Geotechnical Investigation, Revision 2
Municipal District of Bonnyville No. 87 - Cold Lake M.D Campground Cold Lake, Alberta Project # ET200011
Prepared for: Municipal District of Bonnyville No. 87 4905 - 50 Avenue, Bag 1010, Bonnyville, AB T9N 2J7 8-Sep-20
Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Cold Lake, Alberta
Project # ET200011 Prepared for: Municipal District of Bonnyville No. 87 4905 – 50 Avenue, Bag 1010, Bonnyville, AB T9N 2J7 Prepared by: Wood Environment & Infrastructure Solutions 2B-5803 63 Avenue Lloydminster, Alberta T9V 3T7 Canada T: 780-875-8975 8-Sep-20 Copyright and non-disclosure notice The contents and layout of this report are subject to copyright owned by Wood (© Wood Environment & Infrastructure Solutions). save to the extent that copyright has been legally assigned by us to another party or is used by Wood under license. To the extent that we own the copyright in this report, it may not be copied or used without our prior written agreement for any purpose other than the purpose indicated in this report. The methodology (if any) contained in this report is provided to you in confidence and must not be disclosed or copied to third parties without the prior written agreement of Wood. Disclosure of that information may constitute an actionable breach of confidence or may otherwise prejudice our commercial interests. Any third party who obtains access to this report by any means will, in any event, be subject to the Third Party Disclaimer set out below.
Third-party disclaimer Any disclosure of this report to a third party is subject to this disclaimer. The report was prepared by Wood at the instruction of, and for use by, our client named on the front of the report. It does not in any way constitute advice to any third party who is able to access it by any means. Wood excludes to the fullest extent lawfully permitted all liability whatsoever for any loss or damage howsoever arising from reliance on the contents of this report. We do not however exclude our liability (if any) for personal injury or death resulting from our negligence, for fraud or any other matter in relation to which we cannot legally exclude liability.
Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
Table of contents 1.0 Introduction ...... 1 1.1 General ...... 1 1.2 Site and Project Description ...... 1 2.0 Geotechnical Investigation ...... 1 3.0 Subsurface Soil Conditions ...... 2 3.1 General Stratigraphy ...... 2 3.1.1 Topsoil ...... 2 3.1.2 Gravel Fill ...... 3 3.1.3 Surficial Sand ...... 3 3.1.4 Organic Clay ...... 3 3.1.5 Clay Till...... 3 3.1.6 Lower Sand ...... 4 3.2 Groundwater and Sloughing Conditions ...... 4 3.3 Water Soluble Sulphates ...... 4 4.0 Frost Action ...... 5 5.0 Geotechnical Appraisal ...... 5 6.0 Recommendations ...... 5 6.1 Site Preparation, Grading and Drainage ...... 5 6.1.1 Subgrade Preparation ...... 5 6.1.2 Engineered Fill ...... 6 6.1.3 Drainage ...... 6 6.1.4 Winter Construction ...... 7 6.2 Shallow Foundations ...... 7 6.2.1 Design ...... 7 6.2.2 Footing Construction ...... 7 6.3 Screw Piles ...... 8 6.3.1 Screw Pile Design ...... 8 6.3.2 Installation and Monitoring of Screw Piles ...... 9 6.3.3 Frost Design Consideration for Piles ...... 9 6.3.4 Pile Caps and Grade Beams ...... 10 6.4 Excavations ...... 10 6.5 Backfill Settlement ...... 10 6.6 Frost Protection for Buried Utilities...... 11 6.7 Concrete Slabs ...... 11 6.7.1 Subgrade Preparation for Heated Structures ...... 11 6.7.2 Exterior Grade Supported or Unheated Concrete Slabs ...... 12 6.8 Pavements ...... 12 6.9 Concrete Type ...... 13 6.10 Seismic Site Classification ...... 14 7.0 Geotechnical Testing and Inspection ...... 14 8.0 Closure ...... 15
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
List of tables Table 1: Measured Slough and Groundwater Levels ...... 4 Table 2: Water Soluble Sulphate Concentrations ...... 4 Table 3: Gradation of Pit Run Gravel ...... 6 Table 4: Gradation Requirement for Granular Backfill ...... 11 Table 5: Preliminary Pavement Sections ...... 13 Table 6: Spectral Acceleration (5% Damped) – NBCC 2015 ...... 14
List of appendices APPENDIX A Figure 1 – Borehole Location Plan Borehole Logs (BH20-01 to BH20-05) Explanation of Terms and Symbols
APPENDIX B Limitations
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
1.0 Introduction 1.1 General Wood Environment & Infrastructure Solutions (Wood) was retained by the Municipal District of Bonnyville No. 87 to conduct a geotechnical investigation at Municipal District of Bonnyville No. 87 Cold Lake M.D. Campground Site. This report summarizes the results of the field and laboratory work and provides a discussion and recommendations for the development. Authorization to proceed with the scope of work was received from Municipal District of Bonnyville No. 87 on 6 May 2020.
This revision includes revised pavement structure recommendations and supersedes the previous report dated June 12, 2020.
1.2 Site and Project Description The Cold Lake M.D. Campground Site is located at 230 – 1st Avenue within the town of Cold Lake, Alberta. The Cold Lake M.D. Campground Site is bounded by 23 Street to the east, 1 Avenue to the south, and Cold Lake to the north. There are 72 existing campsites along the shore of Cold Lake. The Municipal District of Bonnyville No. 87 is planning to expand the campground southwest of the existing campsites. The proposed expansion area is about 26.9 hectare. At the time of the investigation, the site was generally tree covered and gently sloping northeast towards Cold Lake. In the middle of the site, a portion of the land was shrubby swamp. It is understood that the new expansion development consists of the following components: • 61 new campsite lots and some of the existing campsites to be converted to pull-through lots to accommodate larger units; • 21 new tent sites; • New access roads and parking lots; • Existing road maintenance and repair; • A playground; • 3 shower and washroom sites; • a picnic shelter; and • Underground utility upgrading and new installation.
2.0 Geotechnical Investigation Prior to borehole drilling, Wood conducted necessary underground utility clearances in the vicinity of the borehole locations through Alberta One Call. On the 12th of May 2020, five (5) boreholes (BH20-01 to BH20-05) were drilled to a depth of about 6.6 m below existing grade at pre-determined locations. No tree clearing was carried out during this investigation. The borehole locations were selected to be in the accessible areas of the site. Borehole locations were recorded in the field by Wood personnel using a hand-held GPS unit. The GPS coordinates were referenced to NAD 83, Zone 12U. The recorded approximate borehole coordinates are noted on the borehole logs. A site plan showing the locations of the boreholes advanced during this investigation is shown on Figure 1 in Appendix A.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
The boreholes were drilled using a truck-mounted drill rig with 150 mm diameter continuous flight solid- stem augers. Supervision of drilling, soil sampling, and logging of the soil strata was performed by Wood geotechnical personnel. Detailed borehole logs summarizing the sampling, field and laboratory testing, groundwater and subsurface conditions encountered at the borehole locations are presented in Appendix A. The soil conditions encountered during drilling were described in accordance with the Modified Unified Soil Classification System (MUSCS) as per the Explanation of Terms & Symbols in Appendix A. Soil sampling and evaluation of in-situ soil consistency and relative density consisted of the following: • Disturbed auger samples were obtained at depth intervals varying from 0.3 m to 1.5 m for moisture content determinations (labeled G#). The moisture content profiles are shown on the borehole logs. • Standard Penetration Tests (SPTs) were conducted in the boreholes at 1.5 m depth intervals to evaluate the consistency of the various soil strata (labeled D#). SPT results, defined as the number of blows required to drive the standard SPT split-spoon sampler 300 mm into the soil, were recorded and are noted on the borehole logs as the SPT ‘N’ values. • Pocket penetrometer (PP) readings were taken on disturbed soil samples to aid in determining the relative consistency of the cohesive soils. A 25 mm diameter PVC standpipe was installed in boreholes BH20-02 and BH20-05 for monitoring short term groundwater levels. The boreholes were backfilled with drill cuttings and sealed with bentonite caps at ground surface. The depth to slough (collapsed soil) and groundwater levels in all boreholes were measured upon drilling completion. The water levels in the standpipes were measured again on the 29th of May 2020, 17 days after drilling completion. Following completion of the field drilling program, a laboratory testing program was conducted on selected soil samples. The laboratory tests consisted of moisture content determinations, Atterberg limits, and soluble sulphate content analyses. The results of the laboratory program are noted on the borehole logs.
