of surface facilities. The fill encountered in the testholes contained variable
amounts of organic material, and may not be suitable for surface utility support. Any topsoil
and other deleterious or organic material, including fill with significant organic content, is
considered unsuitable for pavement support and should be removed from the area prior to
construction. For budgetary purposes, it is recommended that all existing fill onsite be
classified as unsuitable. Ultimately, the suitability of the existing fill would be best
determined by a proofroll and visual inspection after the site is free of snow and frost. The
near surface clays encountered in the testholes were medium to high plastic in nature, and
are considered moderately to highly susceptible to swelling and shrinkage with changes in
moisture content.
2. Cement stabilization is the recommended subgrade preparation method at this site. Past
experience has shown that cement stabilization is effective in reducing the swelling potential
of clays and in maintaining the subgrade strength during the design life.
Application rates would best be determined in the field during construction. Based
on the logs, a budget of 20kg/m2 of cement mixed to a depth of 300 millimetres is
recommended by JRP for this project. As a minimum, the addition of 10 kilograms of
cement per square meter of subgrade mixed to a depth of 150 millimetres and compacted
to 100 percent of SPD is recommended. Moister areas will require more cement mixed to
greater depths, typically up to 30 kilograms of cement per square meter mixed to a depth
of 300 millimetres. All subgrade should be proof rolled after final compaction and any
areas showing visible deflections should be inspected and repaired as required. Increased
cement stabilization rates and mixing depths will likely be required for areas near catch
basins/manholes, failure areas and intersections as these areas often have increased
moisture and softer soil conditions. Rates of 20-30 kg/m2 mixed to a depth of 300
millimetres should be expected where these conditions are encountered. Deeper cement
stabilization may also be required where repetitive construction traffic operates upon the
subgrade surface or weather conditions soften the bearing surface during removals and
reconstruction.
3. If fill is required to bring the subgrade up to design elevation, it is recommended that
HOGGAN ENGINEERING & TESTING (1980) LTD. 15
medium plastic clay be used. All fill should be placed in lifts not greater than 150
millimetres in thickness, and should be compacted to a minimum of 98 percent of
Standard Proctor Density, near optimum moisture content.
4. It is imperative that positive surface drainage of the pavement be established to prevent
ponding of surface water. All subgrade and surfaces should be sloped to provide adequate
drainage, as this is critical for good long-term structure performance.
5. The moisture content of the near-surface soils was increasing with depth. Due to the high
water table, cuts are not recommended in the pavement areas. The structures provided below
are grade dependant; where cuts are planned, increased pavement structures will be
required.
6. The following 20 year pavement designs may be applied to the proposed site. An estimated
Subgrade Resilient Modulus (Mr) of 30 MPa is used in the design as well as a design life of
20 years. The pavement designs presented below are typical of parking lot loads. It is critical
when structures of varying depths are utilized that adequate drainage is provided at the base
of the deeper gravel structure such that ponding of water is not allowed. These structures
may be modified if a more accurate traffic loading estimate is forwarded. It is recommended
that structures be individually designed for special loading circumstances.
Car and Light Truck Areas Medium Duty Pavement Areas
(3 x 104 ESALs) (3 x 10
5 ESALs)
Asphaltic Concrete 100 mm (12.5-LD) 100 (12.5-HD)
Crushed Gravel (20 mm) 200 mm 350 mm
Notes: 12.5-HD = Town of Drayton Valley - Heavy Duty Asphaltic Concrete
12.5-LD = Town of Drayton Valley - Light Duty Asphaltic Concrete
All gravel should be compacted to 100 percent of SPD in maximum 200 mm lifts.
Recommended Pavement Structures
Proposed Drayton Valley Aquatic Centre
7. Areas that experience channeled truck traffic or point loads, such as in front of garbage
bins or truck loading bays should feature reinforced concrete pads. These pads should be
individually designed for specific loading and usage. The recommended concrete
pavement specifications are a minimum 28 day compressive strength of 30 MPa, non-
reinforced, an air content of 5 to 7 percent, CSA Type GU normal hydraulic cement, and
HOGGAN ENGINEERING & TESTING (1980) LTD. 16
adequate saw-cuts should be installed.
