Lethbridge Geotechnical Report

Alvin Reinhard Fritz Architect Inc.

ISSUED FOR USE

GEOTECHNICAL EVALUATION GLOBAL SITE COMMERCIAL DEVELOPMENT

LETHBRIDGE, ALBERT A

L12101386

September 2008

EBA Engineering Consultants Ltd. p. 403.329.9009 • f. 403.328.8817

442- 10 Street N • Lethbridge, Alberta T1 H 2C7 • CANADA

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L12101386 September 2008 :;

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TABLE OF CONTENTS

PAGE

1.0 INTRODUCTION ................................................................................................................................. 1

2.0 PROJECT DETAILS AND SCOPE OF WORK ................................................................................... 1

3.0 GEOTECHNICAL FIELD AND LABORATORY WORK ...................................................................... 2

4.0 SUBSURFACE CONDITIONS ............................................................................................................. 3 4.1 Site Conditions .......................................................................................................................... 3 4.2 Soil Conditions .......................................................................................................................... 3 4.3 Groundwater Conditions ........................................................................................................... .4

5.0 GEOTECHNICAL RECOMMENDATIONS .......................................................................................... 6 5.1 General ...................................................................................................................................... 6 5.2 Limit States Design ................................................................................................................... 7 5.3 Working Stress Design .............................................................................................................. 8 5.4 Shallow Foundations ................................................................................................................. 8

5.4.1 Footing Foundations ..................................................................................................... 8 5.4.2 Concrete Mat or Raft Option ......................................................................................... 9

5.5 Dynamically Cast-In-Place Concrete Piles .............................................................................. 10 5.6 Bored Cast-In-Place Concrete Piles ........................................................................................ 12 5.7 Below Grade Structures .......................................................................................................... 12

5.7.1 Below Grade Slabs ..................................................................................................... 12 5.7.2 Below Grade Walls ..................................................................................................... 13

5.8 Floor Slabs-On-Grade ............................................................................................................. 14 5.9 Structural Slabs ....................................................................................................................... 15 5.10 Foundation Drainage Requirements ........................................................................................ 15 5.11 Frost Protection ....................................................................................................................... 16 5.12 Seismic Design ........................................................................................................................ 16 5.13 Site Grading ............................................................................................................................ 16 5.14 Backfill Materials and Compaction ........................................................................................... 16 5.15 Excavations and Trench Backfill .............................................................................................. 17 5.16 Concrete Type ......................................................................................................................... 18 5.17 Pavements .............................................................................................................................. 18

6.0 STORMWATER POND DEVELOPMENT ......................................................................................... 20 6.1 General. ................................................................................................................................... 20 6.2 Facility Design ......................................................................................................................... 20

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TABLE OF CONTENTS PAGE

6.3 Pond Construction ................................................................................................................... 22 6.3.1 General Base Preparation .......................................................................................... 22 6.3.2 Remolded Clay Liner .................................................................................................. 22

7.0 DESIGN AND CONSTRUCTION GUIDELINES ................................................................................ 24

8.0 REVIEW OF DESIGN AND CONSTRUCTION .................................................................................. 24

9.0 LIMITATIONS .................................................................................................................................... 24

10.0 CLOSURE ......................................................................................................................................... 26

Figure 1 Development Concept and Borehole Locations

Appendix A Geotechnical Report- General Conditions

Appendix B Borehole Logs

Appendix C Recommended General Design and Construction Guidelines

FIGURES

APPENDICES

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1.0 INTRODUCTION

L12101386 September 2008

1

This report presents the results of a geotechnical evaluation conducted by EBA Engineering Consultants Ltd. (EBA) for the proposed Global Site Commercial Development, to be located in Lethbridge, Alberta.

The scope of work for this evaluation was outlined in a proposal issued to Mr. Alvin Fritz, MRAIC, of Alvin Reinhard Fritz Architect Incorporated {Fritz) on June 16, 2008 (EBA File PL12101386). The objective of this work was to determine the general subsurlace conditions in the area of the proposed development and to develop recommendations for the geotechnical aspects of design and construction for the project.

EBA is also reviewing the feasibility of geo-exchange for this development, which will be reported under separate cover.

Authorization to proceed with the work was provided by Mr. Fritz, on behalf of D.A Watt Consulting Group Ltd.

2.0 PROJECT DETAILS AND SCOPE OF WORK

The proposed development (preliminary concept shown on Figures 1 and 2) is understood to include a multi-tenant commercial property. Examples of the building developments under consideration include anchor commercial/ retail stores, professional centres, shops, restaurants, and health centres, with condominium developments in the west area of the property. A large scale underground parking facility is planned, as shown on Figure 2, with escalators and elevators to the main levels, and pedestrian walkways throughout the commercial development. A storm water pond park/ice rink is being considered in the centtal area of the commercial development. The area of the property along 28 Street is reserved for parkland.

Shallow footing and/ or taft foundations are understood as the preferred foundation option under consideration, with grade supported floor slabs for the parkade and for buildings outside of the parkade area. Drilled cast-in-place concrete piles and dynamically cast-in-place concrete piles are presented for discussion as other foundation alternatives in the event of isolated high column loads.

Street connections to 28 Street North, 29 Street North and 30 Street North are understood, as well as new streets/ driveway accesses within the interior of the development. It is also understood that a surlace parking area may be considered for isolated areas. Heavy duty access driveways are understood surrounding the development, to allow access to the rear of the commercial for loading and unloading.

The work scope for this evaluation consisted of the installation of thirty-one (31) geotechnical boreholes, a laborat01y program to assist in classifying the subsurface soils, and a report providing the following foundation design and construction recommendations.

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• Recommended design parameters for footings and/ or pile foundations.

• Recommendations for below grade construction.


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• Recommendations for casing and dewatering during construction as required.

• Recommended design and construction provisions for control of groundwater.

• Recommendations for construction of slabs-on-grade, grade beams, and subgrade preparation, considering the potential for volwnetric change of soil due to changes in moisture content.

• Recommendations for backfill matetials and compaction.

• Recommendations for surface drainage criteria.

• Recommendations for concrete types.

• Recommendations for construction of a compacted clay liner for storm water containment.

• Recommendations for asphalt concrete pavement structures for at grade parking structures and access driveways.

3.0 GEOTECHNICAL FIELD AND LABORATORY WORK The fieldwork for this evaluation was carried out between August 7 and August 14, 2008, using a truck mounted drill rig contracted from C1lllako Drilling Services Ltd. of Coaldale, Alberta. The rig was equipped with 150 mm diameter solid stem continuous flight augers. EBA's field representative was Mr. Mitch Van Onnan.

Thirty-one (31) boreholes were drilled in total across the property, number referenced 08BH001 through 08BH031. The boreholes were drilled to depths varying between approximately 7.6 m and 15.7 m below ground surface. The approximate borehole locations are shown on Figure 1.

In all boreholes, disturbed grab samples were obtained at 600 mm intervals. In addition, Standard Penetration Tests (SPTs) were generally performed at depth intervals of 1.5 m. All soil samples were visually classified in the field and the individual soil strata and the interfaces between them were noted The borehole logs are presented in Appendix B. An explanation of the terms and symbols used on the borehole logs is also included in Appendix B.

Slotted 25 mm diameter PVC standpipe was installed in all of the boreholes in order to monitor groundwater levels. Auger cuttings were used to backfill around the standpipes and they were sealed at the ground surface with bentonite chips.

The proposed building footprint, based on a prel.iminruy site plan provided by ARF AI, was located on the site by EBA personnel. The locations of the boreholes were then selected on site by EBA The ground surface Geodetic Elevations (elevations) at the borehole

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locations were surveyed by :Martin Geomatic Consultants Ltd (MG<L). The borehole elevations are provided on the borehole logs.

Oassification tests, including natutal moisture content, Atterberg Limits, soluble sulphate content, Standard Proctor moisture-density and a constant head permeability test were subsequently perlormed in a laboratory on samples collected from the boreholes, to aid in the determination of engineering properties. The results of the laboratory tests are presented on the borehole logs and are discussed in this report.

4.0 SUBSURFACE CONDITIONS

4.1 SITE CONDITIONS The proposed development is located adjacent to the Global Television Station, in North Lethbridge, Alberta. The site is bounded on the west by28 Street North and extends from approximately 12 Avenue North to 16 Avenue North (i.e. a full quarter section). The approximate current site conditions are shown on Figures 1 and 2, a 2007 aerial photograph.

The specific development site was noted to be covered with agricultutal crop at the time of the geotechnical fieldwotk The surlace of the property was noted to be generally level, to slightly undulating, with no apparent drainage pattern. The ground surlace elevation at the borehole locations appears to vary between approximately 918 m and 920.5 m The property is bounded to the south, east, and north by commercial/industrial properties.

Based on EBA's knowledge of this property's history, including an aerial photo review from the 19 50s to present day, it has never been developed historically to include building structures. The site appears to have been used solely as agricultural cropland over the years and has been relatively undisturbed historically.

4.2 SOIL CONDITIONS The general subsurlace stratigraphy for the property was comprised of a surliciallayer of topsoil, overlying native lacustrine clay and sand layers, underlain by a glacial till layer. Specific details of the stratigraphy encountered at the borehole locations is presented on the borehole logs and discussed in this section.

At the surlace of all borehole locations except 08BH006, 08BH007 and 08BH008, a layer of topsoil was encountered, with a thickness of approximately 100 mm The topsoil was descnbed as clay, silty, sandy, moist and dazk brown with roots and organics. The thickness of topsoil should be expected to be variable across the property.

Underlying the topsoil layer at the borehole locations and at the surlace of 08BH006, 08BH007 and 08BH008, a layer of native lacustrine clay was encountered, extending to depths varying between approximately 1.2 m and 4.6 m below ground surlace. The lacustrine clay was silty, some sand to sandy, damp to moist, low to medium plastic, stiff to very stiff in consistency and light brown, with white precipitates. Moisture contents

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taken on random clay samples were determined to range between 11% and 23%. This moisture range is considered to be variable. The results of Attemerg Limit testing carried out on a clay sample indicated Plastic Limits of 15% and Liquid Limits of 50%, indicative of medium to high plasticity. Standard Penetration Test "N" values within the lacustrine clay were determined to range between 8 blows and 21 blows per 300 mm penetration, indicative of a stiff to vezy stiff consistency.

One of the unique characteristics of this clay is its tendency to swell with increasing moisture content. In consideration of the clay soil's plasticity and moisture content, it is considered to have a moderate swelling potential.

Underlying the surficial soil layers, a glacial clay till deposit was encountered at the borehole locations, extending to the borehole termination depths. The clay till was silty, with some sand to sandy, trace grave~ damp to moist, medium plastic, stiff to vezy stiff in consistency, with coal and oxide specks, thin sand lenses and high plastic inclusions. Moisture contents taken on random samples of clay till were determined to range between 10% and 29% which is also considered to be variable. Standard Penetration Test "N' values within the clay till ranged between 9 blows and 44 blows per 300 mm penetration, with some instances of more than 50 blows per 300 mm penetration, indicating a generally stiff to vezy stiff consistency, with some harder zones.

One sample of the clay till layer within the proposed pond area was tested for Standard Proctor maximum dzy density, which resulted in a maximum dzy density of 1850 kg/ m3 at an optimum moisture content of 15.0%.. It is noted that the results of constant head hydraulic conductivity testing on this same sample indicated a K value of 1.61E-08 em/ sec. This data is relevant to the clay liner design recommendations of this report.