3.0 Subsurface Soil Conditions 3.1 General Stratigraphy Since the majority of the site was covered with trees, organic topsoil is expected at the ground surface over most of the site. No tree clearing was carried out during the investigation and the boreholes were drilled in accessible areas of the site. Topsoil, gravel fill, sand, and organic clay were encountered at or near the ground surface at the borehole locations. The organic clay encountered in borehole BH20-05 in the swamp area extended to a depth of about 2.1 m. In general, clay till was encountered below the surficial soils. In borehole BH20-01 to BH20-03, very dense sand was encountered below the clay till at depths varying from 3.4 m to 5.3 m. Detailed descriptions of the soil conditions encountered in the boreholes are provided on the borehole logs attached in Appendix A. For discussion purposes, a general description of soil types encountered at the borehole locations is presented in the succeeding subsections. 3.1.1 Topsoil A layer of topsoil with a thickness of about 150 mm was encountered at the ground surface in borehole BH20-01. Since the majority of the site was covered with trees, organic topsoil is expected at the ground surface over most of the site. Conceivably, greater thicknesses of topsoil may be present on the site. If accurate topsoil
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground or organics thicknesses are required for a stripping volume estimate, it is recommended that additional shallow probe holes or test pits be excavated on a more closely spaced grid across the site.
3.1.2 Gravel Fill A layer of gravel fill with a thickness of about 150 mm was encountered at the ground surface in borehole BH20-03 and BH20-04. 3.1.3 Surficial Sand A layer of sand with a thickness of about 0.76 m was encountered at the ground surface in borehole BH20- 02. Sand was encountered below the gravel fill in borehole BH20-04 and extended to a depth of about 1.5 m below existing ground surface. The sand was compact, fine grained, light brown, and contained trace gravel, and trace silt and clay. Properties measured in the clay till were: • Moisture Content: varied between 9 and 17 percent. 3.1.4 Organic Clay A layer of organic clay was encountered at the ground surface in borehole BH20-05 located in the shrubby swamp area and extended to a depth of about 2.1 m below existing grade. The organic clay was black, and contained trace organic inclusions and peat. Properties measured in the clay till were: • Moisture Content: • Varied between 18 and 57 percent. The average moisture content of the organic clay samples was 36 percent. • SPT ‘N’ Value: • One value of 7 measured at 1.7 m depth indicating a firm consistency. 3.1.5 Clay Till Clay till was encountered below the surficial topsoil, sand, gravel fill or organic clay in all boreholes and extended to depths ranging from 3.4 m to the maximum investigation depth of 6.6 m below existing grade. The clay till was generally medium plastic, stiff to hard, greyish brown to dark grey, and contained trace amounts of gravel and sand, and trace amounts of silt lenses and pockets, occasional to frequent oxide inclusions. The clay till contained some silt at the top of the layer. Properties measured in the clay till were: • Moisture Content: • Varied between 8 and 28 percent, with the majority of values ranging between 9 and 21 percent. The average moisture content of the clay till samples was about 15 percent. • SPT ‘N’ Values: • Generally varied between 13 and 47, indicating a stiff to hard consistency. SPT ‘N’ values generally increased with depth. • Three (3) Atterberg limit tests: • Liquid Limit: 35 to 57 percent. • Plastic Limit: 13 to 21 percent. • Indicative of a medium to high plastic clay till.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
3.1.6 Lower Sand Sand was also encountered below the clay till in BH20-01 to BH20-03 and extended to the maximum investigation depth of 6.6 m. The sand was very dense, fine grained, poorly graded, brown, contained trace gravel, silt, and clay. Soil properties measured in the sand were: • Moisture Content: • Varied between 15 and 19 percent. • SPT ‘N’ Values: • Varied between 71 and over 100, indicating a very dense relative density. 3.2 Groundwater and Sloughing Conditions Accumulations of collapsed soils (slough) and groundwater levels were measured approximately ten minutes following drilling completion at each of the borehole locations. Moderate sloughing was encountered in all the boreholes. Negligible seepage was observed in boreholes BH20-01 and BH20-04. Moderate seepage was encountered in boreholes BH20-02, BH20-03, and BH20-05. Groundwater levels in the standpipes were also measured 17 days following drilling. Measured slough and groundwater levels are summarized in Table 1. Table 1: Measured Slough and Groundwater Levels Depth to Top of Groundwater Groundwater Borehole Well Screen Interval Slough at Drilling Level at Drilling Level on 29 May (m) (m bgs) Completion (m) Completion (m) 2020 (m) BH19-01 5.8 Negligible No Standpipe -
BH19-02 5.5 5.0 4.7 2.4 – 5.5
BH19-03 4.0 1.3 No Standpipe -
BH19-04 5.9 Negligible No Standpipe -
BH19-05 5.9 3.4 2.1 2.8 – 5.9 bgs= below ground surface It should be recognized that the groundwater level is dependent on meteorological cycles and surface drainage on a regional scale. Higher groundwater levels than those observed in this investigation may be encountered following spring thaw and periods of prolonged precipitation. Seasonal fluctuations under normal conditions are expected to be ±1.0 m from the observed groundwater level although greater fluctuations are also possible. 3.3 Water Soluble Sulphates Two (2) water soluble sulphate content tests were performed on soil samples obtained from the site. Table 2 below summarizes the results of the water soluble sulphate tests, indicating percent water soluble sulphates by dry weight of soil.
Table 2: Water Soluble Sulphate Concentrations Borehole Depth (m) Material Type Water-Soluble Sulphate (%) BH20-01 2.3 Clay Till 0.00
BH20-02 1.5 Clay Till 0.00
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
The values in boreholes BH20-01 and BH20-02 are considered negligible and indicate a low potential for sulphate attack on concrete that comes in contact with native soils in these areas of the site. 4.0 Frost Action The clay till and surficial sand encountered at the site is expected to be moderately frost susceptible. The estimated average depth of frost penetration for the near surface clay till is 2.2 m for a mean annual Air Freezing Index (AFI) of 1,550 degree-days Celsius and 2.6 m for a 50 year return period AFI of 2,140 degree- days. The estimated average depth of frost penetration for the surficial sand is 2.9 m for a mean annual Air Freezing Index (AFI) of 1,550 degree-days Celsius and 3.4 m for a 50 year return period AFI of 2,140 degree- days. The 50-year return period frost penetration depth is generally used for design purposes. The estimated frost penetration depth is for a uniform soil type with no insulative cover. If the area is covered with turf or significant snow cover, the frost penetration depth will be less.
5.0 Geotechnical Appraisal It is understood that the development will not be located in the swamp areas. The subsurface soil conditions encountered in this investigation are considered to be favorable for the proposed development. For the proposed structures, the structural components may be supported on shallow foundations (footings) bearing on the very stiff clay till, or on screw piles. Cast-in-place concrete piles are not recommended due to the presence of sand and shallow groundwater table on this site. Continuous flight auger (CFA) piles may be used to support relatively heavy structure loads. However, since no relatively heavy loads are expected for this development, the recommendations for CFA piles are not provided in this report and can be provided upon request. For the proposed access roads, trails and parking lots, the subgrade support conditions are generally favorable, with minimal stripping of organics. Moist clay till was encountered near ground surface at some borehole locations, and moisture conditioning to dry subgrade soil for roadway and parking lot construction should be expected.
6.0 Recommendations 6.1 Site Preparation, Grading and Drainage 6.1.1 Subgrade Preparation The areas for the proposed structures, access roads, trail, and parking lots should be stripped of all organic soils. Fill required to achieve the required top-of-subgrade elevation should consist of an engineered fill as described in Subsection 6.1.2. Where loose, soft or disturbed areas are identified, the area should be excavated to expose a stable subgrade and then should be backfilled with engineered fill. The existing clay till or sand can be used for subgrades in all areas of the project. The subgrades should be proof-rolled to check for soft spots. The proof-roll should be conducted with non-vibratory machinery with an axle load of 80 kN to check for soft, loose or non-uniform areas. Any such areas detected should be over-excavated to a maximum depth of 300 mm and replaced with engineered fill material. Alternatively, if high groundwater tables do not allow for area to be over excavated, geotextile and/or geogrid may be required.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
6.1.2 Engineered Fill Engineered fill may be required to bring the development areas up to design grade. Engineered fill should preferably consist of well-graded gravel, or alternatively, low to medium plastic clay. The native clay till and sand present on the site is suitable for engineered fill, subject to any requirements for moisture conditioning. The engineered fill under concrete slabs should be placed in compacted lift thicknesses not exceeding 150 mm, with each lift compacted to 100 percent of standard Proctor maximum dry density (SPMDD) at moisture contents within ±2 percent of the Optimum Moisture Content (OMC) at the time of compaction. General fill for site grading should be placed in compacted lift thicknesses not exceeding 150 mm, with each lift compacted to a minimum of 95 percent of SPMDD at moisture contents within ±2 percent of the OMC at the time of compaction. If gravel is to be used for engineered fill, as a minimum it should consist of 80 mm minus pit run gravel meeting the gradation requirements outlined in Table 3 below. Other gravels may be considered, and should be reviewed by the project geotechnical engineer.