8. It is imperative that any underground utility trenches be properly backfilled and
compacted. Failure to do so may result in a soft subgrade and therefore increased
subgrade measures and pavement structures.
7.7 Cement
The following alternatives are advised:
1. Underground Concrete Pipe
Concrete used for all underground pipes must be constructed of C.S.A. Type HS (high
sulphate resistant hydraulic cement).
2. Above Ground/Sidewalks
All concrete for surface improvements such as sidewalks and curbs may be constructed
using C.S.A. Type GU (general use hydraulic cement).
3. Foundation Construction
Tests on selected soil samples indicated negligible or low concentrations of water-soluble
soil sulphates in the near surface clay deposits. Based on C.S.A. Standards A23.1-14, Type
GU (general use hydraulic cement) can be used for all concrete coming into contact with the
soil. All concrete exposed to freezing conditions should be air entrained to between 5 and 7
percent. Other exposure factors should be considered when choosing a minimum strength
for the concrete. Concrete should conform to CSA Standards A23.1-14.
HOGGAN ENGINEERING & TESTING (1980) LTD. 18
A P P E N D I X
TH 2019-1N: 5909779.9mE: 334285.5mA: 851.06mWT: 849.91m
Holy Trinity Academy
49 Avenue
45 Avenue
LOCATION "A"
LOCATION "B"
TH 2019-2N: 5909774.5mE: 334304.6mA: 850.26mWT: 849.36m
Omniplex
TH 2019-3N: 5909963.0mE: 334146.3mA: 854.29mWT: 852.84m
TH 2019-4N: 5909948.3mE: 334189.4mA: 853.52mWT: 852.42m
TH 2019-5N: 5909983.0mE: 334224.9mA: 852.80mWT: 851.88m
45 Avenue
Drayton Valley RV Park
TH IDN: NorthingE: EastingA: Altitude (MSL)WT: Watertable Altitude
LEGEND
3TM Coordinates Zone CM120W
SCALE: 1:1500
Figure 1FILE #: 6604-4
DATE: September 2019
Approximate Testhole LocationsProposed Drayton Valley Aquatic Centre
Near 5749 - 45 AvenueDrayton Valley, Alberta
(Base Image Courtesy of Google Earth)
.
OR
FILL
CH
CI
CI
TOPSOIL
CLAY FILL : silty, moist, trace sand, stiff to verystiff, medium to high plastic, brown and dark brown,trace organics
CLAY : native, some silt, moist, stiff to very stiff,high plastic, brown and grey, some slickensides,trace rootlets, trace coal-below 1.8m: no rootlets
-below 2.4m: moist to very moist, occassional verymoist sand laminations, trace pebbles
-below 4.0m: till-like features, medium plastic,uniform olive grey/brown colour
-at 5.3m: trace free water noted on SPT
CLAY TILL : silty, sandy, moist, very stiff, mediumplastic, uniform grey colour, trace coal, tracepebbles
END OF TESTHOLE @ 11.9 m. No water and noslough on completion of testhole.
7 day waterlevel reading: 0.69 m bgs.18 day waterlevel reading: 0.79 m bgs.33 day waterlevel reading: 1.15 m bgs.
7
7
7
6
10
13
13
14
150 mm
1.1 m
6.1 m
P.L. = 26.0 L.L. = 70.5 M.C. = 32.2Soluble Sulphates: Negligible
P.L. = 13.3 L.L. = 35.4 M.C. = 18.3Soluble Sulphates: Negligible
17505 - 106 AvenueEdmonton, AB T5S 1E7Phone: (780) 489-0700Fax: (780) 489-0800
COMPLETION DEPTH: 11.89 m
COMPLETION DATE: 07/26/19
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Dep
th (
m)
Ele
vatio
n (m
)
Page 1 of 1
15
850
849
848
847
846
845
844
843
842
841
840
839
838
837
SO
IL S
YM
BO
L
SOILDESCRIPTION
LOGGED BY: B Burke
REVIEWED BY: A Rahime
0
MO
DIF
IED
US
CS
JRP
6
60
4-4
.GP
J JR
PV
2_
6.G
DT
10
/15
/19
CORE SAMPLE NO RECOVERYSAMPLE TYPE
PROJECT NO: 6604-4
DRILL METHOD: Solid Stem Auger
BOREHOLE NO: 2019-1
ELEVATION: 851.06 m
SHELBY TUBE
PROJECT: Proposed Drayton Valley Aquatic Centre
CLIENT: Town of Drayton Valley
OWNER: Town of Drayton Valley
GRAB SAMPLESPT SAMPLE
LOCATION: N 5909779.9, E 334285.49
DRILL CUTTINGSBENTONITE GROUTBACKFILL TYPE PEA GRAVEL SANDSLOUGH
SP
T (N
)
OTHERDATA
M.C.