A layer of sand was encountered underneath the lacustrine clay at borehole 08BH016 and beneath the clay till at 08BH028, extending to depths below ground surface of approximately 4.3 m and the borehole termination depth of 12.7 m respectively. The sand was silty with trace clay, poorly graded, medium grained, wet, compact and brown in colour, with occasional clay inclusions. Moisture contents taken on random sand samples were determined to be 17%. Standard Penetration Test "N' values within the lacustrine sand were determined to range between 4 blows and 27 blows per 300 mm penetration, indicative of a compact density.

A more complete description of the subsurface conditions encountered at the borehole location is provided on the borehole log presented in Appendix B.

4.3 GROUNDWATER CONDITIONS At the time of drilling, seepage and sloughing were encountered at 08BH004, 08BH006, 08BH009, 08BH010, 08BH016, 08BH026 and 08BH028, at various depths below ground surface. This is attnbuted to inclusions of sand and sand seams within the clay till. The

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Borehole Depth of Geodetic Elevation Number Standpipe of Borehole

(m) (m)

001 15.7 919.491

002 15.7 918.511 003 15.7 918.431

004 15.7 919.233 005 9.6 919.585 006 12.7 919.477

007 9.6 919.117

008 12.7 918.739 009 9.6 918.083

010 12.7 920.553

011 9.6 920.453

012 12.7 920.059

013 9.6 919.258

014 12.7 918370 015 9.6 920.248

016 12.7 920.186 017 9.6 920.258

018 12.7 917.798 019 9.6 917.299 020 9.6 920.070

021 9.6 919.689 022 12.7 919.680

023 9.6 918.488 024 12.7 917.983

025 9.6 919.666 026 12.7 919.978 027 9.6 919.721

028 12.7 918.732 029 9.6 918.267 030 7.6 919.028

031 7.6 918.060

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Groundwater Monitoring Data

August 14, 2008

Depth to Elevation of Groundwater Groundwater

(m) (m)

Dry --Dry --Dry --14.05 905.18

6.05 913.54

4.96 914.52

Dry --5.34 913.40

3.75 91433

11.43 909.12

Dry --Dry --Dry --9.91 908.46

7.53 912.72

3.70 916.49

9.60 910.66

11.95 905.85

7.05 910.25

Dry --Dry --Dry --Dry --Dry --Dry --Dry --Dry --10.86 907.87

538 902.89

Dry --Dry --

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Groundwater levels should be monitored prior to construction to provide an early indication of dewatering requirements for excavation of the project's foundations or utility trenches. The groundwater levels monitored to date are most likely attnbuted to groundwater perched within thin sand and silt layers within the clay till. Varying amounts of groundwater seepage should be expected at isolated locations where excavation depths exceed these levels. Construction dewatering with sump pumps will be required in some areas. Further comments regarding groundwater issues are provided in the subsequent sections.

5.0 GEOTECHNICAL RECOMMENDATIONS The recommendations that follow may offer varying options intended to aid in the development of project concepts and specifications. The recommendations are provided on the understanding and condition that EBA will be retained to review the relevant aspects of the final design (drawings and specifications) and will be retained to conduct such field reviews as are necessary to ensure compliance with geotechnical aspects of the Alberta Building Code, this report, and the final plans and specifications. EBA accepts no liability for any use of this report in event that EBA is not retained to provide these review selVlces.

5.1 GENERAL Specific recommendations that apply to this project are provided for shallow footings, dynamically cast-in-place concrete piles, bored-cast-in-place concrete piles, below grade construction, grade supported floor slabs, site development and earthworks, compacted clay liner, groundwater issues, concrete type, and asphalt concrete pavement structures.

A shallow foundation system consisting of perimeter and interior strip, spread and raft footings (or some combination thereof) is generally considered feasible to support the structural loads expected for this development, provided certain precautions are undertaken. It is assumed that variable levels of foundations will be required for upper level areas of the development (1.4 m below ground surface) and for the lower parkade levels of the development (more than 5 m below grade). The use of bored cast-in-place concrete piles may be considered However, given the thickness of the sand layers encountered at boreholes 08BH016 and 08BH028, the use of casing required during installation may make this alternative less economic.

Dynamically cast-in-place concrete piles may be considered as an alternative to shallow foundations and drilled piles, avoiding the requirements of casing through the sand This foundation option provides relatively high load capacity, although the cost implications should be considered.

Recommendations for shallow foundations and for both deep foundation systems are provided in the following subsections.

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Slabs-on-grade are considered feasible for this project provided certain precautions are undertaken. These are provided under Subsection 5.8.

A standard subgrade preparation is recommended in the building areas for slabs-on-grade, as well as within all paved areas. This includes stripping of any topsoil or other deleterious matter and final excavation to design subgrade elevation. The subgrade preparation should include scarification and moisture conditioning of the clay subgrade and compaction. The native medium plastic clay soils and clay till should be acceptable for site grading purposes in all areas, including the building areas, provided they are acceptably moisture conditioned. The moisture conditioning is intended to improve the subgrade support conditions as well as to control the soil's swelling or shrinkage potential (to improve slab performance). Proof-rolling to detect soft areas is also recommended after subgrade preparation.

The results of this investigation confirtn that the site clay till soil is suitable for use as a compacted clay liner for surface water containment. Recommendations for clay liner design and construction are provided.

All foundation design recommendations presented in this report are based on the assumption that an adequate level of monitoring will be provided during construction and that all construction will be carried out by suitably qualified contractors, experienced in foundation and earthwooo construction. An adequate level of monitoring is considered to be:

• for shallow foundations; inspection of bearing surfaces prior to placement of concrete or mud slab and design review during construction;

• for deep foundations; full-time monitoring and design review during construction;

• for earthwooo; full-time monitoring and compaction testing.

Suitably qualified persons, independent of the contractor, should carry out all such monitoring. One of the purposes of providing an adequate level of monitoring is to check that recommendations, based on data obtained at discrete borehole locations, are relevant to other areas of the site.

5.2 LIMIT STATES DESIGN

The design parameters provided in the following sections may be utilized to calculate the ultimate foundation capacity in each case. For the Limit States Design methodology, in order to calculate the factored load capacity, the appropriate Soil Resistance Factors must be applied to each loading condition, as follows.

Factored Capacity =Ultimate Capacity x (Soil Resistance Factors)

In general terms, the following soil resistance factors must be incorporated into the foundation design. These factors are considered to be in accordance with the Canadian Foundation Engineering Manual (2006) as well as the National Building Code (2005).

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Shallow Foundations Bearing Resistance Passive Resistance

Horizontal Resistance (Sliding)

Deep Foundations - Piles Static Axial Compressive Pile Capacity

Static Axial Uplift Pile Capacity Lateral Pile Capacity

5.3 WORKING STRESS DESIGN

Soil Resistance Factor

0.5 0.5 0.8

0.50 0.50 0.65


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For the Working Stress Design methodology, in order to calculate the allowable or working load capacity, the appropriate Factor of Safety must be applied to the ultimate design parameters issued for each loading condition, as follows.

Worliing Capacity = Ultimate Capacity/ (Factor of Safety)

In general terms, the following Factors of Safety should be incorporated into the design.

Item

Shallow Foundations Bearing Resistance Passive Resistance

Horizontal Resistance (Sliding)

Deep Foundations - Piles Static Pile Capacity Skin Friction Component Static Pile Capacity End-Bearing Component

Static Lateral Pile Capacity

Dynamically Cast-in-Place Piles

Further comments are provided in the following sections.

5.4 SHALLOW FOUNDATIONS

5.4.1 Footing Foundations

Factor of Safety

3.0 3.0 1.5

2.0 3.0 2.0 2.5

Based on our understanding of the proposed developments, shallow foundations would be constructed below the base of the parkade for most of the development at depths estimated to be in excess of 5 m, with foundations for perimeter buildings constructed approximately 1.4 m below the final design exterior ground surface. At these depths, the foundation subgrade soil should consist of stiff to very stiff, moist, medium plastic clay or clay till. The selection of design site grades should consider that all footings should rest on native soils only. Isolated areas of sand are possible which will not preclude footing foundations, provided the sand is immediately covered with a mud slab or foundation concrete to avoid distw:bance.

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The ultimate static bearing pressure for the design of footings for perimeter buildings may be taken as 450 kPa (upper level footings), and 1050 kPa for below parkade footings (lower level footings), on native, undisturbed soils, subject to other recommendations in this report. The ultimate static bearing pressure is based on correlation between Standard Penetration Test "N' values. Factoring should be considered as noted in Sections 5.2 and 5.3. Footing dimensions should be in accordance with the minimum requirements of the Alberta Building Code 1997 (Section 9.15.3 Footings).

Bearing certification is recommended to ensure that the footings are placed on competent native soils. If fill materials are encountered at footing level, or if softer soils are noted, recommendations may be provided to lower the footing elevations to below the fill layer, to found the footings on native soils or to widen the footings within softer, native clay areas. This should be a field detertnination at the time of bearing observation.

It is recommended that a smooth edge-trimming bucket or Grade-All be used for final excavation to the foundation subgrade elevation to minimize disturbance of the founding soils. The foundation concrete should be placed immediately following excavation to ensure the bearing medium plastic clay does not dry out below the Plastic Limit. If isolated areas of sand are encountered at foundation !eve~ the sand should not be disturbed and should be immediately covered with a mud slab.

The anticipated foundation soils are generally of medium plasticity and as such, are prone to volume changes (both heave and settlement) with varying moisture content. Therefore, a pertnanent weeping tile system is also recommended around the outside perimeter of all structures at the lowest foundation elevation to maintain a consistent moisture profile of the founding soils. This will reduce the potential of differential movement (heave or settlement) of the foundations. Below grade drainage is also recommended in order to avoid the complications associated with groundwater adjacent to below grade walls or underlying the lower floor slab.

Settlement of footings designed and constructed in accordance with the above recommendations should be well within the normally tolerated values of 25 mm total and 15 mm differential

Recommendations for minimum depth of cover for footings are presented under the heading 'Frost Protection' below. Further recommendations regarding shallow foundations are given in Appendix C

5.4.2 Concrete Mat or Raft Option If a concrete mat or raft alternative is to be considered for the building foundations, they should be considered as shallow foundations and additional guidelines are provided in Appendix C of this report.

The ultimate bearing pressure for the design of such concrete mats or rafts may be taken as 900 kPa, with the assumption that mats or rafts would be reserved for the deeper levels

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only. An ultimate modulus of sub grade reaction of 150 MPa/ m may be used for calculation of the bending moments and shear force distribution in the raft or mat.

5.5 DYNAMICALLY CAST·IN·PLACE CONCRETE PILES In consideration of the soil and groundwater conditions encountered on this site, a deep foundation system comprising dynamically cast-in-place concrete (compacto or Frankt) piles is presented as a foundation option for this development. As noted, this option will avoid the complications associated with isolated sand layers.

Dynamically cast-in-place piles, founded in the lower clay till may be designed to resist axial compressive loads based on criteria provided below. Dynamically cast-in-place piles should have an overall length below pile cut-off of not less than 6.0 rn and a shaft diameter of not less than 400 mm. In areas where consideration is given to a below grade level, care will be needed to ensure that piles located within an influence area of 45° from the base of the below grade level (including deep utility boxes) are installed to the same depth as the piles for the below grade leveL This is to ensure that disttnbance of the soil surrounding the circumference of the pile above the base of excavation does not impact the load carrying capacity of the pile.

Recommended design parameters for base construction of dynamically cast-in-place piles are as follows. In general, 0.15 rn3 per bucket has been assumed and the blows per bucket indicated are considered to be the minimum required.

Recommended ultimate design capacities for various base constructions of dynamically castin-place piles are as follows. Factoring is recommended, as noted in Sections 5.2 and 5.3. In general, 0.15 m3 per bucket has been assumed and the blows per bucket indicated are considered to be the minimum required.