Table 3: Gradation of Pit Run Gravel Sieve Percent Passing 80 mm 100 50 mm 55-100 25 mm 38-100 16 mm 32-85 4.75 mm 20-65 0.315 mm 6-30 0.08 mm 2-10
All fill soils should be free from any organic materials, contamination, deleterious construction debris, and stones greater than 80 mm in diameter. Environmental screening should be conducted on any fill source of unknown origin and history. Fill construction and compaction should be monitored on a full-time basis, including regular field density testing during placement at a frequency of a minimum of 1 test per 300 m2 per lift. The engineered fill should extend at least 1 m beyond the footprint of any supported foundations or pavement. Fill soils should be compacted uniformly over areas that will provide support for structural elements or pavement in order to reduce potential for differential settlement. Fill should not be frozen at the time of placement; nor should the fill be placed on a frozen subgrade or allowed to freeze during construction. 6.1.3 Drainage The prepared subgrade should be shaped to reduce the potential for ponding of water on the site. Excess water should be drained or pumped from the site as quickly as possible, both during construction and over the long-term use of the site. Design finished grades within 2 m of building perimeters should provide surface drainage at approximately a 2.0 percent grade away from the buildings. The upper 0.3 m of backfill around the buildings should consist of compacted clay, or other impervious materials such as concrete or asphalt, to act as a seal against the ingress of runoff water. The clay should extend for a distance of 3 m around the building and should
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground be graded at a slope of 2 percent away from the building. Roof and other drains should discharge at least 2 m clear of the building perimeter. Permanent site surface drainage should be developed at early stages of construction to improve site trafficability and reduce future frost effects in the subgrade. It is recommended that the finished subgrade be sloped at a minimum gradient of 1 percent toward catch basins or adjacent roadways to drain any surface water away from the structures. 6.1.4 Winter Construction Fill placement and compaction during the winter months is not recommended since the required degree of compaction cannot be attained using frozen fill soils or fill which appears to be unfrozen but is at subfreezing temperatures. Even gravels, which give an appearance of being not affected by frozen conditions, can contain ice crystals which limit the degree of compaction that could be attained. A high degree of compaction during the winter months can only be achieved in fill soils that are unfrozen and are not allowed to freeze during placement and compaction. This would necessitate that all fill soils are unfrozen. It should also be noted that unless the fill placement area is hoarded and heated, the addition of water to the fill to promote its compaction would not be possible at freezing temperatures. 6.2 Shallow Foundations 6.2.1 Design The native stiff to very stiff clay till is considered to be a suitable bearing medium to support strip and square footings for the proposed structures. Perimeter footings supporting heated structures should be founded with a minimum soil cover of 1.5 m below finished grade to provide adequate protection against frost. Interior footings should be founded at a minimum depth of 1 m below site grade. Footings supporting unheated structures should have a minimum foundation depth of 3.0 m to minimize frost heave effects. Alternatively, the foundations may be placed at shallower depths and insulated with rigid Styrofoam (e.g. Styrofoam SM or equivalent). Footings founded on the native stiff to very stiff clay till may be designed using recommended serviceability limit state (SLS) bearing pressure values of 150 kPa and 180 kPa for strip and square footings respectively. The corresponding unfactored ultimate limit state (ULS) bearing pressure values are 450 kPa and 540 kPa for strip and square footings, respectively. The unfactored ULS bearing pressure should be multiplied by a geotechnical resistance factor of 0.5 to obtain the factored ULS bearing values, per the recommendations in the current Canadian Foundation Engineering Manual. The recommended serviceability bearing resistance values are based on limiting the settlement to less than 25 mm, and are applicable to strip footings to a maximum dimension of 1.2 m wide or square footings measuring up to 2 m x 2 m. If very strict settlement tolerances are required, or if larger footings are proposed, the footing sizes and settlement potential should be reviewed by Wood. 6.2.2 Footing Construction The following geotechnical recommendations are provided for the construction of shallow footings: • The footings should be based on undisturbed native stiff to very stiff clay till. • The bearing surface of each footing should be excavated in a manner to minimize disturbance of the subgrade. Any loose soils on the bearing surfaces should be removed.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
• It is possible that the clay till, being a heterogeneous material, may contain cobbles. Where these obstructions are located above or near the bearing surface they should be removed and backfilled with engineered fill during preparation of the bearing surface. • The bearing surfaces should be protected from rain, snow and the ingress of free water, as the foundation soils may experience loss of bearing strength should they be subjected to increases in moisture. In this case, softened soils would have to be removed and the footings extended to suitable bearing soils. • The foundation soils beneath the footings must not be allowed to freeze during construction or during the service life of the building. Footings founded on frozen soil during construction may settle when the founding soils thaw. Bearing soils that become frozen during construction should be removed and replaced with concrete fill, or the embedment depths should be extended to unfrozen native soils. • It is possible that during construction, groundwater seepage or rainfall may be encountered. In either of these cases, drainage of footing excavations will be required to facilitate footing construction. It is anticipated that dewatering can be achieved by gravity drainage into small sumps or perimeter ditches within the excavations, which could be pumped out as required. The crests of the foundation excavations should be graded such as to direct surface water runoff away from the excavations. • A geotechnical engineer or qualified technician should observe the exposed bearing surface prior to placement of foundation concrete to check that the exposed subgrade is competent soil as identified in the geotechnical report, and is suitably prepared, as discussed above. 6.3 Screw Piles 6.3.1 Screw Pile Design Screw piles are also considered as a suitable foundation type for this development, especially for lightly loaded structures or structures carrying uplift loads. The screw piles can be installed in the clay till, however it could be challenging to install the screw piles in the very dense sand that was encountered below the clay till. For a single helix screw pile founded in the very stiff to hard clay till below 4 m depth, the unfactored ultimate axial capacity on compression Quc, may be estimated by the following:
휋 퐷2 푄 = 푁 퐶 [6-1] 푢푐 푐 푢 4 For a single helix screw pile founded in stiff to hard clay till below 4 m depth, the unfactored ultimate axial capacity in tension Qut, may be estimated by the following:
휋 (퐷2− 푑2) 푄 = 푁 퐶 [6-2] 푢푡 푢 푢 4
Where: Cu = undrained shear strength at the depth of the helix plate (use 180 kPa below 4 m depth from the existing ground surface)
Nc = 9 when D ≤ 0.5 m; 7 when D > 0.5 m
Nu = 1.2ּH/D ≤ 9 H = depth of the helix D = diameter of the helix d = diameter of the shaft
Multiple helices should be spaced a minimum of 3 helix diameters apart along the pile shaft, at increments of the helix pitch; in this case, the ultimate geotechnical resistance may be taken as the summation of the capacities of the individual helices. For piles in compression, the ultimate capacity of the bottom helix should
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground be calculated by Equation [6-1], and the ultimate capacity of each additional helix by Equation [6-2] but using Nc rather than Nu. Shaft friction should generally be ignored in design for small diameter shafts due to potential effects of disturbance and loss of shaft adhesion. It should be recognized that helical pile capacities are highly dependent on the pile design geometry and method of installation. It is therefore generally industry practice for the piling contractor to design and warrant the pile designs based on the design loads and expected soil conditions. The helical pile design should be reviewed by a geotechnical engineer. In addition, the structural capacity should be checked for the applied loading conditions. Helical piles should not be installed at spacing closer than three times the largest helix diameter, center to center. To determine the factored Ultimate Limit States (ULS) compressive resistance of a screw pile, a resistance factor of 0.4 should be applied to the unfactored compressive resistance (Qu). To determine the factored ULS uplift resistance of a screw pile, a resistance factor of 0.3 should be applied to the unfactored uplift resistance. 6.3.2 Installation and Monitoring of Screw Piles The penetration rate of a screw pile as it is rotated into the ground during installation should be equal to the pitch of the helix plate. The spacing between the helix plates should be in even multiples of the pitch, such that the paths travelled by upper helices are coincidental with the path of the lower-most helix. Monitoring of the pile installations by qualified personnel is recommended to confirm that the screw piles are installed in accordance with acceptable installation procedures. To provide an indication of the vertical load resistance, the monitoring should include measurement and recording of the torques applied for each pile. The use of torque measurement as the sole basis for design is not recommended since there are considerable differences between the actual load resistances and those derived from empirical relationships between torque and pile resistances. 6.3.3 Frost Design Consideration for Piles Piles supporting components that will be outside the influence of any beneficial heat transfer may be subject to upward frost jacking forces, if they are located within the frost depth. For those foundation components within the depth of frost penetration, adfreeze stress are likely to develop along pile shafts, and along the sides of the pile caps and grade beams. Void form should be provided below grade beams and pile caps in areas subject to subgrade freezing either during or after construction. Resistance to adfreeze stresses on piles will be provided by the shaft resistance below the depth of frost penetration, the weight of the pile and by the sustained compressive loads. For foundation design purposes, an unfactored adfreeze uplift pressure of 100 kPa for steel piles applied over a depth of frost penetration of 3.0 m should be used. For perimeter piles supporting heated and insulated structures, the depth for frost cover may be reduced to 1.5 m. To determine the factored uplift resistance against frost jacking in terms of ULS, a resistance factor, Ф, of 0.8 should be applied to the unfactored ultimate shaft resistance values for the unfactored uplift resistance for screw piles. In the case of piles subjected to live uplift loads as well as to frost jacking forces, the live uplift load need not be additive to the frost jacking forces. The potential for frost jacking of pile caps due to adfreeze forces along the sides of the pile caps can be reduced by wrapping the pile caps through the frost zone with a minimum of two layers of 10 mm polyethylene sheeting.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