SA
MP
LE T
YP
E
LIQUID
20 40 60 80
PLASTIC
POCKETPEN. (kPa) 100 200 300 400
SLO
TTE
DP
IEZO
ME
TER
1.15
849.
91
30.4
20.7
24.9
32.2
35.2
35.2
23.6
22.9
18.4
18.4
17.9
18.5
17.8
18.7
18.3
16.9
17.3
18.3
17.2
18.4
16.8
16.1
17.7
26 70.5
13.3 35.4
.
OR
FILL
CH
CI
CI
TOPSOIL
CLAY FILL : silty, moist, trace sand, stiff to verystiff, medium to high plastic, brown and dark brown,trace organicsCLAY : native, some silt, moist, stiff to very stiff,high plastic, brown and grey, some slickensides,trace rootlets, trace coal-below 1.5m: no rootlets
-below 3.7m: till-like features, medium plastic,uniform olive grey/brown colour
-at 5.3m: trace free water noted on SPT
-below 7.0m: very stiff
CLAY TILL : silty, sandy, moist, very stiff, mediumplastic, uniform grey colour, trace coal, tracepebbles
END OF TESTHOLE @ 11.9 m. No water and noslough on completion of testhole.
7 day waterlevel reading: 0.4 m bgs.18 day waterlevel reading: 0.45 m bgs.33 day waterlevel reading: 0.9 m bgs.
9
7
9
11
13
21
17
100 mm
900 mm
7.6 m
P.L. = 19.9 L.L. = 53.8 M.C. = 26.2
P.L. = 25.3 L.L. = 79.6 M.C. = 36.3Soluble Sulphates: Negligible
Shelby Tube: QU: 167.88 kPa DD: 1848 Kg/m3
MC: 17.4 %
17505 - 106 AvenueEdmonton, AB T5S 1E7Phone: (780) 489-0700Fax: (780) 489-0800
COMPLETION DEPTH: 11.89 m
COMPLETION DATE: 07/26/19
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Dep
th (
m)
Ele
vatio
n (m
)
Page 1 of 1
15
850
849
848
847
846
845
844
843
842
841
840
839
838
837
836
SO
IL S
YM
BO
L
SOILDESCRIPTION
LOGGED BY: B Burke
REVIEWED BY: A Rahime
0
MO
DIF
IED
US
CS
JRP
6
60
4-4
.GP
J JR
PV
2_
6.G
DT
10
/15
/19
CORE SAMPLE NO RECOVERYSAMPLE TYPE
PROJECT NO: 6604-4
DRILL METHOD: Solid Stem Auger
BOREHOLE NO: 2019-2
ELEVATION: 850.26 m
SHELBY TUBE
PROJECT: Proposed Drayton Valley Aquatic Centre
CLIENT: Town of Drayton Valley
OWNER: Town of Drayton Valley
GRAB SAMPLESPT SAMPLE
LOCATION: N 5909774.46, E 334304.55
DRILL CUTTINGSBENTONITE GROUTBACKFILL TYPE PEA GRAVEL SANDSLOUGH
SP
T (N
)
OTHERDATA
M.C.
SA
MP
LE T
YP
E
LIQUID
20 40 60 80
PLASTIC
POCKETPEN. (kPa) 100 200 300 400
SLO
TTE
DP
IEZO
ME
TER
0.9
849.
3631.5
26.2
28.6
34.6
34.7
40.4
36.3
35.2
17.4
19.5
17.9
19.5
21.1
22
21
18.7
19.3
18.4
17.5
16.9
16.9
19.1
17.1
16.5
19.9 53.8
25.3 79.6
.