• 400 mm shaft diameter

• 135 kj per blow

1 Bucket Base 2 Bucket Base Achieved

•

•

Achieved (Blows/Bucket)

25

500 mm shaft diameter

200 kJ per blow

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3 Bucket Base Achieved Maximum Ultimate (Blows/Bucket) Load(kN)

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1 Bucket Base 2 Bucket Base Achieved Achieved (Blows/Bucket)

(Blows/Bucket)

25 18

600 mm shaft diameter

250 kJ per bucket

1 Bucket Base 2 Bucket Base Achieved Achieved (Blows/Bucket)

(Blows/Bucket)

25 18

3 Bucket Base Achieved (Blows/Bucket)

12

3 Bucket Base Achieved (Blows/Bucket)

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Maximum Ultimate Load (kN)

3,000

Maximum Ultimate Load (kN)

3,800

If the required blow count for the base cannot be achieved at the specified elevation, the pile should be driven deeperto where soil has adequate strength to obtain the required blow count. Alternatively, the contractor may present an option to increase the size of the pile's bulbous base. For pile groups or piles on close proximity ( <6 pile diameters) all piles must be founded at the same elevation. The contractor should be aware that some field adjustment of pile lengths may be required. Perched groundwater within sand seams in the clay till is expected. Therefore, it is critical that when the plug is being driven out of the tube prior to forming the bulb that a minimal quantity of concrete or gravel be retained within the steel casing. Otherwise groundwater or native soils may intrude into the casing. Monitoring of the pile installations by geotechnical personnel is recommended to ensure proper procedures and techniques are being employed by the piling contractor.

EBA (or the foundation design engineer) should be notified if relatively large uplift loads are required for certain piles in some areas of the structure. It is generally recommended to disregard any influence of the pile bulb and to consider only shaft friction when calculating the pile uplift capacity. Therefore, the pile lengths in uplift would have to be designed accordingly. Further recommendations can be provided for the design of tension piles if requested.

It is recommended that prior to construction EBA be given the opportunity to review all details of the design and technical specifications submitted by the contractor, relating to the dynamically cast-in-place, expanded base piles. Past experience has shown that this review may prevent inconsistencies, poor performance, and! or increased costs that may lead to disputes.

Further limitations regarding this foundation type are presented in Section 9 .0.

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5.6 BORED CAST·IN·PLACE CONCRETE PILES


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Bored cast-in-place concrete piles, installed through the lacustrine clay layers and sand layers, within native clay till may be designed to resist axial compressive loads on the basis of the ultimate skin friction and end-bearing parameters given below. Factoring is recommended as noted in Sections 5.2 and 5.3. End-bearing should not be used for small diameter (less than 7 60 mm base diameter) piles because of the difficulties associated with ensuring a clean base. End-bearing may only be considered in the design of belled piles if facilities are available during construction for adequate cleaning of the pile base.

Straight shaft bored piles should have a minimum diameter of 400 mm plus a minimum length of 6 m. It is noted that wet sand layers were encountered. The piling designer and/ or contractor should take this into account during pile design consideration. Under reaming to form belled piles may be considered for piles with shaft diameters of 400 mm or greater, and where formation of the bell is within competent clay till soils to prevent sloughing of the under ream.

Static ultimate design parameters for skin friction and end-bearing are as follows.

Depth Below Final Grade Ultimate Skin Friction Ultimate End-bearing

(m) (kPa) (kPa)

0-1.5 0 N/A 1.5-7.0 40 N/A

Below7.0 60 1050

A minimum ratio of depth of cover versus the bell diameter (D/B) of 2.5 has been assumed to determine the above end-bearing pressure. Should less cover be provided, the bearing pressure should be reduced. Minimum bell diameters should be twice the shaft diameter.

Casing should be on hand before drilling starts and used if necessary to seal off water and! or prevent sloughing of the hole. In the present site conditions it is anticipated that casing use will be required in some areas, due to the sand layers encountered and somewhat difficult piling conditions are possible, where sand is encountered However, the piling contractor should make his own estimate of casing requirements, considering such factors as construction procedures and bore diameter.

5.7 BELOW GRADE STRUCTURES

5.7.1 Below Grade Slabs Slabs-on-grade construction for a below grade component may be considered providing certain precautions are undertaken. All excavation should be carried out remotely using a smooth-mouth bucket or Grade-All at final grade in order to minimize disturbance of the base.

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Below grade floor slabs should be supported by a minimum of 150 nun compacted, clean, free-draining granular material. The intent of the clean, washed gravel is to provide a capillary break to reduce moisture migration. The under-slab granular should also be drained into the building's foundation drainage system A good quality vapour barrier is also recommended

The soils at the proposed subgrade elevation consist of moist, medium plastic clay and clay till. These soils have some potential for differential movement due to changes in soil moisture content causing swelling of the clays. As such, slabs-on-grade should be separated from bearing members to allow some differential movement, in the order of 2 mm If differential movement is unacceptable, a structurally supported floor system may be considered

Constructing the slab-on-grade as follows may reduce the potential for subgrade movements. Where subject to weathering or disturbance by mechanical equipment, the exposed subgrade should be scarified for a minimum depth of 300 mm, moisture conditioned to a range of optimum to 2% over optimum and compacted to a minimum of 98% of Standard Proctor maximum dry density (SPD). If the subgrade is not allowed to dry out below the plastic limit, subgrade preparation may not be required. This should be a field decision at the time of construction.

If required, any general engineered fill needed to bring the slab-on-grade area to design subgrade elevation should be uniformly moisture conditioned to between optimum and 2% over optimum moisture content. The minimum compaction should be 98% of SPD.

The prepared subgrade beneath slabs-on-grade should be protected at all times from moisture or exposure which may cause softening or desiccation of the subgrade soils. This applies during and after the construction period (and before and after replacement of the required engineered fill). Should the exposed surface become saturated or desiccated, it should be reworked to achieve the above moisture and density standards.

It is recommended that the exposed subgrade be observed prior to backfilling and the finished subgrade observed prior to granular fill or slabs-on-grade placement by a qualified geotechnical engineer.

General recommendations regarding floor slab construction are also presented in AppendixC

5. 7.2 Below Grade Walls All below grade walls should be designed to resist lateral earth pressures in an "at-rest" condition. This condition assumes a triangular pressure distribution and may be calculated using the following expression (unfactored).

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y

H

q


14

lateral earth pressure "at-rest" condition (no wall movement occurs at a given depth) co-efficient of earth pressure "at-rest" condition (use 0.5 for cohesive backfill and 0.45 for sand and gravel backfill) bulk unit weight of backfill soil (use 19 or 21 kN/ m3 for cohesive or granular backfill, respectivelJ? depth below final grade (m)

surcharge pressure at ground level (kPa)

Hydrostatic pressures may not need to be considered in the wall design, provided a below grade weeping tile system is installed at the lowest wall elevation and appropriately tied into the on-site drainage system (Section 5.10).

Backfill around concrete walls should not conunence before the concrete has reached a minimum two-thirds of its 28-day strength and the walls should be laterally braced. Only hand operated compaction equipment should be employed within 600 nun of the concrete walls. Caution should be used when compacting backfill to avoid high lateral loads caused by excessive compactive effort. A compaction standard of 95% of Standard Proctor maximum dry density (SPD) is reconunended. To avoid differential wall pressures, the backfill should be brought up evenly around the walls.

5.8 FLOOR SLABS-ON-GRADE Construction of floor slabs-on-grade for this project (at upper levels, outside of parkade areas) must consider the following precautions and construction recommendations.

The native soils at the anticipated subgrade elevation consist of damp to moist, medium plastic clay soils. These soils have a potential for differential movement due to changes in soil moisture content causing heaving or swelling in the order of 30 mm. Slabs-on-grade should be separated from bearing members to allow some differential movement. If differential movement is unacceptable, the owner should consider a structurally supported floor.

Constructing the slab-on-grade as follows should reduce the potential for subgrade movements. In all areas beneath slabs-on-grade any organic topsoil and other deleterious matter should be removed. The exposed clay subgrade should be scarified for a minimum depth of 300 nun, moisture conditioned to a range of optimum to 2% over optimum and compacted to a minimum of 98% of Standard Proctor maximum dry density (SPD). The prepared sub grade should be proof-rolled and any soft or loose pockets detected should be over-excavated and replaced with general engineered fill.

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As required, any general engineered fill materials needed to bring the slab-on-grade area to design subgrade elevation should be unifonnly moisture conditioned to between optimum and 2% over optimum moisture content. Material requirements for general engineered fill materials are provided in Subsection 5.14. The minimum compaction should be 98% of SPD.

A levelling coun;e of clean well graded crushed gravel, at least 150 mm in compacted thickness, is recommended directly beneath the slabs-on-grade unless a thicker coun;e is required for structural purposes. The prepared subgrade beneath slabs-on-grade should be protected at all times from moisture or exposure which may cause softening or desiccation of the subgrade soils. This applies during and after the construction period (and before and after replacement of the required engineered fill). Should the exposed surface become saturated or desiccated, it should be reworked to achieve the above moisture and density standards.

It is recommended that the exposed subgrade be observed prior to backfilling and the finished subgrade observed prior to granular fill or slabs-on-grade placement by a qualified geotechnical engineer.

The slab subgrade should be sloped to provide positive drainage to the edge of the slab. A minimum drainage gradient of 0.5% is recommended.

For slab design in flexure, an ultimate sub grade modulus of 751v1Pal m may be assumed.

Recommended procedures for proof-rolling and backfill materials and further recommendations for slabs-on-grade construction are included in Appendix C

5.9 STRUCTURAL SLABS If movements of a grade supported slab are not tolerable, the slabs may be totally structurally supported. However, with structurally supported floor slab systems, there is a risk of ground movement relative to the slab. This relative movement can lead to problems if piping and other utilities that are connected to the slab are embedded within the ground beneath the slab. Utilities beneath structurally supported ground floor slabs should be protected from differential movement by placing utilities within boxes suspended from the structural slab. In addition, a void form is recommended below the floor slab in order to prevent transfer of uplift pressures due to swelling clay soil.

5.10 FOUNDATION DRAINAGE REQUIREMENTS It is recommended that a weeping tile and sump system around the outside perimeter of the buildings be constructed at the base of the footings and/ or at the lowest foundation level to maintain a relatively consistent moisture profile of the subgrade soils. The weeping tile system should consist of a perforated weeping tile in tum surrounded with a minimum of 150 mm thick blanket of washed rock (maximum size 20 mm) with the washed rock wrapped in non-woven geotextile. The weeping tile should have a minimum 0.2% slope leading to a sump or storm sewer utility.

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In addition, for the parkade, under slab drainage is reconunended in the form of weeping tiles spaced at a minimum lateral spacing of 6 m.

5.11 FROST PROTECTION For protection against frost action, perimeter footings in heated structures should be extended to such depths as to provide a minimum soil cover of 1.4 m. Isolated or exterior footings in unheated structures should have a minimum soil cover of 2.1 m unless provided with equivalent insulation.

All piles in unheated areas should have full depth steel reinforcement and should be drilled to a minimum depth of 6 m. Grade beams spanning concrete piles should have a minimum 100 mm void space on the underside of the grade beam and around the pile caps to reduce the risk of interaction with the underlying soil, associated with frost heaving and/ or swelling soils.

Pipes buried with less than 2 m of soil cover should be protected with insulation to avoid frost effects that might cause damage to or breakage of the pipes. Rigid insulation placed under areas subject to vehicular wheel loadings should be provided with a minimum thickness of 600 mm of compacted granular base.