6.3.4 Pile Caps and Grade Beams Precautions should be taken to reduce the potential for heaving of the pile caps and grade beams due to frost penetration. The potential for frost heaving forces can be greatly reduced by the placement of a compressible material or by providing a void between the underside of the pile cap and the soil. A product such as Voidform (or equivalent) is recommended. The minimum thickness of the void should be 150 mm. Should a compressible material be used as an alternative to Voidform, the uplift pressure acting on the underside of the pile caps may be taken as the crushing strength of the compressible medium. The finished grade adjacent to each pile cap should be capped with clay and sloped away so that surface runoff is not allowed to accumulate in the void space or in the compressible medium. If water can accumulate in the void spaces, the beneficial effect of the void space will be negated and frost-heaving pressures acting on the underside of the pile caps will occur. Adfreeze stresses along the sides of pile caps and buried substructures can be reduced by the installation of a “bond-break” within the zone of frost penetration. For grade beams, pile caps and most substructures, a suitable bond-break medium could consist of a Dow Ethafoam product, or polyethylene wrapping as discussed previously. A smooth geosynthetic liner material, fixed to the shaft of the pile or to the sides of the pile cap would also be a suitable bond-break. 6.4 Excavations For this project, it is envisaged that excavations will be required for service trenches. The following recommendations are provided, assuming that the excavation depth will not exceed 4 m below existing grade. Based on this assumed excavation depth and the soil conditions encountered at the borehole locations, such excavations will primarily extend into surficial sand and clay till. Under the terms of current Alberta Occupational Health and Safety regulations, the site soils should be considered as ‘soils likely to crack and crumble’. Accordingly, for open short term excavations, less than 1.5 m in depth, near-vertical excavation side slope may be considered in clay till. For open unsupported short term excavations, deeper than 1.5 m, the side slopes should be cut back at inclinations not steeper than 1H:1V in clay till and not steeper than 2H:1V in sand. Flatter inclinations may be required in localized zones if sloughing conditions are encountered. Short term excavations are those which will remain open for a period of 2 months or less. As a minimum, excavations should comply with Regulations set forth by the Alberta Occupational Health and Safety Act. The stability of all excavations should be monitored by the excavation contractor on an on- going basis. Where tension cracks, or ravelling soils are detected, these conditions should be brought to the immediate attention of Wood so that engineered solutions to the problem areas can be appropriately determined. It is expected that groundwater seepage may be encountered in some areas during excavation. Seepage volumes should be relatively low, and controllable with shallow sumps and submersible pumps. Fill placement to replace excavated soil should be done on a dry surface free of standing water and on undisturbed native soil. Stockpiles of materials and excavated soil should be placed away from the slope crest by a distance equal to the depth of excavation. Similarly, wheel loads should be kept back at least 1 m from the crest of the excavation. Surface drainage should be directed away from crest of the excavation. The stability of excavation slopes through clay soils decreases with time and therefore construction should be directed at minimizing the length of time the excavation is left open. 6.5 Backfill Settlement In areas where subgrade support is required (for example below floor slabs, pavements, etc.) the backfill should consist of engineered fill in accordance with the recommendations given in Section 6.1.2. For clay
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground fill compacted to 100 percent of the SPMDD, the settlement due to re-orientation of soil particles (i.e. self- weight) would be in the range of 0.5 to 1 percent of the height of fill. Where settlement of surface facilities can be tolerated, the degree of compaction for backfill may be reduced. For backfill compacted to between 90 and 95 percent of the SPMDD, settlements in the range of 5 percent to 1.5 percent, respectively, of the fill height may occur. 6.6 Frost Protection for Buried Utilities As indicated in Section 4.0, the estimated 1 in 50-year return period of frost penetration depth in the Cold Lake area is approximately 2.6 m in clay till and 3.4 m in sand assuming no snow cover. The burial depths for water lines should be established on the basis of the 50-year return period with an added embedment depth as a safety margin since the trench backfill may not consist entirely of clay, and moisture contents are likely to change over the long term. Where the water lines will be covered with primarily clay backfill, the minimum burial depth should be taken as 3 m and where the water lines will be buried in the sand or covered with primarily sand backfill, the minimum burial depth should be taken as 3.6 m. 6.7 Concrete Slabs 6.7.1 Subgrade Preparation for Heated Structures Slab-on-grade floors may be supported on the native clay till or sand or engineered fill underlain by native competent soils. Preparation of the exposed clay till or sand subgrade should be undertaken as described is Subsection 6.1.1. The slab-on-grade should be allowed to move independently of footings, columns and exterior slabs. A minimum thickness of 200 mm of clean, well-graded crushed gravel is recommended beneath grade supported concrete slab. Coarse material greater than 50 mm in diameter should be avoided directly beneath the floor slab to prevent stress concentrations in the slab. The gravel base course should be compacted to a uniform density of 100 percent of SPMDD within ±2% of the OMC. A recommended typical gradation for stable granular material, for use as base course under floor slabs is provided in Table 4.
Table 4: Gradation Requirement for Granular Backfill Sieve Designation Percent Passing By Weight (mm) (by dry mass) 20 mm 100 10 mm 35-77 5 mm 15-55 1.25 mm 0-30 0.08 mm 0-10
The percent fracture by weight (2 faces) should be at least 40 percent. Other appropriate materials, which fall outside the above recommended gradation limits, may be suitable and should be evaluated by a geotechnical engineer prior to use. Grade supported floor slabs should be allowed to “float” on a prepared subgrade and be independent of structural components supported by building foundations. Equipment and piping supports placed on floor slabs should be designed to allow re-levelling if the equipment is sensitive to settlement. Provisions to provide flexibility in piping and electrical conduit connections are recommended.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
6.7.2 Exterior Grade Supported or Unheated Concrete Slabs Subgrade preparation for exterior concrete slabs and slabs for unheated structures should be carried out as recommended in Subsection 6.1.1. The clay till or sand subgrade is considered to be moderately frost susceptible given access to water and may develop ice lenses and undergo volume change (heave). Therefore, it will be important to provide adequate site drainage as per Subsection 6.1.3. Exterior sidewalks and apron slabs and slabs for unheated structures should be free-floating and should not be dowelled into grade beams, or interior slabs. Consideration can be given to installing rigid insulation below the slabs if frost heave is a concern. Additional measures to reduce the risk of frost heave include sloping the aprons or sidewalks away from structures and sealing the interface between the grade beams or foundation walls and the exterior concrete flatwork to limit seepage of surface runoff into the subgrade soils. Where pavement areas are adjacent to walls or grade beams, a separation strip should be installed at the interface. For slabs where potential movements due to frost heave are unacceptable, Rigid extruded polystyrene insulation (e.g. Dow Chemical, HI-40 or HI-60 Styrofoam), can be used to limit the depth of frost penetration below exterior slabs, and thus minimize potential for frost heave. On a preliminary basis, a 150 mm thickness of rigid insulation beneath the slab is recommended to minimize frost penetration below the slab. The insulation would also need to extend to approximately 2.0 m beyond the edge of the slab to prevent frost penetration below the edge of the slab. The insulation should be installed in accordance with the manufacture’s recommendations, including sand or geotextile padding for the insulation, and provision of adequate soil cover for insulation that extends beyond the edge of the slab. For floor slabs inside unheated structures, a minimum thickness of 200 mm of clean, well-graded crushed gravel beneath the under-slab insulation is recommended as in Section 6.7.1. Polystyrene insulation is soluble in light hydrocarbon liquids including gasoline and must be protected if there is potential for contact with such liquids. Alternatively, other rigid insulation products such as glass- foam or foamed concrete can be used for hydrocarbon-rich environments. 6.8 Pavements It is understood the main access road will be asphalt paved and the other access roads will be gravel roads. The pavement structures and construction recommendations provided in this section are applicable for access roadways and parking areas subjected to cars and light trucks, as well as heavier trucks such as single axle delivery trucks, waste disposal trucks, etc. The pavement structural sections provided in Table 5 below are for the access roadways and parking areas. Prior to placing subbase-course for gravel road or base-course gravel for asphalt paved road, the subgrade should be prepared as outlined in Subsection 6.1. If soft subgrades were to be encountered, some subgrade improvement for paving areas would typically include using thicker gravel fill and/or geotextiles or geogrids, the extent of which would be best determined during construction.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