OR
CI
CI
TOPSOIL
CLAY : native, some silt, moist, stiff, mediumplastic, brown and grey, some slickensides, tracerootlets, trace coal
-below 1.5m: no rootlets
CLAY TILL : silty, sandy, moist, very stiff, mediumplastic, uniform dark brown/grey colour, trace coal,trace pebbles
-at 3.8m: trace free water noted on SPT
-below 6.1m: grey
END OF TESTHOLE @ 11.9 m. No water and noslough on completion of testhole.
11 day waterlevel reading: 1.2 m bgs.26 day waterlevel reading: 1.45 m bgs.
9
11
13
15
15
13
19
22
100 mm
2.4 m
P.L. = 14.9 L.L. = 42.1 M.C. = 21.8Soluble Sulphates: Negligible
P.L. = 14.0 L.L. = 39.1 M.C. = 19.5Soluble Sulphates: Negligible
17505 - 106 AvenueEdmonton, AB T5S 1E7Phone: (780) 489-0700Fax: (780) 489-0800
COMPLETION DEPTH: 11.89 m
COMPLETION DATE: 08/02/19
1
2
3
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5
6
7
8
9
10
11
12
13
14
Dep
th (
m)
Ele
vatio
n (m
)
Page 1 of 1
15
854
853
852
851
850
849
848
847
846
845
844
843
842
841
840
SO
IL S
YM
BO
L
SOILDESCRIPTION
LOGGED BY: B Burke
REVIEWED BY: A Rahime
0
MO
DIF
IED
US
CS
JRP
6
60
4-4
.GP
J JR
PV
2_
6.G
DT
10
/15
/19
CORE SAMPLE NO RECOVERYSAMPLE TYPE
PROJECT NO: 6604-4
DRILL METHOD: Solid Stem Auger
BOREHOLE NO: 2019-3
ELEVATION: 854.29 m
SHELBY TUBE
PROJECT: Proposed Drayton Valley Aquatic Centre
CLIENT: Town of Drayton Valley
OWNER: Town of Drayton Valley
GRAB SAMPLESPT SAMPLE
LOCATION: N 5909962.99, E 334146.26
DRILL CUTTINGSBENTONITE GROUTBACKFILL TYPE PEA GRAVEL SANDSLOUGH
SP
T (N
)
OTHERDATA
M.C.
SA
MP
LE T
YP
E
LIQUID
20 40 60 80
PLASTIC
POCKETPEN. (kPa) 100 200 300 400
SLO
TTE
DP
IEZO
ME
TER
1.45
852.
84
32.5
35.4
33.3
21.8
32.1
24.2
19.7
19.2
21.4
19.5
18.9
19.4
18.4
17.3
18.1
17.8
18.2
18.5
17.1
14.9
16.4
16.4
13.3
15.6
14.9 42.1
14 39.1
.
OR
CI
CI
TOPSOIL
CLAY : native, some silt, moist, stiff, mediumplastic, brown and grey, some slickensides, tracerootlets, trace coal-below 0.6m: very stiff, trace oxides and gravel
-below 1.5m: no rootlets
-at 2.3m: trace free water noted on SPTCLAY TILL : silty, sandy, moist, very stiff, mediumplastic, uniform dark brown/grey colour, trace coal,trace pebbles
-below 4.6m: gradual transition to grey
-at 7.6m: wet sand laminations
END OF TESTHOLE @ 11.9 m. No water and noslough on completion of testhole.
11 day waterlevel reading: 1.14 m bgs.26 day waterlevel reading: 1.1 m bgs.