5.12 SEISMIC DESIGN The Site Oassification recommended for Seismic Site Response is Oassification D, as noted in Table 4.1.8.4.a of the National Building Code of Canada (NBCQ 2005.

5.13 SITE GRADING It is recommended that final site grading be provided to direct water to areas away from the proposed building footprints. Parking lots, sidewalks, or hard landscaping within a zone of approximately 2 m of the exterior perimeters of buildings should be graded to drain away from the buildings at a minimum gradient of 2.5%. Minimum landscape gradients of 5% are recommended around the building perimeters to reduce the risk of runoff ponding in localized areas. Hard surfaced paved areas should have a minimum gradient of 1%. Downspouts should be positively directed away from the buildings and should discharge on splash blocks extending as far as practical beyond the perimeter of the structures, or directed into a storm drainage system.

5.14 BACKFILL MATERIALS AND COMPACTION The existing site soils comprising predominantly medium plastic clay, sand and clay till are suitable for use as 'landscape fill' materials whereas only clean, cohesive soils consisting of medium plastic clay and clay till are suitable for use as 'general engineered fill' materials, as defined in Appendix C Any deleterious materials encountered should be removed from the site. Any silt or sand soils encountered should be placed within landscaped areas only.

The moisture content of the upper site soil materials is expected to be variable with respect to the estimated oprimum moisture contents for these materials. It is anticipated therefore,

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that moisture conditioning will be required at the site for proper backfill placement. The earthwork contractor should make his own estimate of the requirements for moisture conditioning to the recommended standards and should consider such factors as weather and construction procedures.

General engineered fill materials in all building areas and for trenches should be moisture conditioned to within a range of optimum to +2% of the optimum moisture content prior to compaction and compacted to a minimum of 98% of SPD. A compaction standard of 95% of Standard Proctor maximum dry density (SPD) is recommended for outer building wall backfill at the above moisture standard.

For paved areas the moisture conditioning should be within -1% of optimum to +1% of the optimum moisture content prior to compaction (98% of SPD).

Further recommendations regarding backfill materials and compaction are contained in AppendixC

5.15 EXCAVATIONS AND TRENCH BACKFILL Excavations should be carried out in accordance with the Alberta Occupational Health and Safety Regulations.

Excavations in stiff clay soil which are to be deeper than 1.5 m should have the sides shored and braced or the slopes should be cut back not steeper than 1.0 horizontal to 1.25 vertical for periods up to one month. Where excavations are open for longer than one month, the slopes should be cut back so they are not steeper than 1.0 horizontal to 1.0 vertical. Where sand is encountered, the slopes will have to be cut flatter, as determined by experienced personneL

In consideration of the groundwater levels noted, groundwater seepage is not expected to be significant for excavations less than 3 m in depth. For deeper excavations, trace amounts of seepage is possible within clay soils, with increasing amounts in sand soils. Seepage (if encountered) should be directed towards sumps for removal from the excavation where necessary. However, standard construction dewatering equipment should be suitable.

Temporaty surcharge loads, such as spill piles, should not be allowed within a distance from an unsupported excavation face equal to the depth of the excavation while mobile equipment should be kept back at least 1.0 m. All excavations should be checked regularly for signs of sloughing, especially after rainfall periods. Small earth falls from the sideslopes are a potential source of danger to workmen and must be guarded against.

Trenches must be backfilled in such a way as to minimize the potential differential settlement and/or frost heave movements. A minimum density of 95% of SPD is recommended for all trenches, with the exception of the top 600 rnm, which should be generally compacted to 98% of SPD (unless specified otherwise in this report).

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The moisture standard should be as noted in the previous section. The compacted thickness of each lift of backfill shall not exceed 150 mm. The upper 1.5 m of service trenches should be cut back at a maximum slope of 1 horizontal to 1 vertical to avoid an abrupt transition between backfill and in siru soil. The compacted moisture content should be as specified for the various areas descnbed in this report.

It should be noted that the ultimate performance of the trench backfill is directly related to the unifonnity of the backfill compaction. In order to achieve this unifonnity, the lift thickness and compaction criteria must be strictly enforced

General recommendations regarding construction excavation, backfill materials and compaction are contained in Appendix C

5.16 CONCRETE TYPE The water soluble sulphate content of four representative soil samples recovered from the site (detennined in a laboratory} are 0.18, 0.34, 1.10 and 1.24%. Therefore, based on EBA's experience and Q;A A23.1-04, the recommended concrete exposure classification for general usage should be Gass S-2 (CSAA23.1-04, Table 3). For this exposure classification, alternatives include the usage of Type HS (Sulphate Resistant) Portland cement, or blends of cement and supplementary cementing materials, confonning to Type MSb and! or Type HSb cements (QiAA3001-03).

For all concrete exposed to soil and! or groundwater (i.e., including all building foundation concrete, all below grade concrete, and surface works concrete), a maximum water/cementing materials (W/CM) ratio of 0.45 is recommended. Based on EBA's experience with Alberta aggregates, a W/CM ratio of 0.45 normally corresponds to a 28-daycompressive strength of 28 MPa or greater (32 MPa at 56-days).

Air entrainment of 4 to 6% by volume is recommended for all concrete exposed to freezing temperatures, native soils and! or groundwater. This should be increased to 5 to 7% for exterior flatwork

5.17 PAVEMENTS The following preliminary design for pavement sections is provided for this development. Car and light-truck usage only has been assumed for parking areas. Delivery truck and garbage disposal truck traffic has been assumed for the access ways for the proposed development, typical for a commercial development of this type in this area. If it is not possible to restrict heavy truck traffic to designated areas, then the heavy duty structure should be extended to all areas. EBA recommends a review of the pavement section be undertaken once final traffic loading conditions and the functional aspects of the traffic areas are known.

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MATERIAL TYPE

Surface Course Asphalt Concrete (Type Til)*

Base Course Asphalt Concrete (Type II)*

Granular Base Course*

DESIGN PAVEMENT SECTION

LIGHT·DUTY

PARKING AREAS

(mm)

75

-

200


19

ACCESS WAYS AND UNLOADING AREAS

(mm)

50

60

300

* Gm-ent City of Lethbndge Transportation Detailed Engmeenng Standards

The above recommended pavement layer thiclmesses generally refer to average values and recognize typical construction variability. As constructed layer thiclmesses should satisfy the thiclmess tolerances identified in the City of Lethbridge Engineering Standards for granular materials and asphalt concrete.

As a special note, if it is necessary to design interior roadways/ accesses to

City of Lethbridge street standards (e.g., local or collector), then this requirement would dominate over the above recommendations. The design requirements for development are unknown at this time. A traffic impact study would be required in order to determine the most appropriate pavement section in this case, which is outside of EBA's scope of work

In loading aprons, refuse collection pads, and other areas where truck loading is concentrated, Portland cement concrete pavement should be constructed with a minimum thiclmess of 180 mm. The concrete pavement should include sawed or pre-formed joints to one quarter the depth of the slab at a maximum spacing of 4.5 min each direction for shrinkage crack control.

Subgrade support for pavements generally consists of stiff to very stiff, damp to moist, silty clay soils to a general thiclmess of greater than 3.0 m. It should be recognized that the consistency of these materials, groundwater, site drainage, weather conditions, or other factors could impact the constructed subgrade support characteristics.

Following removal of the topsoil materials, the upper 300 mm of native clay soils should be scarified, uniformly moisture conditioned to between minus 1% of optimum and 2% over optimum moisture content and uniformly recompacted to a minimum of 98% of SPD. Backfill to bring these areas to subgrade level should be general engineered cohesive fill materials, as defmed in Section 5.14. The subgrade should be prepared and graded to allow drainage to the catchbasins or property boundaries. Proof-rolling of the prepared surface is recommended to identify localized soft areas and for an indication of overall subgrade support characteristics.

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It is imperative that positive surface drainage be provided to prevent ponding of water. Recommended minimum grades of 1.0% should be used in hard surfaced areas. Surrounding landscaping should be such that runoff water is prevented from ponding beside paved areas in order to avoid softening and premature failure of the pavement surface.

All asphalt paving lifts should be compacted to a minimum of Marshall design density, as per current City of Lethbridge Transportation Detailed Engineering Standards. Additional recommended guidelines for design and construction of pavement structure are presented in Appendix C of this report.

6.0 STORMWATER POND DEVELOPMENT

6.1 GENERAL It is understood that a stormwater management facility is proposed for this development, with the initial concept shown on Figure 1.

Based on EBA's understanding of a typical stormwater management facility design, portions of such facilities would be considered to be a 'dty pond' and would have a relatively shallow base elevation below final ground surface. The remainder of the pond, perhaps the majority of the subject pond, would be a 'wet pond' which would retain water throughout the year. The facility will provide overland stormwater storage for this area in accordance with municipal regulations.

In the preparation of the recommendations provided in this report for the geotechnical aspects of design and construction of the facility, EBA reviewed pertinent sections of the "Stormwater Management Guidelines for the Province of Alberta'', dated Januaty 1999 and prepared by the Municipal Program Development Branch of Alberta Environmental Protection (known now as Alberta Environment (AENV)). Detailed recommendations for the design and construction of this facility are provided in subsequent sections.

6.2 FACILITY DESIGN As discussed in the previous sections, the subsurface stratigraphy of the proposed site is considered to consist of surficial deposits consisting of lacustrine clay and sand, overlying glacial deposits.

For pmposes of discussion of the site soils with regards to containment, the clay soils will most likely comprise the majority of the clay liner. However, the soils below the proposed pond inverts may consist of clay till, with various inclusions of thin sand seams. Thus, a clay liner is critical to reduce preferential paths for groundwater seepage into the substrata.

In consideration of the above-noted factors, the utilization of the site soils in their native state is not recommended because of the potential loss of containment. For this development, it is recommended that the site clay soils be reworked into a low permeable, compacted clay liner to provide the required containment. With this option, some loss of

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containment is still possible (as with any eanh retention structure). However, the recommendations presented herein are intended to limit seepage losses to an acceptable level, consistent with current industry standards and furthermore, to reduce the influence of groundwater mounding under the pond on the stability of the adjacent slopes.

Alternate liner types, such as synthetic membranes, are suitable but are not addressed in this evaluation. They may provide additional protection against leakage but are substantially more expensive.

It is recommended that above the normal water level, the sideslopes are to be 5 horizontal to 1 vertical (SH:lV). Below the normal water !eve~ the sideslopes are recommended to be at approximately 3H:1V in predominately cohesive soils. For this configuration, assuming the embankment between the normal water level and high water level is constructed with an engineered clay liner (as recommended in this report), the potential for erosion from wave action should be considered Slope protection consisting of rip-rap designed for potential wave erosion or other means should be given consideration. The use of a filter fabric median between the native soils and rip-rap is also recommended Design recommendations for this protection are beyond the scope of this report.

For the assessment of clay liner suitability, one laboratoty constant head permeability test was conducted on a remoulded sample of the composite clay soils obtained within the top 3.0 m below ground level {to model that excavated from within the pond footprint and proposed for use as a clay liner). The sample was compacted to approximately98% of SPD at a moulding moisture content of approximately the optimum moisture content (OMQ for the soil sample. The results of the laboratoty testing indicate a measured, steady state permeability (K.) of 1.61E-08 em/ sec. Therefore, the design field liner permeability assumed for the remoulded clay soil is 1.61E-07 em/ sec. (one order of magnitude larger than the laboratory K value).

Based upon the site soil conditions and the above noted permeability value, it is recommended that the thlclmess for the remolded clay liner be 0.6 m along the base of the wet pond and 1.0 m along the sidewalls up to design operation water elevation (minimum recommended).