Table 5: Preliminary Pavement Sections
Pavement Component Minimum Thicknesses (mm)
Asphalt Pavement (assumed 3 x 105 ESAL’s1) Hot Mix Asphalt 120 Base Course Crushed Granular2 275 (25 mm minus)
Gravel Pavement (assumed 2.5 x 103 ESAL’s) Base Course Crushed Granular2 125 (25 mm minus) Subbase Course3 210 (80 mm minus) Notes: Alberta Transportation Specifications: 1. Equivalent Single Axle Loads over 20-year design period 2. AT Designation 2 Class 25 or Equivalent 3. AT Designation 6 Class 80 or Equivalent
Outlined below are additional construction recommendations pertaining to pavement sections: • Adequate surface drainage is essential to good long-term performance of pavement structures. Ideally, pavement subgrades and pavement surfaces should be provided with drainage grades of 2.0 percent or more. Site conditions do not always allow for 2.0 percent grades, and flatter grades, such as 1.0 percent can be used, recognizing that there is greater likelihood of having poorly drained areas on pavement, due to the tolerances available with standard earthmoving and paving equipment. Positive surface drainage for collected runoff must be provided via drainage ditches or storm sewers. • The granular base course should be placed in maximum 150 mm thick lifts (or reduced lift thicknesses as governed by the compaction equipment) and uniformly compacted to a minimum 100 percent of SPMDD at ± 2 percent of OMC to the bottom of the asphalt design elevation. • The granular subbase course should be placed in maximum 150 mm thick lifts (or reduced lift thicknesses as governed by the compaction equipment) and uniformly compacted to a minimum 98 percent of SPMDD at ± 2 percent of OMC. • All asphalt should conform to, and be placed in accordance with, the current applicable Alberta Transportation asphalt concrete pavement and asphalt mix specifications or equivalent. Areas, such as dumpsters and garbage pickup, will be subjected to greater stresses, particularly under the front axles that may cause premature asphalt concrete pavement failures and/or other exhibit adverse structural distresses such as pavement pushing/shoving, rutting or various types of cracking. To avoid early asphalt concrete pavement failures, it is recommended that in such areas the concrete pavement be constructed. 6.9 Concrete Type As indicated in Subsection 3.3, the degree of exposure to sulphate attack on subsurface concrete was rated as ‘negligible", as defined by CAN/CSA A23.1-09. Based on the testing results, General Use (GU) cement may be used in the manufacture of concrete in contact with soil at this site.
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Geotechnical Investigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
All concrete design and construction should be carried out in accordance with current CAN/CSA A23.1 specifications. Air entrainment is recommended for all concrete exposed to freeze-thaw cycles or groundwater to enhance durability. If imported material is required to be used at the site and will be contact with concrete, it is recommended that the fill soil be tested for sulphate concentration to determine whether the above-stated recommendations remain valid. 6.10 Seismic Site Classification In the National Building Code of Canada (NBCC, 2015), the seismic hazard is described by spectral acceleration values at various periods and the peak ground acceleration (PGA). The spectral acceleration is a measure of ground motion that takes into account the sustained shaking energy produced by an earthquake at a particular period. The spectral acceleration values for Cold Lake under a 1 in 2,475-year earthquake were obtained by using the Online Seismic Hazard Interpolator provided by Natural Resources Canada. Table 6 summarizes the spectral acceleration for firm ground at the subject site.
Table 6: Spectral Acceleration (5% Damped) – NBCC 2015 Period (s) PGA Sa(0.2) Sa(0.5) Sa(2.0) Sa(5.0) Sa(10.0) Acceleration 0.032 g 0.055 g 0.034 0.008 0.002 0.001
For foundation effects, the NBCC incorporates site effects by categorizing the subsoil into six types based on the average shear wave velocity (Vs) or standard penetration resistance (N60) for the upper 30 m. A site class C may be used for the design of the proposed structures. Shear wave velocity data was not obtained from this site, and borings were not advanced to 30 m depth. This seismic classification is based on the SPT ‘N’ values within the depths drilled at the site, as well as on the assumption that the soil strength below the depths drilled is at least as high as that encountered at the borehole termination depths.
7.0 Geotechnical Testing and Inspection All engineering design recommendations presented in this report are based on the limited number of boreholes advanced on the site, and on the assumption that an adequate level of inspection will be provided during construction and that all construction will be carried out by a suitably qualified contractor experienced in foundation and earthworks construction. An adequate level of inspection is considered to be: • for earthworks, including backfill, full time monitoring and compaction testing; • for footings and grade supported slabs, observation of supporting subgrade prior to concrete placement; and • for pile foundations, review of the foundation design and full-time monitoring of pile installation. Wood requests the opportunity to review the design drawings and monitor the installation of the new foundation to confirm that the recommendations have been correctly interpreted. Wood would be pleased to provide any further information that may be needed during design and to advise on the geotechnical aspects of specifications in contract documents.
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Geotechnical lnvestigation, Revision 2 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground
8.0 Closure Recommendations presented herein are based on a geotechnical evaluation of the findings in the five boreholes drilled during the field investigation on the site. lf conditions other than those reported are noted during subsequent phases of the work Wood should be notified and given the opportunity to review the current recommendations considering any new findings. Recommendations presented herein may not be valid if an adequate level of inspection is not provided during construction, or if relevant building code requirements are not met.
Soil conditions, by their nature, can be highly variable across a construction site. A contingency amount should be included in the construction budget to allow for the possibility of variations in soil conditions, which may result in modifications of the design, and/or changes in construction procedures.
This report has been prepared for the exclusive use of Municipal District of Bonnyville No. 87 for specific application to the development described within this report. Any use that a third party makes of this report, or any reliance or decisions based on this report are the sole responsibility of those parties. This report has been prepared in accordance with generally accepted soil and foundation engineering practices and is subject to the limitations outlined in Appendix B; no other warranty is expressed or implied.
Respectfu lly su bm itted,
Wood Environment & Infrastructure Solutions, a division of Wood Canada Limited
8,n>a Ryan Jacula, G.l.T. e, M.Sc., P.Eng. Lloydminster/Bonnyville Team Lead Senior Geotechnical Engineer
Reviewed by:
Kevin Spencer, M.Eng., P.Eng. Senior Associate, Geotechnical Engineer
@@Lw EtdrB tat \vood.
Appendix A
N Printed: 06/10/20 11:11 AM 11:11 06/10/20 Printed:
BH20-01
BH20-02 BH20-03 BH18-02(sp)
BH20-04
BH20-05 (sp)
Borehole Location (sp) standpipe
PROJECT: Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground TITLE: Borehole Locations CLIENT:
DATE: JOB No.: FIGURE No.: REV. Municipal District of Bonnyville No. 87 May 2020 ET200011 1 - P:\Project Files\Non-Lloydminster Projects\ET Projects\ET200000 to ET299999\ET200011\Report\[Figure 1.xlsx]FIGURE 1 1.xlsx]FIGURE ET299999\ET200011\Report\[Figure to Projects\ET200000 Projects\ET Files\Non-Lloydminster P:\Project Municipal District of Bonnyville No. 87 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Geo BOREHOLE NO.: BH20-01 All Service Drilling SITE: Cold Lake, AB PROJECT NO.: ET200011 Solid Stem Auger NAD83(CSRS) / UTM zone 12N N:6036923 E:551796 ELEVATION: SAMPLE TYPE Shelby Tube No Recovery SPT Test (N) Grab Sample Split-Pen Core BACKFILL TYPE Bentonite Pea Gravel Slough Grout Drill Cuttings Sand POCKET PEN (kPa) 100 200 300 400 BLOW COUNT (N) SOIL OTHER TESTS 20 40 60 80 COMMENTS DESCRIPTION (N) SPT Depth (m) Depth PLASTIC M.C. LIQUID (m) Depth SAMPLE NO SAMPLE SOIL SYMBOL SOIL SAMPLE TYPE SAMPLE 20 40 60 80 0 TOP SOIL 150 mm thick G1 CLAY TILL some silt, trace gravel, trace sand, very stiff, medium plastic, greyish brown, moist, occasional oxide inclusions G2
1 1
G3 ...mottled, frequent oxide inclusions below 1.5 m SAMPLE G3 D1 24 Atterberg Limits: ...occasional silt pockets below 1.8 m Liquid Limit = 46% 2 Plastic Limit = 16% 2 Plasticity Index = 30% G4 Soil Classification: CI
...frequent oxide inclusions below 2.3 m SO4 = 0.00%
3 G5 3 ...not mottled below 3.0 m D2 19 ...sandy below 3.4 m
4 4
G6 ...hard below 4.5 m D3 50/5 50/5 5 5
G7 SAND trace gravel, trace silt, trace clay, fine grained, poorly graded, very dense, light brown, saturated 5/12/2020
6 G8 6
D4 90/11 90/11 BOREHOLE TERMINATED AT 6.6 M BELOW EXISTING GRADE.