10
9
14
15
13
11
14
20
100 mm
2.4 m
P.L. = 15.5 L.L. = 40.8 M.C. = 24.0
P.L. = 13.1 L.L. = 40.9 M.C. = 18.8Soluble Sulphates: Negligible
17505 - 106 AvenueEdmonton, AB T5S 1E7Phone: (780) 489-0700Fax: (780) 489-0800
COMPLETION DEPTH: 11.89 m
COMPLETION DATE: 08/02/19
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Dep
th (
m)
Ele
vatio
n (m
)
Page 1 of 1
15
853
852
851
850
849
848
847
846
845
844
843
842
841
840
839
SO
IL S
YM
BO
L
SOILDESCRIPTION
LOGGED BY: B Burke
REVIEWED BY: A Rahime
0
MO
DIF
IED
US
CS
JRP
6
60
4-4
.GP
J JR
PV
2_
6.G
DT
10
/15
/19
CORE SAMPLE NO RECOVERYSAMPLE TYPE
PROJECT NO: 6604-4
DRILL METHOD: Solid Stem Auger
BOREHOLE NO: 2019-4
ELEVATION: 853.52 m
SHELBY TUBE
PROJECT: Proposed Drayton Valley Aquatic Centre
CLIENT: Town of Drayton Valley
OWNER: Town of Drayton Valley
GRAB SAMPLESPT SAMPLE
LOCATION: N 5909948.33, E 334189.39
DRILL CUTTINGSBENTONITE GROUTBACKFILL TYPE PEA GRAVEL SANDSLOUGH
SP
T (N
)
OTHERDATA
M.C.
SA
MP
LE T
YP
E
LIQUID
20 40 60 80
PLASTIC
POCKETPEN. (kPa) 100 200 300 400
SLO
TTE
DP
IEZO
ME
TER
1.1
852.
42
36.2
25.9
21.9
24
18.4
18.4
18.8
18.4
18.6
18.3
18.9
18.2
17.9
18.5
17.8
18.4
19.3
18.8
19.6
18.6
16.9
15.8
17
15.6
15.5 40.8
13.1 40.9
.
OR
CI
CI
TOPSOIL
CLAY : native, some silt, moist, stiff, mediumplastic, brown and grey, some slickensides, tracerootlets, trace coal
-below 1.2m: no rootlets
CLAY TILL : silty, sandy, moist, very stiff, mediumplastic, uniform dark brown/grey colour, trace coal,trace pebbles
-at 8.4m: trace free water noted on SPT
END OF TESTHOLE @ 11.9 m. No water and noslough on completion of testhole.
11 day waterlevel reading: 0.99 m bgs.26 day waterlevel reading: 0.92 m bgs.
7
13
13
9
10
12
18
100 mm
2.1 mP.L. = 14.7 L.L. = 37.6 M.C. = 18.7Shelby Tube: QU: 164.49 kPa DD: 1757 Kg/m3
MC: 19.0 %
P.L. = 13.3 L.L. = 38.4 M.C. = 17.2
17505 - 106 AvenueEdmonton, AB T5S 1E7Phone: (780) 489-0700Fax: (780) 489-0800
COMPLETION DEPTH: 11.89 m
COMPLETION DATE: 08/02/19
1
2
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8
9
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11
12
13
14
Dep
th (
m)
Ele
vatio
n (m
)
Page 1 of 1
15
852
851
850
849
848
847
846
845
844
843
842
841
840
839
838
SO
IL S
YM
BO
L
SOILDESCRIPTION
LOGGED BY: B Burke
REVIEWED BY: A Rahime
0
MO
DIF
IED
US
CS
JRP
6
60
4-4
.GP
J JR
PV
2_
6.G
DT
10
/15
/19
CORE SAMPLE NO RECOVERYSAMPLE TYPE
PROJECT NO: 6604-4
DRILL METHOD: Solid Stem Auger
BOREHOLE NO: 2019-5
ELEVATION: 852.8 m
SHELBY TUBE
PROJECT: Proposed Drayton Valley Aquatic Centre
CLIENT: Town of Drayton Valley
OWNER: Town of Drayton Valley
GRAB SAMPLESPT SAMPLE
LOCATION: N 5909983.02, E 334224.85
DRILL CUTTINGSBENTONITE GROUTBACKFILL TYPE PEA GRAVEL SANDSLOUGH
SP
T (N
)
OTHERDATA
M.C.
SA
MP
LE T
YP
E
LIQUID
20 40 60 80
PLASTIC
POCKETPEN. (kPa) 100 200 300 400
SLO
TTE
DP
IEZO
ME
TER
0.92
851.
8835.4
31.3
24.7
20.8
18.7
19
19
18.6
18.5
17.7
17.4
17.1
17.2
19.1
19.7
18.5
17.8
19.5
18.2
17.5
16.5
18.3
16.3
15.9
14.7 37.6
13.3 38.4