A liner thlclmess of 0.3 m may be given consideration for base liners in other areas which will only occasionally be below water. This thlclmess accounts for the potential of desiccation of the upper 0.2 m during the initial periods when the dry pond is empty. It also accounts for potential disturbance during storm events and to facilitate access during periods of maintenance.

The following discussions and recommendations pertain to the pond construction, including the construction of a low permeability compacted clay liner.

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6.3.1 General Base Preparation

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Following stripping of any organic materials within the development area, the containment basin area should be over-excavated beneath the proposed invert elevation in order to allow sufficient thickness of compacted clay base liner. The soil within the base of the excavation should then be scarified to a minimum depth of 300 mm, moisture conditioned to between -1% and +2% of optimum moisture content, and recompacted to a minimum of 98% ofSPD.

The basin sidewalls in the cut areas (up to high water Ieven should also be over-excavated a sufficient amount to allow the construction of a compacted clay liner with the exposed subgrade scarified, moisture conditioned, and compacted as noted above.

Monitoring of excavated soils within the pond footprint is recommended so that unsuitable materials, such as low plastic silts or cohesionless sands, are incorporated only in general landscape areas (above HWL) where low permeability is not a requirement. Soil separation will be required, so that all excavated cohesive soils, deemed suitable for liner construction are separated form the cohesionless silt and sand soils.

The composition and consistencies of the soils encountered on the property are such that conventional hydraulic excavators should be able to remove these materials. Cobbles and boulders may be present within the clay till matrix, albeit infrequently. General recommendations regarding backfill materials and compaction as well as construction excavations are given in Appendix C

Full time monitoring is recommended by suitably qualified persons, independent of the Contractor. One of the purposes of providing an adequate level of monitoring is to check that recommendations, based on data obtained at discrete borehole locations, are relevant to other areas of the site.

6.3.2 Remolded Clay Liner The following recommendations for the construction of remolded clay liners are based on compliance with Alberta Environment's publication, "Stormwater Management Guidelines for the Province of Alberta", dated January 1999. This publication does not specifically provide permeability recommendations for wet ponds, however, it does provide a guideline in Figure 6.10, Wet Detention Pond Plan Sections, for "suitable subgrade to prevent infiltration below permanent depth (Max= 1.2 m/Min = 0.6 m).

Recommendations for the pond base and sidewall preparation have been provided in the previous section. The plan dimensions of the excavation should exceed the final "toe to toe" interior basin dimensions to provide an overlap between the pond floor liner and berm or sideslope liner. The subgrade should be relatively level and proof-rolled to provide a good base for compacting the first liner lift to the specified density. Soft pockets that would prevent sufficient compaction of the liner must be over-excavated and replaced

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with compacted cohesive clay fill materials. In lieu of satisfying the compaction requirements, a geotextile fabric (such as Armtec 200) may be required on or about the elevation of any encountered soft subgrade, although this is not anticipated for the current site conditions.

Careful site observation and testing will be required to avoid incorporating low or nonplastic materials into the liner. It is recommended that materials with a liquid limit of less than 30 not be incorporated into the liner. However, low plastic clays, silt or sands not meeting liner requirements, may be used in the top areas of the embankments above HWL or outside the liner zones.

Based on the results of the field program, moisture conditioning of the clay liner materials will be required during liner construction. Appropriate methods of moisture conditioning should be reviewed with qualified construction personnel prior to final design of the liner system

Subsequent to the preparation of the pond floor, the excavated clay soils (liner borrow material) should be moisture conditioned to between -1% of the optimum and +2% over the optimum moisture content as determined by the Standard Proctor Test. Each lift should then be compacted to a minimum of 98% of SPD in lifts of maximum 150 mm compacted thiclmess to a total placed liner thiclmess of 0.6 m for the base, as recommended above.

A maximum "clod" size of 100 mm during moisture conditioning (prior to compaction) will produce a relatively uniform moisture content throughout the soil matrix and a relatively homogenous compacted soil structure. The size of the "clods" can be controlled with agricultural equipment such as a disk. As far as practical, the liner should be built up in a uniform fashion over the containment basin area, in order to avoid sections of "butted fill" where seepage paths may develop. Compaction should be carried out utilizing "lmeading" type compaction equipment such as vibratory padfoot or sheepsfoot type compactors. Completed liner areas should have the surface smoothed by a vibratory smooth drum roller.

Sideslope liners in "cut" areas should have a minimum thiclmess (petpendicular to the slope face) of 1.0 m, as noted. The cohesive materials for the sideslope liners should be moisture conditioned and compacted as indicated above for the pond bottom.

If a lift of liner soil is allowed to become dry and desiccated prior to the placement of the next lift, the exposed surface should be scarified, re-moisture conditioned, and recompacted. Prior to pond filling and during maintenance periods when the pond is empty, the pond bottom should be prevented from drying out beyond 0.2 m as accounted for in the design liner thiclmess.

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24

All materials and construction should meet the current Gty of Lethbridge Engineering Standards or equivalent. General design and construction guidelines are provided in Appendix C, under the following supplemental headings.

0

0

0

0

0

0

0

Shallow Foundations

Construction Excavations

Backfill Materials and Compaction

Dynamically Cast-In-Place Concrete Piles

Bored Cast-In-Place Concrete Piles

Proof-Rolling

Pavements

These guidelines are intended to present standards of good practice. Although supplemental to the main text of this report, they should be interpreted as part of the report. Design recommendations presented herein are based on the premise that these guidelines will be followed The design and construction guidelines are not intended to represent detailed specifications for the worll:s although they may prove useful in the preparation of such specifications. In the event of any discrepancy between the main text of this report and Appendix C, the main text should govern.

8.0 REVIEW OF DESIGN AND CONSTRUCTION EBA should be given the opportunity to review details of the design and specifications, related to geotechnical aspects of this project, prior to construction.

Foundation installation should be monitored by qualified geotechnical personnel during construction. EBA will provide these services, if requested

9.0 LIMITATIONS Recommendations presented herein are based on a geotechnical evaluation of the findings in thirty-one geotechnical boreholes. The conditions encountered during the fieldwork are considered to be reasonably representative of the site. If, however, conditions other than those reported are noted during subsequent phases of the project, EBA should be notified and given the opportunity to review our current recommendations in light of new findings. Recommendations presented herein may not be valid if an adequate level of monitoring is not provided during construction.

This report contains technical information that pertains to consideration of dynamically cast-in-place, expanded base piles as a possible foundation system for the project under consideration. This information is provided as an aid to selecring the most appropriate structural solution from the alternatives that may be practical. EBA does not intend that

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this infonnation be used for any other pmpose, including subsequent expanded base pile design for this specific project.

Expanded base pile installation, which is undertaken by a qualified contractor, is to be based on design parameters that are provided by a design professional retained by the contractor. The piling contractor and its 'design professional' shall not rely on any part of this report in developing the pile design parameters, except that the contractor and its design professional may rely on the quality of the geotechnical engineering infonnation that has been provided in the report by EBA The contractor and its design professional shall make their own assessment to the adequacy of the quantity of site specific detail that has been provided, and shall be safely responsible for procuring additional site infonnation if they deem it necessary.

This report has been prepared for the exclusive use of the D.A Wart Consulting Group Ltd., and their agents, Alvin Reinhard Fritz Architect Inc., for specific application to the development described in Section 2.0 of this report. It has been prepared in accordance with generally accepted soil and foundation engineering practices. No warranty is either expressed or implied.

For further limitations, reference should be made to the Genetal Conditions in Appendix A of this report.

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We trust this report satisfies your present requirements. We would be pleased to provide further information that may be needed during design and to advise on the geotechnical aspects of specifications for inclusion in contract docwnents. Should you require additional information or monitoting services, please do not hesitate to contact our office.

Respectfully submitted, EBA Engineeting Consultants Ltd.

Prepared by: Nana Addo, E.I.T. Project Engineer

/sdt

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Reviewed by: JA (Jim) Ryan, MEng., P.Eng. Project Director

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FIGURES

LEGEND

-- - - -- SITE BOUNDARY

~BH# BOREHOLE LOCATION

0 50 100 150m

~ IIIIIH I ••••• SCALE 1:3000

Alvin Reinhard Fritz Architect Ltd.

EBA Engineering Consultants Ltd. 2008

"" 0 Figure 1

0 50 100 150m

..... I I Ill I I I SCALE 1 :3000

LEGEND

- - - - SITE BOUNDARY

w m PARKADEAREA

Alvin Reinhard Fritz Architect ltd.

.,.,.. EBA Engineering ~ Consultants Ltd. VV'-'1

Figure 2

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APPENDIX APPENDIX A GEOTECHNICAL REPORT- GENERAL CONDITIONS

GEOTECHNICAL REPORT- GENERAL CONDITIONS

This report incorporates and is subject to these "General Conditions".

1.0 USE OF REPORT AND OWNERSHIP

This geotechnical teport pertains to a specific site, a specific development and a specific scope of work. It is not applicable to any other sites nor should it be relied upon for types of development other thao that to which it refers. Any variation from the site or development would necessitate a supplernent:u:y geotechnical assessment.

nus report and the recommendations contained in it are intended for the sole use ofEBA's client EBA does not accept any responsibility for the accutacy of any of the data, the analyses or the recommendations contained or referenced in the report when the teport is used or relied upon by any party other than EBA's client unless otherwise authorized in writing by EBA. Any unauthorized use of the report is at the sole risk of the user.

ibis report is subject to copyright and shall not be reproduced either wholly or in part without the prior, written permission of EBA. Additionsi copies of the report, if required, may be oblllined upon request.

2.0 NATURE AND EXACTNESS OF SOIL AND ROCK DESCRIPTIONS

Classification and identification of soils and rocks are based upon commonly accepted systems and methods employed in professional geotechnical practice. This report contains descriptions of the systems and methods used Where deviations from the system or method prevail, they are specifically mentioned

Oassification and identification of geological units are juclgmenm! in nature as to both type and condition. EBA does not warrant conditions represented herein as exact, but infers accuracy only to the extent that is common in practice.

Where subsurface conditions encountered during development are different from those described in this teport, qualified geotechnical personnel should revisit the site and review recommendations in light of the actual conditions encountered.

3.0 LOGS OF TESTHOLES

The testh61e logs are a compilation of conditions aDd classification of soils and rocks as oblllined from field observations and laboratory testing of selected samples. Snil and rock zones have been interpreted Change from one gcological20ne to the other, indicated on the logs as a distinct line, can be, in fact, transitional. The extent of transition is interpretive. Any circumstance which requires precise definition of soil or rock zone transition elevations may require further investigation and review.

T&:CC I 1 'doc:

4.0 STRATIGRAPHIC AND GEOLOGICAL INFORMATION

The stratigtaphic and geological information indicated on dtawings conlllined in this report are inferred from 1"8' of test holes and/ or soil/rock exposures. Stratigtaphy is known only at the locations of the test hole or exposure. Actual geology and stratigtaphy between test holes and/or exposures may vary from that shown on these drawings. Natural variations in geological conditions are inherent and are a function of the historic environment. EBA does not represent the conditions illustrated as exact but recognizes that variations will exist Where knowledge of more precise locations of geological units is necessary, additional investigation and review may be necessary.

5.0 SURFACE WATER AND GROUNDWATER CONDITIONS

Surface and groundwater conditions mentioned in this report are those observed at the times recorded in the report. These conditions vary with geological detail between observation sites; annual, seasonal and special meteorologic conditions; and with development activity. Interpretation of water conditions from observations and records is judgmental and constitutes an evaluation of circumstances as influenced by geology, meteorology and development activity. Deviations from these observations may occur during the course of development activities.