Notes: 7 Minor seepage and sloughing was encountered between 5.3 m to 6.6 m 7 below existing grade during drilling. Borehole remained open to 5.8 m with negligible water accumulation 10 minutes after the completion of drilling. Borehole backfilled with bentonite and auger cuttings.
8 8 8.2 ENTERED BY: RJ COMPLETION DEPTH: 6.6 m Environment & Infrastructure Solutions 5681 - 70 Street NW LOGGED BY: JM COMPLETION DATE: 12/5/20 Edmonton, Alberta, T6B 3P6 REVIEWED BY: YY Page 1 of 1 P:\PROJECT FILES\NON-LLOYDMINSTER PROJECTS\ET PROJECTS\ET200000 TO ET299999\ET200011\GINT\ET200011 BH LOGS.GPJ 20/06/10 11:03 AM (BOREHOLE GEO.GLB) AM WOOD REPORT; 11:03 20/06/10 BH LOGS.GPJ ET299999\ET200011\GINT\ET200011 TO PROJECTS\ET PROJECTS\ET200000 P:\PROJECTFILES\NON-LLOYDMINSTER Municipal District of Bonnyville No. 87 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Geo BOREHOLE NO.: BH20-02 All Service Drilling SITE: Cold Lake, AB PROJECT NO.: ET200011 Solid Stem Auger NAD83(CSRS) / UTM zone 12N N:6036742 E:551862 ELEVATION: SAMPLE TYPE Shelby Tube No Recovery SPT Test (N) Grab Sample Split-Pen Core BACKFILL TYPE Bentonite Pea Gravel Slough Grout Drill Cuttings Sand POCKET PEN (kPa) 100 200 300 400 BLOW COUNT (N) SOIL OTHER TESTS 20 40 60 80 COMMENTS DESCRIPTION (N) SPT Depth (m) Depth PLASTIC M.C. LIQUID (m) Depth SAMPLE NO SAMPLE SOIL SYMBOL SOIL SAMPLE TYPE SAMPLE 20 40 60 80 0 SAND trace gravel, trace silt, trace clay, fine grained, poorly graded, G1 compact, saturated, light brown
G2 CLAY TILL 1 some silt, trace gravel, trace sand, very stiff, medium plastic, 1 greyish brown, moist, mottling, occasional oxide inclusions
G3 ...frequent oxide inclusions below 1.5 m D1 16
2 2 G4
3 G5 3 SO4 = 0.00% D2 19
4 4
G6 5/29/2020 SAND D3 71 trace gravel, trace silt, trace clay, fine grained, poorly graded, 5 5 very dense, saturated, light brown 5/12/2020
6 G7 6
D4 85/10 85/10 BOREHOLE TERMINATED AT 6.6 M BELOW EXISTING GRADE.
7 Notes: 7 Moderate seepage and sloughing was encountered between 4.9 m to 6.1 m below existing grade during drilling. Borehole remained open to 5.5 m with water accumulation to 5.0 m below existing grade 10 minutes after the completion of drilling. Borehole was installed with a 25 mm diamter PVC standpipe. Groundwater level measured 29 May 2020 was 4.7 m below 8 existing grade. 8 8.2 ENTERED BY: RJ COMPLETION DEPTH: 6.6 m Environment & Infrastructure Solutions 5681 - 70 Street NW LOGGED BY: JM COMPLETION DATE: 12/5/20 Edmonton, Alberta, T6B 3P6 REVIEWED BY: YY Page 1 of 1 P:\PROJECT FILES\NON-LLOYDMINSTER PROJECTS\ET PROJECTS\ET200000 TO ET299999\ET200011\GINT\ET200011 BH LOGS.GPJ 20/06/10 11:03 AM (BOREHOLE GEO.GLB) AM WOOD REPORT; 11:03 20/06/10 BH LOGS.GPJ ET299999\ET200011\GINT\ET200011 TO PROJECTS\ET PROJECTS\ET200000 P:\PROJECTFILES\NON-LLOYDMINSTER Municipal District of Bonnyville No. 87 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Geo BOREHOLE NO.: BH20-03 All Service Drilling SITE: Cold Lake, AB PROJECT NO.: ET200011 Solid Stem Auger NAD83(CSRS) / UTM zone 12N N:6036741 E:551988 ELEVATION: SAMPLE TYPE Shelby Tube No Recovery SPT Test (N) Grab Sample Split-Pen Core BACKFILL TYPE Bentonite Pea Gravel Slough Grout Drill Cuttings Sand POCKET PEN (kPa) 100 200 300 400 BLOW COUNT (N) SOIL OTHER TESTS 20 40 60 80 COMMENTS DESCRIPTION (N) SPT Depth (m) Depth PLASTIC M.C. LIQUID (m) Depth SAMPLE NO SAMPLE SOIL SYMBOL SOIL SAMPLE TYPE SAMPLE 20 40 60 80 0 GRAVEL FILL 150 mm thick G1 CLAY TILL some silt, trace gravel, trace sand, very stiff, medium plastic, greyish brown, moist, mottling, occasional oxide inclusions G2
1 1
5/12/2020 G3 ...dark grey below 1.5 m SAMPLE D1 D1 13 Atterberg Limits: Liquid Limit = 57% 2 Plastic Limit = 21% 2 Plasticity Index = 36% G4 Soil Classification: CI
3 G5 3
...silt lenses at 3.2 m D2 33 SAND trace gravel, trace silt, trace clay, fine grained, poorly graded, very dense, light brown, saturated
4 4
G6
D3 50/5 50/5 5 5
6 6
D4 89/10 89/10 BOREHOLE TERMINATED AT 6.6 M BELOW EXISTING GRADE.
Notes: 7 Moderate seepage and sloughing was encountered between 3.4 m to 7 6.6 m below existing grade during drilling. Borehole remained open to 4.0 m with water accumulation to 1.3 m below existing grade 10 minutes after the completion of drilling. Borehole backfilled with bentonite and auger cuttings.
8 8 8.2 ENTERED BY: RJ COMPLETION DEPTH: 6.6 m Environment & Infrastructure Solutions 5681 - 70 Street NW LOGGED BY: JM COMPLETION DATE: 12/5/20 Edmonton, Alberta, T6B 3P6 REVIEWED BY: YY Page 1 of 1 P:\PROJECT FILES\NON-LLOYDMINSTER PROJECTS\ET PROJECTS\ET200000 TO ET299999\ET200011\GINT\ET200011 BH LOGS.GPJ 20/06/10 11:03 AM (BOREHOLE GEO.GLB) AM WOOD REPORT; 11:03 20/06/10 BH LOGS.GPJ ET299999\ET200011\GINT\ET200011 TO PROJECTS\ET PROJECTS\ET200000 P:\PROJECTFILES\NON-LLOYDMINSTER Municipal District of Bonnyville No. 87 Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Geo BOREHOLE NO.: BH20-04 All Service Drilling SITE: Cold Lake, AB PROJECT NO.: ET200011 Solid Stem Auger NAD83(CSRS) / UTM zone 12N N:6036643 E:552067 ELEVATION: SAMPLE TYPE Shelby Tube No Recovery SPT Test (N) Grab Sample Split-Pen Core BACKFILL TYPE Bentonite Pea Gravel Slough Grout Drill Cuttings Sand POCKET PEN (kPa) 100 200 300 400 BLOW COUNT (N) SOIL OTHER TESTS 20 40 60 80 COMMENTS DESCRIPTION (N) SPT Depth (m) Depth PLASTIC M.C. LIQUID (m) Depth SAMPLE NO SAMPLE SOIL SYMBOL SOIL SAMPLE TYPE SAMPLE 20 40 60 80 0 GRAVEL FILL 150 mm thick G1 SAND trace gravel, trace silt, trace clay, fine grained, poorly graded, compact, light brown, moist G2
1 1
G3 CLAY TILL some silt, trace gravel, trace sand, very stiff, medium plastic, greyish D1 15 brown, moist, mottling, frequent oxide inclusions 2 2 G4
3 G5 3 ...hard below 3.0 m SAMPLE G5 D2 35 Atterberg Limits: Liquid Limit = 35% Plastic Limit = 13% Plasticity Index = 22% ...some sand below 3.7 m Soil Classification: CI
4 4
G6
D3 5 5
5/12/2020 6 G7 6 ...dark grey below 6.1 m D4 42
BOREHOLE TERMINATED AT 6.6 M BELOW EXISTING GRADE.