6.0 PROTECTION OF EXPOSED GROUND

Excavation and construction operations expose geological materials to climatic elements (freeze/thaw, wet/dry) and/or mechanical disturbance which can cause severe deterioration. Unless otherwise specifically indicated in this report, the walls and floors of excavations must be protected from the elements, particularly moisture, desiccation, frost action and construction traffic.

7.0 SUPPORT OF ADJACENT GROUND AND STRUCTURES

Unless otherwise specifically advised, support of ground and structures adjacent to the anticipated construction and preservation of adjacent ground and structures from the adverse impact of construction activity is required.

-..... IIIII

8.0 INFLUENCE OF CONSTRUCTION ACTIVITY

There is a direct cotl'e.lation benveen construction activity and structural perfonnance of adjacent buildings and other insmllations. The influence of all anticipated construction activities should be considered by the contractor, owner, architect and prime engineer in consultation with a geotechnical engineer when the final design and construction techniques are kno\VD.

9.0 OBSERVATIONS DURING CONSTRUCTION

Because of the nature of geological deposits, the judgmenllll nature of geotechnical engiueering, as well as the potential of adverse circumstances arising from construction activity, observations during site preparation, excavation and construction should be cattied out by a geotechnical engineer. These observations may then serve as the basis for confirmation and/or alteration of geotechnical recommendations or design guidelines presented herein.

10.0 DRAINAGE SYSTEMS

Where tempo=y or permanent drainage systems are insllllled within or around a structure, the systems which 'Will be installed must protect the structure from loss of ground due to internal erosion and must be designed so as to assure continued perfunnance of the drains. Specific design delllll of such systems should be developed or reviewed by the g<otechnical engineer. Unless otherwise specified, it is a condition of this report that effective tempo=y and perrnaoent drainag< systems are required and that they must be considered in relation to project putpose and function.

11.0 BEARING CAPACITY

Design beariog capacities, loads and allowable stresses quoted in this report relate to a specific soil or rock type and condition. Construction activity and environmental circumstances can materially change the condition of soil or rock. The elevation at which a soil or rock type occurs is variable. It is a requirement of this report that structural elemeots he founded in and/ or upon geological materials of tbe type and in the condition assumed. Sufficient observations should be made by qualified geotechnical personnel during construction to assure that the soil and/or rock conditions assumed in this report in fact exist at the site.

12.0 SAMPLES

EBA will remin all soil and rock samples for 30 days after this report is issued. Further storage or ttansfer of samples can be made at the client's expense upon written request, otherwise samples will he discarded.

13.0 STANDARD OF CARE

Geotechnical Report General Conditions

2

Services performed by EBA for this report have heen conducted in a manner consistent with the level of skill ordinarily exercised by members of the profession curtenrly practising under similar conditions in the jurisdiction in which the services ate provided. Engineering judgement has been applied in developing tbe conclusions and/ or recommendations provided in this report. No warranty or guarantee, express or implied, is made concerning the test results, comments, recommendations, or any other portion of this report

14.0 ENVIRONMENTAL AND REGULATORY ISSUES

Unless stipulated in tbe report, EBA has not heen remined to investigate, address or consider and has not investigated, addressed or considered any environmental or regulatory issues associated with development on the subject site.

15.0 ALTERNATE REPORT FORMAT

Where EBA submits both electronic file and hard copy versions of reports, drawings and other project-related documents and dellverables (collectively tenned EBA's instruments of professional service), the Oient agrees that only the signed and sealed hard copy versions shall be considered final and legally binding. The hard copy versions submitted by EBA shall he the original documents for record and working putposes, and, in the event of a dispute or discrepancies, the hard copy versions shall govern over the electronic versions. Furthermore, the Client agrees and waives all future right of dispute that the original hard copy signed version archived by EBA shall be deemed to be tbe overall original for the Project

The Client agrees that both electronic file and hard copy versions of EBA's instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except EBA. The Client warrants that EBA's instruments of professional service will be used only and exacrly as submitted by EBA.

The Client recognizes and agrees that electronic files submitted by EBA have been prepared and submitted using specific software and hardware systems. EBA makes no representation about the compatibility of these files with the Client's current or future software and hardware systems.

-111111

L12101386

ISSUED FOR USE September 2008 --

APPENDIX APPENDIX B BOREHOLE LOGS

TERMS USED ON BOREHOLE LOGS

TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE GRAINED SOILS (major portion retained on 0.075mm sieve): Includes (1) cleen gravels end sends, and (2) silty or clayey gravals end sends. Condition Is rated according to relative density, as Inferred from laboratoJY or In situ tasts.

DESCRIPTIVE TERM RELATIVE DENSITY N (blows per 0.3m)

Vel}' Loose Oto20% Oto 4 Loose 20to40% 4to 10

Compact 40to75% 10to 30 Dense 75to90% 30to50

Vel}' Dense 90to 100% greater then 50

The number of blows, N, on a 51 mm O.D. split spoon sampler of a 63.5kg weight falling 0. 76m, required to drive the sampler a distance of 0.3m from 0.15m to 0.45m.

FINE GRAINED SOILS (major portion passing 0.075mm sieve): Includes (1) Inorganic and organic silts and clays, (2) gravelly, sendy, or silty clays, and {3) clayey silts. Consistency Is rated according to shearing strength, as estimated from laboratoJY or In situ tests.

DESCRIPTIVE TERM UNCONFINED COMPRESSIVE STRENGTH (kPa)

Slickensided Fissured

Laminated Interbedded Calcareous Well Graded

Poorly graded

VeJY Soft Soft Firm Stiff

Lesslhan25 25to 50 50 to 100 100 to 200 200to400 Very Stiff

Hard Greater Than 400

NOTE: Slickensided and fissured clays may have lower unconfined compre991Ve strengths than shown above, because of planes of weakne99 or cracks In the soli.

GENERAL DESCRIPTIVE TERMS

- having Inclined planes of weakness that are slick and glossy In appearance. - containing shrinkage cracks, frequently filled with fine sand or slit; usually more or

less vertical. - composed of thin layers of varying colour and texture. - composed of alternate layers of different soli types. - containing appreciable quantities of calcium carbonate. - having wide range In grain sizes and substantial amounts of lntennedlate particle

sizes. - predominantly of one grain size, or having a range of sizes with some lntennedlate

size missing.

~-------------------------~

MODIFIED UNIFIED SOIL CLASSIFICATION t

MAJOR DIVISIONS GROUP TYPICAL

CLASSIFICATION CRITERIA SYMBOLS NAMES

Well-graded gravels and gravel-Cu- D.JD,o Greater than 4

c "' GW i C,=J.%: .Q

~~ sand mixtures, little or no fines Between 1 and 3

"· -~ to X 10 .{gi) ~-m"Ui

"" Poorly graded gravels and gravel- o.O~~ "'""' GP Not meeting both criteria for GW ..J 8 ci sand mixtures, little or no fines (I)Cflw'5

;::.-il s 'i! ~-~ "'"' . 00

i a:02'2' AHerburg llmlts

·~ ,e-o Silty gravels, I.!>C!ll;s: Atterburg limits plot below ·A· line t~ "' GM ~--:l g. plotting in .,a

irl:t:ffi gravel-sand-silt mixtures .. l.!)(!laJI!! or plasticity index less than 4 hatched area are _,a '" -"' 1J, O· ~e ~t:z borderline

"'~ 3:ii: • classfficatlons 0 Clayey gravels, c

Atterburg limits plot above •g line Oc "' " GC ~ requiring use of Wo gravel-sand-clay mixtures & or plasticity index greater than 7 Z-o dual symbols

~.ll .. <;>" Well-graded sands and gravelly j ~~ ~ Cu = D.JO,. Greater than 6 .,e SW

"'* •• ~:g sands,little or no fines 15 ~~~ C,=J.%: Between 1 and 3

~lil ~~

~ 0~~ 10 X eo

Oc •• ... ::; "" g ... ""' Poorly graded sands and gravelly ~t~ = ti)'O_g SP Not meeting both criteria for SW sands, little or no fines -~. ~ ti ~ ...

0 0"· ~~~ " zoo ..,..,. ==" Atterburg limils "'"" ;;,s~ Atterburg limits plot below "A" line •• SM Silty sands, sand-silt mixtures plotting In ~0. ..,o£ -c "':r"' .. ,.. or plasticity Index less than 4 hatched area are ~.Q ot:"' ~:..

:§l~ :i3~ borderline

"' u. Atterburg limits plot above "A"Iine classifications

sc Clayey sands, sand--clay mixtures requiring use of or plasticity index greater than 7 dual symbols

"' ML Inorganic silts, very fine sands,

PLASTICITY CHART

~ rock flour, silty or clayey fine sands

-· " " ~~ Inorganic clays of low Ia medium For classlficaUon of flno-gralnod / ·• 0 :gO soils and fino fraction of coarse-

> z CL plasticity, gravelly clays, sandy grained soils. ·~ < a. .. " v clays, silty clays, lean clays U>o "' ::Jffi

~ •o

CH / =~ !::; Soils passing 425 ..,n

go ;;; OL Organic silts and organic silty clays ;!; Equatlon oi'A'Ifno: P 1 .. 0.73 (LL ·20) . .p-oz of low plasticity j:;M "'" z• " / -· ~::! Inorganic slits, micaceous or

,_ Cl

<;>!;" "' MH diatomaceous fine sands or 3" / wa ~ " silts, elastic silts .. CL MH

1&0H

i!;E 0 / ~"' "-a " :§m ..

~-~ ~ " 0 Inorganic clays of high ' ... z :2:5 CH ' MLtOL

0

"' plasticity, fat clays "' < 0

"' :3"~ 0 " " " " " " " " " .. o !::; e UQUIOUMIT ;;; "' Organic clays of medium

OH to high plasticity

HIGHLY ORGANIC SOILS PT Peat, muck and other highly *Based on the material passing the 3 ln. (75 mm) sieve organic soils tASTM Designation 0 2487, for Identification procedure see 02488

SOIL COMPONENTS OVERSIZE MATERIAL

FRACTION SIEVE SIZE DEFINING RANGES OF

Rounded or subrounded PERCENTAGE BY WEIGHT OF MINOR COMPONENTS

COBBLES 75 mm to 200 mm

PASSING RETAINED PERCENTAGE DESCRIPTOR BOULDERS > 200 mm

GRAVEL Not rounded coarse 75mm 19mm >35% ·and" fine 19 mm 4.75mm ROCK FRAGMENTS >75mm

21to35% "y-adjectlve" ROCKS > 0. 76 cubic metre in volume SAND

coarse 4.75mm 2.00mm 10 to 20% "some" medium 2.00mm 425""' fine 425f1m 75 ""'

>Oto 10% "trace"

~ SILT {non plastic) as above but or 75 "m CLAY {plastic) by behavior )

2046- Revised July 07.cdr

1: r.1 '""I. SITE n~11~1 CLIENT: CITY OF L~ 1 HtsKIU\:i~ Dl'>nl~t:T00- ~~_NO.

1 LOCATiON: I DRILL M~ 1 HUU: 150mm SOLID STEM AllGFR L 12'ov~-' 11

I CITY: LE1

1. ALBERTA :T :JIM RYAN I ELEVATiuN~49m

~dMPI , TYPE 1 DISTURBED v r sp-r- = ".cAsiNG 1 sHELBY ru~ • coRE

II. TYPE 1~ """~'u~NIIII!..:_•~."j_~~ P~EAIG~RAVE:':._Ll!ill~<ll=';n'l"~""-+iJ;~I~ GRO~UT _ _j~~~ D~RILLc~cu·~"h''"~":.t_l:::::::: SAND:___,-____,

0 1=--

C-1

1=-

C-2

=:..3

:..

::-4 :..

::-5 :..

::-6 1=-

C-7

e-. f:--8

e-. f:--9

e-. I=- 10

=--=- 11

=--=- 12

!=

e-. 13 !=-

e-. 14 1=

e- 15 e-.

SOIL DESCRIPTION

~~~i E ll=l ~ ~ 20 4 ··s,\"''I~~(N)I ,g I~ I ~ ~ ~ PLASTIC M.C. LIQUID •5~NC?hn ·· ·1~~ (k~: It ~ ~~~ ~ §) 20 40 60 80 ~.i~G~~~~ ~ iii

TOPSOIL ·dav. siltY. sandy, mois~brown, rools~ · · · · · · · · · · 1919.~

~'~~ ,~-~,. , ~-.,, · ~ ; ,. ::: : ~H i ' : : ••. _j_ j_:J•~J··!·······~ .. ~ lenses ~ 83 12 I·· ... ; .. ;. : :· :· '"

CLAV,gJ~~.d1:~pl~~tic,dark~~~~~~~ces,rav.e,l~~:'k;,el)' _ 84 I··. , : ; .. ... .. . ~ -~ <~ .: ... ) H·· 917.u.

sandlenses,whHe · X D2 18

I·· .. : : .; : : ·· ·· · ~-~· H· ~ .. :.) ·H-·1 "'""~

- .. .... -<< . • : • ~ • . :- I"'"·"-;

... stiff

... vel)' stiff

... hard

... thin silt lenses, high plastic day inclusions

- B5 9.5 ; ...... ). : ,.' ; i.ln<<n1 ~ B6 ... :... : ... ; .. :.... : • .; .. '··1 "'"·"-: ~ .: ~ ~~ 12 139 ,. je:;.:._;- : ·)···',--·'--1 ~·== ... :·c···:--·:···:- ..: 1- BB ! •• ; ••••• : •• ; •• ·: •• : ••• : ••• : ·•·.. • • • • 914.~

. . . . . ..:

~ ~: 12

14-9 J:~l:IITIIL: ~:::. :~: -: ;: ::: 1913-~ 1- B10

18 D5 I"" B11 1- B12

. L.LU.LL LU ... ,. :.-,,__ •·'· ) . . 1912.~ 15

14 :.:::H::U: :U tu:~. , :-~.: :1911.~ ~::.::t::r:r::l::l::\::::::·· ··•····~·-·:·· ······:::: :r:·I910.J

16.6 1 .. Lt~L., .. , ... ,..... .. . _:.. ., .. , ... , .. :.. ~

k-~ D6 24

1- B13 1 •• ;. • ••• •••••. • : : '• .: ••• >. 909.o.i I·····~· .. ; ..... ··: · ·~: .. i.j-J.;.. ..:

21.1 1-·:·:· ..... ; ..... ··: ........ ; .:. ~-·····~;·!·· 908.~ I·=··· ··<·· .. :. ~---~-:.;.~ :.: .. ~ ;.. ..: .... :· .; .. ~ .. \ .. ~ .. ' ... L ~ .. : .. Liil12is.\ .. ~ .. : .. 1907.~

14.2 It: . ..... : ... ;. : ..... ; .. ; .: .. : .. ~ .. : .. : .. ~ ... :.. ..:

~ B14 IX D7 21 ~ 815 1- B16

~

~ DB ill/275m

;;; 817

:"" B18

~ ~1~ ~/27Sm 18.7

1-l B20

... , .. ,.. . )·H···)· H··)···h-19o6.a.j . . . ... :- ...• ; .. _,.. • . . .. : ... : ... ; ... :. -1!11275 .. : ..• ; •• ;. • ..:

.. , ___ . ..LL L.LLL.L.t:L.19o5.~ •· ...... , ... ,. , .. •·· ··'···'· H···[· j··j··[··j·· ..:

~I D1C 38 ··: , .. _. . : ··:···:···'··i·-1904.~ I=- 16 ~Di~ End~o·ff~Bore~holle>~@!1c=5.7m~ _____ __;

~o seepag~ ~-C- Slotted PVC Pipe ln~taifed to 15.7m

Borehole Measured Dl)' on Aug. 14, 2008

~~~======~----------~ .: ..•.. =.... •··•··· : +; .. : ... ;.;. ~ . : .. ,. :...... ' ., .. '.. : .. L.; .. Iso3.o.ij

I=- 17 17.

.. : .. ; .. :. . ·'·· .: .. : .. :··· : : : ; I on?n

miPi:EriON DE ,~H/15.7m "'~ ~ EBA Engineering Consultants Ltd. IE JAR

1ot1 ""

PROJECT: GLOBAL SITE DEVELOPMENT CLIENT: CITY OF LETHBRIDGE PROJECT NO. - BOREHOLE NO. LOCATION: DRILL METHOD: 150mm SOLID STEM AUGER L12101386- OBBH002 CITY: LETHBRIDGE, ALBERTA PROJECT ENGINEER: JIM RYAN ELEVATION: 918.51m SAMPLE TYPE Ill DISTURBED [ZJ NO RECOVERY C8J SPT B A-CASING [ill SHELBYTUBE [I) CORE

BACKFILL TYPE Ill BENTONITE ~ PEA GRAVEL Ulll SLOUGH Q GROUT bS3 DRILL CUTIINGS~ SAND

0

::-1

::-2

:::-3

:::-4

:::-5

::-6

=:-7

=:-B

=:-9 1:

:- 10

SOIL DESCRIPTION

TOPSOIL -clay, silty, sandy, moist, dark brown, roots, organics CLAY- silty, some sand to sandy, damp, stiff, low to medium

plastic, l~ht brown, whtte preciptiates

... very mois~ h~h plastic day indysions

... soluble sulphate content= 3.64%@ 2.0 m

... sand lenses CLAY (TILL) -silty, some sand to sandy, damp to mois~ stiff,

medium plastic, dark brown, coal and oxide specks, sand lenses, white precip'rtates

... very stiff

... hard

... ~ ~

x ~ ~ ~ 1-

~ ~ ~ ~ 1-

tx ~

B1

B2

D1 83

B4

D2

B5

86

D3 B7

88

D4

B9

B10

D5 B11

B12

D6

813

1:- -~

11

19

20

18

37

34

=- 11 ~ D7 25 ... very stiff, thin silt lenses, h~h plastic day inclusions iii B15

:- -~6 =- 12 :- ... hard X DB ~/250m 1:- 13 :;;; B17

:- - B18

1:- 14 x D9 ~/225m iii B19

=- ... B20 :- 15

" E- f-----;;;;;;-;;n;;;;;=~.,.,;;:,---------f~'-'iD10 ;!)/225m :- 16 ~~=E=n=d~of~B=o~re=ho=~~@~15~.7~m~---------------1

No seepage or Sloughing 1:- Slotted PVC Pipe lnsatal~d to 15.7m

Borehole Measured Dry on Aug. 14, :- 17 2008

17.

8.6

12.6

21.4

9.7

11.8

10.3

10.6

10.8

LIQUID

E .STANDARD PENETRATION (N).

20 40 60 80 +UNCONFINED (kPa)t

50 100 150 200 ""POCKET PEN. (kPa)l.

20 40 60 80 100 200 300 400 . . . . . . . . . . . ' ..... . : : : : : : · : : : : : : : : : : : 918 n:

.~ .. ; .. ; .. ; .. ; .. ;. ;;. ;. j"~ '..;:j· ~":"j"' ;... . . .,

... ; .. -~ .. ; ... ; ... ; .. ; ... ; ... ; .. ; ..... ~- .. ; .. ; .. ~- .. ; .. ; ... ; ... ; .. i... -:

•' ' ' ' , , ' , .. :. u~: .. : .:.: ... L :. 917."' .. ·: .. ':· .. : . ' ·: ... :· ' . : .. ·: ... :· .. ~ . . . ' ·~.~..:

..... i, :. : .. ~ :· , .. , ; ~.L L1. LLLL L. -:

.. L .. ~ .. i .. L .. ~ .. : .. L .. : .. i ..... ~ ... ~ .. : . ..i .. . ~ .. \ .. L .. : .. : ... 916.~

••:.•.:••:••:.•I••rr :••r•• ••:.•~••:••:.•.:••:.•:.• :••r•• 915.~ '"""" "'""''" .. ·:·. ·:· .. : .. ·:·. ·:· .. :· ··:·' ·:·.' :·' ... ·:" ·:·.' ,. '·:·' ·:·'.:'. ·:·. ·:· '':... -: ; ..•. ;) :.: .. ~. i ..... : ... : .... ) . .oi .. i .~ .. : ... 914.0..:

~ H·:H H ., .~ .. H .. [·.:· : ·: ... 913"~ '. ~·' ·:.' :·. :·' ·:'. :·' ·:·. ·:. ':·.' '. :·' ·: .. : .. :·. ':.&.: .. ·:·. ·: .. :... ''"'-: ... , ... , .. ; ... ; ... ; .. , ... ; ... , .. ; ...... , ... , ... ; ... ; ... ; .. : ... : ... ; .. ;... -:

; ; ; ; ; . ; . : : . : : : : : '": ... ,. .. , ... , ... , .. ., ... , ... , ... , .. , ...... , .. ., ... , .. ·>··l·· l···:···l··l· .. 912."-:

.. !.LL.LL.; .. , .. ; ... LL.: .. LL~.L.L.L.. ~

. ~.< .L ~ : : < .. ~ > .L .: .. : ...... :,..: ... 91t.~

·~ t .. H·H : H·.j ·H·~; .. :. !+~\... ~ ·:··;.; ... ;.; .... ;.; . ; : .. :·· ;~; .. 910.~

.. ·~·. ·:· .. ~ .. ·~·. ·~· .. ~ .. ·~·. ·~ .. !· ..... ~ .. ·~· .. : .. ·~·. ·~· .. ~·. ·~·. ·~· .. ~. '. -:

.. : .. : .. : ... ; .i .. i. ;_: . : .; ilL~ .:. : .. ;. i ... 909.~

. !I ~ .:.: .. : .. : ~ > .. ~ ... ~.: .~ ... ~ .. : .. ~. ~,..:.. -: • • I • I • • \ •• I • I • •:. I. •[ • T •••• I.·[~: •• I. I •• h • I • •:.. •

908

·~ 182 .. : .. -= .. :..:...;.: .. : .. H. L:. L..L.:.~: .. h:.. 907.~

. ; .. ; .. ; .. ; ... ; .. ; .. :. ;,; .. ; ... ; .. ; .; .. ~.; .. :. ;.;... _:

.. ~ ... ~ .. : .. :. .. ~ .. : .. :. .. ~ .. : ... .; .. ~ .. \ . ~ .. ~12~ . .: .. ~ .. : ... 906.~ 1o.s · ~· ~· H .. : .. :. ~ .. : .. :.. .~ .. H·+·H· :· A· -:

., k.J! HIH ! i Hf+I:~ J .. ; ... ; .. ; .. ;...; .. , ... , ... , .. , ..... , ... , .. , .. , ... , .. : ... , ... , .. :... -:

: : : ; : : : : : : ; : : : : : : : 903": ··j ... (', .. ~ .. ·'·:· )"'(:· ·j"(\"1"T"f: .. ·(( ··"-:

• Fi !IFHT: II H ElEH ,~ LOGGED BY: MV COMPLETION DEPTH: 15.7m

~ EBA Engineering Consultants Ltd. "'='R~EV;;!;IE~W;;,:EDsB;::-Y'f:.: JA""'R'----t~co""M'"'Pf'!:LET:iTE:::c: s""t1""3'=zo""oa'------l DRAWING NO: B2 Paqe 1 of 1

GEOTECHNICAL L12101386 GLOBAL DEVELOPMENT GEOTECH EVAL.GPJ EBA.GOT OBIOB/29

""f1JECT: r.1 ()RAI. SITE n~11~1

LU<.;AIIUN:

CITY: LE" , ALBERTA

II

lL:I NOI

~OF LE"11 I ""n.l~r.T f!().· I ~-DRiLL Mt: I HUll: 150mm SOLID STEM AUGER _L·,. i •

I ""'lJECT rdiM RYAN I ELE'v"11u": 918.43m

''"""'"TYPE I DISTURBED

Qaf"'l(,'lll_ TYPE 1 coo"u""" ~I PEA GRAVEL

0 l=j:...1

l=j:...2

~ j:...3

=:..4

=j:...5

f:l6 t7

1=- 10

1=-

1=- 11

l 1=- 12

1=- 13

1=- 14

CLAY-silty,

... moist. stiff

... dark brown

... very stiff

SOIL DESCRIPTION

1, Sdty, sandy, 1 . Drown, roots, >, very stin, memum

whtle

... soluble sulphate content= 0.18%@ 9.8 m

... hard

... 150mm fine grained sand pocket@ 11.4m

8

k-~ D4 15 1- 89

~ 810

rx D5 21 li=i 811

1- 812

k-~ D6 29

1- 813

'':NO.