Notes: 7 Minor seepage and sloughing was encountered at 6.1 m below existing 7 grade during drilling. Borehole remained open to 5.9 m with negligible water accumulation 10 minutes after the completion of drilling. Borehole backfilled with bentonite and auger cuttings.
8 8 8.2 ENTERED BY: RJ COMPLETION DEPTH: 6.6 m Environment & Infrastructure Solutions 5681 - 70 Street NW LOGGED BY: JM COMPLETION DATE: 12/5/20 Edmonton, Alberta, T6B 3P6 REVIEWED BY: YY Page 1 of 1 P:\PROJECT FILES\NON-LLOYDMINSTER PROJECTS\ET PROJECTS\ET200000 TO ET299999\ET200011\GINT\ET200011 BH LOGS.GPJ 20/06/10 11:03 AM (BOREHOLE GEO.GLB) AM WOOD REPORT; 11:03 20/06/10 BH LOGS.GPJ ET299999\ET200011\GINT\ET200011 TO PROJECTS\ET PROJECTS\ET200000 P:\PROJECTFILES\NON-LLOYDMINSTER Municipal District of Bonnyville No. 87All Municipal District of Bonnyville No. 87 - Cold Lake M.D. Campground Geo BOREHOLE NO.: BH20-05 Service Drilling SITE: Cold Lake, AB PROJECT NO.: ET200011 Solid Stem Auger NAD83(CSRS) / UTM zone 12N N:6036472 E:552078 ELEVATION: SAMPLE TYPE Shelby Tube No Recovery SPT Test (N) Grab Sample Split-Pen Core BACKFILL TYPE Bentonite Pea Gravel Slough Grout Drill Cuttings Sand POCKET PEN (kPa) 100 200 300 400 BLOW COUNT (N) SOIL OTHER TESTS 20 40 60 80 COMMENTS DESCRIPTION (N) SPT Depth (m) Depth PLASTIC M.C. LIQUID (m) Depth SAMPLE NO SAMPLE SOIL SYMBOL SOIL SAMPLE TYPE SAMPLE 20 40 60 80 0 ORGANIC CLAY silty, trace organic inclusions, trace gravel, firm, black, wet G1
G2 G3 1 ...ocassional peat pockets below 0.9 m 1
G4 ...some silt, firm below 1.5 m D1 7
2 2 5/29/2020 CLAY TILL G5 some silt, trace gravel, trace sand, medium plastic, very stiff, greyish brown, occasional sand and silt pockets, occasional oxide inclusions
3 G6 3 ...hard below 3.0 m D2 48 5/12/2020
4 4
G7
D3 35 5 5
6 G8 6
D4 30
BOREHOLE TERMINATED AT 6.6 M BELOW EXISTING GRADE.
7 Notes: 7 Moderate seepage and sloughing was encountered between 3.4 m to 6.6 m below existing grade during drilling. Borehole remained open to 5.9 m with water accumulation to 3.4 m below existing grade 10 minutes after the completion of drilling. Borehole was installed with a 25 mm diamter PVC standpipe. Groundwater level measured on 29 May 2020 was 2.1 m below 8 existing grade. 8 8.2 ENTERED BY: RJ COMPLETION DEPTH: 6.6 m Environment & Infrastructure Solutions 5681 - 70 Street NW LOGGED BY: JM COMPLETION DATE: 12/5/20 Edmonton, Alberta, T6B 3P6 REVIEWED BY: YY Page 1 of 1 P:\PROJECT FILES\NON-LLOYDMINSTER PROJECTS\ET PROJECTS\ET200000 TO ET299999\ET200011\GINT\ET200011 BH LOGS.GPJ 20/06/10 11:03 AM (BOREHOLE GEO.GLB) AM WOOD REPORT; 11:03 20/06/10 BH LOGS.GPJ ET299999\ET200011\GINT\ET200011 TO PROJECTS\ET PROJECTS\ET200000 P:\PROJECTFILES\NON-LLOYDMINSTER EXPLANATION OF TERMS AND SYMBOLS
The terms and symbols used on the borehole logs to summarize the results of field investigation and subsequent laboratory testing are described in these pages.
It should be noted that materials, boundaries and conditions have been established only at the borehole locations at the time of investigation and are not necessarily representative of subsurface conditions elsewhere across the site.
TEST DATA
Data obtained during the field investigation and from laboratory testing are shown at the appropriate depth interval.
Abbreviations, graphic symbols, and relevant test method designations are as follows:
*C Consolidation test *ST Swelling test
DR Relative density TV Torvane shear strength *k Permeability coefficient VS Vane shear strength *MA Mechanical grain size analysis w Natural Moisture Content (ASTM D2216)
and hydrometer test wl Liquid limit (ASTM D 423)
N Standard Penetration Test wp Plastic Limit (ASTM D 424) (CSA A119.1-60)
Nd Dynamic cone penetration test Ef Unit strain at failure NP Non plastic soil γ Unit weight of soil or rock
pp Pocket penetrometer strength (kg/cm²) γd Dry unit weight of soil or rock *q Triaxial compression test ρ Density of soil or rock
qu Unconfined compressive strength ρd Dry Density of soil or rock
*SB Shearbox test Cu Undrained shear strength SO4 Concentration of water-soluble sulphate → Seepage ▼ Observed water level * The results of these tests are usually reported separately
Soils are classified and described according to their engineering properties and behaviour.
The soil of each stratum is described using the Unified Soil Classification System1 modified slightly so that an inorganic clay of “medium plasticity” is recognized.
The modifying adjectives used to define the actual or estimated percentage range by weight of minor components are consistent with the Canadian Foundation Engineering Manual2.
Relative Density and Consistency:
Cohesionless Soils Cohesive Soils Relative Density SPT (N) Value Consistency Undrained Shear Approximate Strength cu (kPa) SPT (N) Value
Very Loose 0-4 Very Soft 0-12 0-2 Loose 4-10 Soft 12-25 2-4 Compact 10-30 Firm 25-50 4-8 Dense 30-50 Stiff 50-100 8-15 Very Dense >50 Very Stiff 100-200 15-30 Hard >200 >30
Standard Penetration Resistance (“N” value) The number of blows by a 63.6kg hammer dropped 760 mm to drive a 50 mm diameter open sampler attached to “A” drill rods for a distance of 300 mm.
1 “Unified Soil Classification System”, Technical Memorandum 36-357 prepared by Waterways Experiment Station, Vicksburg, Mississippi, Corps of Engineers, U.S. Army. Vol. 1 March 1953. 2 ”Canadian Foundation Engineering Manual”, 4th Edition, Canadian Geotechnical Society, 2006.
PLASTICITY) ONBASED OR(SILT CLAY FINES
SAND GRAVEL FINE-GRAINED SOILS COARSE GRAINED SOILS BOULDERS > 200mm BOULDERS C SUBROUNDED: OR ROUNDED O SILTSTONE SANDSTONE LIMESTONE (MORE THAN HALF BY WEIGHT SMALLER THAN 75µm) (MORE THAN HALF BY WEIGHT LARGER THAN 75µm) BBLES 76mm TO76mm 200mmBBLES FRACTION HIGHLY ORGANIC SOILSORGANIC HIGHLY MAJOR DIVISIONMAJOR FINE MEDIUM COARSE FINE COARSE ORGANIC SILTS CLAYS SILTS SANDS GRAVELS & CLAYS ABOVE "A" LINE BELOW "A" LINE MORE THAN HALF THE MORE THAN HALF THE BELOW "A" LINE NEGLIGIBLE NEGLIGIBLE COARSE FRACTION COARSE FRACTION ORGANIC CONTENT ORGANIC SMALLER THAN 4.75mm LARGER THAN 4.75mm CONTENT CLEAN GRAVELS CLEAN DIRTY GRAVELS DIRTY 30%
'' L D D D D IN CLASSIFICATION
E µ 60 10 60 1 0 m m SIEVE LABORATORY > >4; NOT MEETING ABOVEMEETING NOT ABOVEMEETING NOT CH FIBEROUS TEXTURE FIBEROUS 6; PLASTICITYCHART CLASSIFICATION IS CLASSIFICATION CRITERIA REQUIREMENTS REQUIREMENTS (SEE BELOW) (SEE BASED UPONBASED C C C C OH & MH& OH P.I. MORE THANMORE 7 P.I. THANLESS P.I. 4 LINE "A" ORBELOW P.I. MORE THANMORE 7 P.I. THANLESS P.I. 4 LINE "A" ORBELOW ABOVE "A" "A" LINEABOVE LIMITS ATTERBERG LIMITS ATTERBERG ABOVE "A" "A" LINEABOVE LIMITS ATTERBERG LIMITS ATTERBERG = = (D ) (D (D ) (D D D D D 060 10 060 10 60 3 0 X X 2 2 = 1 to 3 1 = = 1 to 3 1 =
Appendix B
Limitations
The work performed in the preparation of this report and the conclusions presented herein are subject to the following: a) The contract between Wood and the Client, including any subsequent written amendment or Change Order dully signed by the parties (hereinafter together referred as the “Contract”); b) Any and all time, budgetary, access and/or site disturbance, risk management preferences, constraints or restrictions as described in the contract, in this report, or in any subsequent communication sent by Wood to the Client in connection to the Contract; and c) The limitations stated herein. Standard of care: Wood has prepared this report in a manner consistent with the level of skill and care ordinarily exercised by reputable members of Wood’s profession, practicing in the same or similar locality at the time of performance, and subject to the time limits and physical constraints applicable to the scope of work, and terms and conditions for this assignment. No other warranty, guarantee, or representation, expressed or implied, is made or intended in this report, or in any other communication (oral or written) related to this project. The same are specifically disclaimed, including the implied warranties of merchantability and fitness for a particular purpose. Limited locations: The information contained in this report is restricted to the site and structures evaluated by Wood and to the topics specifically discussed in it, and is not applicable to any other aspects, areas or locations. Information utilized: The information, conclusions and estimates contained in this report are based exclusively on: i) information available at the time of preparation, ii) the accuracy and completeness of data supplied by the Client or by third parties as instructed by the Client, and iii) the assumptions, conditions and qualifications/limitations set forth in this report. Accuracy of information: No attempt has been made to verify the accuracy of any information provided by the Client or third parties, except as specifically stated in this report (hereinafter “Supplied Data”). Wood cannot be held responsible for any loss or damage, of either contractual or extra-contractual nature, resulting from conclusions that are based upon reliance on the Supplied Data. Report interpretation: This report must be read and interpreted in its entirety, as some sections could be inaccurately interpreted when taken individually or out-of-context. The contents of this report are based upon the conditions known and information provided as of the date of preparation. The text of the final version of this report supersedes any other previous versions produced by Wood. No legal representations: Wood makes no representations whatsoever concerning the legal significance of its findings, or as to other legal matters touched on in this report, including but not limited to, ownership of any property, or the application of any law to the facts set forth herein. With respect to regulatory compliance issues, regulatory statutes are subject to interpretation and change. Such interpretations and regulatory changes should be reviewed with legal counsel. Decrease in property value: Wood shall not be responsible for any decrease, real or perceived, of the property or site’s value or failure to complete a transaction, as a consequence of the information contained in this report. No third-party reliance: This report is for the sole use of the party to whom it is addressed unless expressly stated otherwise in the report or Contract. Any use or reproduction which any third party makes of the report, in whole or in part, or any reliance thereon or decisions made based on any information or conclusions in the report is the sole responsibility of such third party. Wood does not represent or warrant the accuracy, completeness, merchantability, fitness for purpose or usefulness of this document, or any information contained in this document, for use or consideration by any third party. Wood accepts no responsibility whatsoever for damages or loss of any nature or kind suffered by any such third party as a result of actions taken or not taken or decisions made in reliance on this report or anything set out therein.
including without limitation, any indirect, special, incidental, punitive or consequential loss, liability or damage of any kind. Assumptions: Where design recommendations are given in this report, they apply only if the project contemplated by the Client is constructed substantially in accordance with the details stated in this report. It is the sole responsibility of the Client to provide to Wood changes made in the project, including but not limited to, details in the design, conditions, engineering or construction that could in any manner whatsoever impact the validity of the recommendations made in the report. Wood shall be entitled to additional compensation from Client to review and assess the effect of such changes to the project. Time dependence: If the project contemplated by the Client is not undertaken within a period of 18 months following the submission of this report, or within the time frame understood by Wood to be contemplated by the Client at the commencement of Wood’s assignment, and/or, if any changes are made, for example, to the elevation, design or nature of any development on the site, its size and configuration, the location of any development on the site and its orientation, the use of the site, performance criteria and the location of any physical infrastructure, the conclusions and recommendations presented herein should not be considered valid unless the impact of the said changes is evaluated by Wood, and the conclusions of the report are amended or are validated in writing accordingly.
Advancements in the practice of geotechnical engineering, engineering geology and hydrogeology and changes in applicable regulations, standards, codes or criteria could impact the contents of the report, in which case, a supplementary report may be required. The requirements for such a review remain the sole responsibility of the Client or their agents. Wood will not be liable to update or revise the report to take into account any events or emergent circumstances or facts occurring or becoming apparent after the date of the report. Limitations of visual inspections: Where conclusions and recommendations are given based on a visual inspection conducted by Wood, they relate only to the natural or man-made structures, slopes, etc. inspected at the time the site visit was performed. These conclusions cannot and are not extended to include those portions of the site or structures, which were not reasonably available, in Wood’s opinion, for direct observation. Limitations of site investigations: Site exploration identifies specific subsurface conditions only at those points from which samples have been taken and only at the time of the site investigation. Site investigation programs are a professional estimate of the scope of investigation required to provide a general profile of subsurface conditions. The data derived from the site investigation program and subsequent laboratory testing are interpreted by trained personnel and extrapolated across the site to form an inferred geological representation and an engineering opinion is rendered about overall subsurface conditions and their likely behaviour with regard to the proposed development. Despite this investigation, conditions between and beyond the borehole/test hole locations may differ from those encountered at the borehole/test hole locations and the actual conditions at the site might differ from those inferred to exist, since no subsurface exploration program, no matter how comprehensive, can reveal all subsurface details and anomalies. Final sub-surface/bore/profile logs are developed by geotechnical engineers based upon their interpretation of field logs and laboratory evaluation of field samples. Customarily, only the final bore/profile logs are included in geotechnical engineering reports. Bedrock, soil properties and groundwater conditions can be significantly altered by environmental remediation and/or construction activities such as the use of heavy equipment or machinery, excavation, blasting, pile-driving or draining or other activities conducted either directly on site or on adjacent terrain. These properties can also be indirectly affected by exposure to unfavorable natural events or weather conditions, including freezing, drought, precipitation and snowmelt. During construction, excavation is frequently undertaken which exposes the actual subsurface and groundwater conditions between and beyond the test locations, which may differ from those encountered at the test locations. It is recommended practice that Wood be retained during construction to confirm that the
subsurface conditions throughout the site do not deviate materially from those encountered at the test locations, that construction work has no negative impact on the geotechnical aspects of the design, to adjust recommendations in accordance with conditions as additional site information is gained and to deal quickly with geotechnical considerations if they arise. Interpretations and recommendations presented herein may not be valid if an adequate level of review or inspection by Wood is not provided during construction. Factors that may affect construction methods, costs and scheduling: The performance of rock and soil materials during construction is greatly influenced by the means and methods of construction. Where comments are made relating to possible methods of construction, construction costs, construction techniques, sequencing, equipment or scheduling, they are intended only for the guidance of the project design professionals, and those responsible for construction monitoring. The number of test holes may not be sufficient to determine the local underground conditions between test locations that may affect construction costs, construction techniques, sequencing, equipment, scheduling, operational planning, etc. Any contractors bidding on or undertaking the works should draw their own conclusions as to how the subsurface and groundwater conditions may affect their work, based on their own investigations and interpretations of the factual soil data, groundwater observations, and other factual information.
Groundwater and Dewatering: Wood will accept no responsibility for the effects of drainage and/or dewatering measures if Wood has not been specifically consulted and involved in the design and monitoring of the drainage and/or dewatering system. Environmental and Hazardous Materials Aspects: Unless otherwise stated, the information contained in this report in no way reflects on the environmental aspects of this project, since this aspect is beyond the Scope of Work and the Contract. Unless expressly included in the Scope of Work, this report specifically excludes the identification or interpretation of environmental conditions such as contamination, hazardous materials, wild life conditions, rare plants or archeology conditions that may affect use or design at the site. This report specifically excludes the investigation, detection, prevention or assessment of conditions that can contribute to moisture, mold or other microbial contaminant growth and/or other moisture related deterioration, such as corrosion, decay, rot in buildings or their surroundings. Any statements in this report or on the boring logs regarding odours, colours, and unusual or suspicious items or conditions are strictly for informational purposes Sample Disposal: Wood will dispose of all uncontaminated soil and rock samples after 30 days following the release of the final geotechnical report. Should the Client request that the samples be retained for a longer time, the Client will be billed for such storage at an agreed upon rate. Contaminated samples of soil, rock or groundwater are the property of the Client, and the Client will be responsible for the proper disposal of these samples, unless previously arranged for with Wood or a third party.