-

1 · AV :TION llt:l-'1 ~ :Vi.7m ~ EBA Engineering Consultants Ltd. 1 BY: JAR r.nMcl :TE: tl/14t~uutl

' Nn· R~ 1 Page LQi 1

I CLIENT:~ OF LEi_ rNO.- I FNO. 1: r.1 nR41. SITE DEVEL

LOCATION: 1401-28 "1 """ 1 NUK 1 n

CITY: LE'I ~ 61 RFRTA

I DRILL M~ muu: 150mm SOLID HEM """"0

:JIM RYAI

11?1n1~AI).

I ELEVA'IIUN! Q1Q.?~m

/INOI III SHELBY TUBE I CORE

~I PEA GRAVEL ~~ DRILLvUI ~::1 SAND

~ SOIL DESCRIPTION t;: ~

UJ ~ PLASTIC M.C. LIQUID

0 =-:;-1

=-:-2 ::;-3

E

E-~

TOp:;()IL il I

CLAY pi;:~. 1~~teb:,~.~~~ft~dy, o~_~P: vel)' stiff, medium ~ B1

~ B2 ... stiff IX D1 tO ... moist dark brown, sand lenses fii 83

CLAY ;~ium ~~stic, I 'sand :a~~%~~:~~~~~~~~~;~~t I'"" B4 thin 'occasional high plastic "1 rv D2 12 whiTe pre~pilates ~

1- B5

E- ... moist to very moist ~ B6

E-5 ~ D3 12 r- B7

E- I- BB :-6 :-:;-7

)< D4 9

~ B9

:- ... moist, vel)' stiff ~IB1o

=- 8 ... 200mm sand pocket@ 7.9m X D5 11 iii B11

:-:-,-9

E-E- 10

E-E- 11

E-E- 12

=-:- 13

=-:- 1:

==!B12

IX D6 23

~IB13 ... 150mm fine to medioum grained sand pocket with free water@~ I B14

10.5m ~ I ~1~ 24

... hard I-I B1E

~ DB 33

~ B17

~ B18

IX D9 26 ... soluble sulphate content= 0.34%@ 14.2 m !i=i B19

E- ~~ :- 1! <-;

:- IX o1o 31 ~~~~~~~----------~

E-16~~~Endl~m~~~~·~@!15~i .. 7~m~---------j 1 Seepage and l fro~ 1y,s!"

E- (~Pi~ lns~!'!lled to 15.7m E- 17 ~~ted Water Level Measured on Aug. 14,

17.

~ EBA Engineering Consultants Ltd.

~ 20~680 : :: : : ·"-: : : ~ ....... , .. ,.. _, 11.7 I"~··'·

, .. , ... 11.4 1 .. ~ .. ;.

· : : ............... ! 91a.o..; ..: ... ; .. , .... , • • : ~- L ·•· ,.., ..

. _, 123 •. .... 1 .. , ... , ........................... 917.0C

.. ; .. ,. :-- ·+· ... : ... , .. ~.. ... ............. ..;

.. ;.. , .. , .. ; .. ; ..... ; ...... ,..: .. ;.... .. , ... ~ ... 916.o..;

.. ; .. ; .. ; ....... , .. : .. ,.. ... .. ..;

~ :";Lj[j)() ··~ .. • I••<

19.6 It!:T'L. · •• 1 .. : _~ ••• =::: ... 1914.~

r:r::::: r:· : : : ~ : : .. ;. :::-: ., ::: 913.0C 20.1 .. ~ : : : : : • : : : : : : : ..;

•. •. ::.::1.:: : : : : ~ .. ~ : .. : ~ :·1912.~ ·; . : : ~ [ ·: j ;- ]" ~

13.5 ..• ; : ill .. ··~ ... , ·: .,. ·: ''l91to..; , .. :. ' :··· l·j ·: .; ... ; . ..; . : ·t· ;.. ..;

, .. : : :.. . . ::r:~or:r:q :c:p:. 910.~ 1~·2 1 .. :,. .. , .. , .. : .. ; .. : ................................... 19o9.o.;

I . . . ,.. . : • : : : : . . !· . .. . ~ 1.. .. •... ... · '• ., ... , ... , .. , ... lsos.ac

1~.2 :. . : : ~= : ,.. .. • ... : ... ;..... ... •·+: ......... ~4!'" c

: "'" ,. .. :· : .. ~ .. :· 907.1L . .. ... .. ... , .. , ... . ..... ..

15.2 . :.~ ... .. : .. :.. ... .. ... :!' .. 906.J .... ... .... .... .. ,.. ..;

•· . . . .:. ·• .. :.. •· •· ~ l;·su..; 14.1 .. :. .. • -. ........ ... . .. . ..;

... L....... · ... ,. < .... "lsor.o..; . . . . ' .. ~ ... , .. , .. , ... ,.... .. .. ... ... : : ~

... ; ; ... j ... j · ...... ··· .. •· ... ; ·i·l9o3.ac

•"'["!"\' \" .......... : ....... ;...... c

·:· -~ .. : .. 1" (.. .. .. ·· : .. '· .. lso2.o.; . ....

l BY: MV ;,7m l BY: JAR

.,

I

I PROJECT: "' nRA • SITE nFVFI CLIENT: CITY OF L~ r NO. - lo; NO.

I LOCAT1u": 1401-28 "1 "t:t: r NORTH DRILL Mt: IMUU: 150mm SOLID STEM AUGER L1210boo-' I CITY: LE' I , ALBERTA con lt:rT :JIM RYAN I ELEVA'IIUN: o1o <;Qm

I ~AMPI "TYPE II DISTURBED 171 NO KTI[SPT~~=j===~--~~"A"!E=INii:=j~' SH~ELBYT~UBE~T~I C~ORE==:==j RAr.KFIII_ TYPE I ""NIUNIIc ~~PEA GRAVEL _;.':0UGH :·• GROU2_ ;s: DRILL~u1 :;: SAND

SOIL ~ ~ ..§.. £ c.

"' 0

0 :-:- 1

:-:-2

:-::-3

:-::-4

:-::-5

:-:- 6;

E-

E-7

E-

E-8

E-

E-9

I:-

E- 10

1:-E- 11

E-E- 12

§-I:- 13

§-1:- 14

E-

E- 15

E-

~ 16

:-

~ :~ ..

g DESCRIPTION 1~1 ~ fu ~ !j; PLASTIC M.C. LIQUID

1~1 ~ ~ 20406080 [\ . -clay, silty, sandy, moist dall< brown, roots, organicS : ' : :

._ .... , .. , ..... : ..... : .. : ... : ... 1 .. ; ... :, .. :, .. ;, ... :, •• :,. : "'' : 919.ai 7.7

... moist stiff ~ 82 z: D1

., ... , .. , ... "":· H . ;. ;..:.~;.;.. -: 10

11.

6 I· •.L : ..... . .. ~·-:· : ·:· ·~ : ~ ... ~ i 918.~

13.5 •. : ... ;.... • ........... , ... ;.~ ... ~ ... ; .. ; ... ~ ... ; .. ;.. -= ... soluble sulphate content= 1.10% @ 2.0 m ... high plastic clay inclusions

... very stiff

... moist to very moist, stiff, high plastic clay inclusions

- 83 .... 84

z: D2 16

- 85

- 86 CLAY(TIL~)stl~.~%:~~~~r"~. b.,.;'~'t~~ qravel, "~;~~~d' X D3 11

oxide-s~~~· thin sand lenses, white precipitates !iii 87

... some sand, high plastic clay inclusions - 88

. : ... : . ... . ·: ... .. i ~.LL .~ H.~. :. 917.J

··~··· ··~·· ······7·· .. : : : . : : . . , .......... ·II· ..... , .. , ... , ... , .. ,... -= 23.4 .. ; ........ : : ... ... : • : . : : ' .. 916.~

......... ' . .... ... ....... -= ... ~ ... ; .. ; ... ~ ... ; .. ; ... ~ .. ; .. ,.. •': .. 915.~ : : : : : : : : : ..... ..

... vel)' stiff, sand pockets to 15mm ~)< L: D4

- 89

mA : lJ . IFHJ : . , :: .... ;:~ 15 .. : ..:. i .. ~ .. i ..: ; . i ).• i .. · . ' .. ; .. ; . . [91 ~~

23'6 ! .. l•.: ..... LL.LLL ... ; L.: ,. . .. L .. , _,

: : • ~ ~. : H . i .~. ~ ;ri. ~.. + : 1912.~ 18

.9

·· ::~: · ~:::::::::rU : ;:1:::::;:::::: :::::::: [911.o1 ... sand pockets to 20mm

~ 810

:8 D5 17 - 811 - 812 . . . . ' ..... .

... , ... ,~ .. ·l~·· ·, \ .. ; ..... , ...... ~ \ •\ ·: • : \"\ -'

... • ... ,,. ..... . ........ , .. ; .. 910.ai . .. . :: .. .

. . . : . ~ . . : . . . :. ..: : -' ... : ...... : ... : .... :; :.:.~ .. ~··· 909.oi

:· .; : ··: : : . .; .. : ... : ... ; .. ; ... ..;.:.. ~ ... ··) ;.;.,; ... , ... 1 .. !.-!i ! H .. !.; i.i908.ai

.... . :. :. ~ ; .. ~ .. , . ~ .. ~· ~ :. : .: . : -: ........................ +f·'+H+H·l9o7.ai

' ........ . ' . . . . ..... ' .. : . ; : : ; . : •· .; . :.. -'

.. ~ ., ....... , ..... ~ : : ~ : : ..; .. ;. 906.ai : : : : : :

.. ; .......... ·~ : : :---~ .. ;. -' •· .. .... ;... .. ., ... , .......... :: .. ::· ..... , .. ; .. 905.o.j

: .. ·.. .,. :· ., ... : : .L .. ~ .. i... -= ... ...: .;. : .. , .......... 11"'" : ..... .. : ·: ; .. 904.~

........... ; ... ; ..... , ........ ; ... 1 ... ;............... ...: .. :.. -= .... : : ). •. ... .. ..... ;...... . ..... : .. 903.oi

........... :. . i ....... · .......... ... -:


; ; : : : ; 3Y:M~ IBY:.IAR NO:BS

l!t~~~/7/~2000~9.6li!Lm~ <wiEVAl. '""""'"

PRf)JECT: r.l ORAl~ OFVFI "IVICI~ I I CLIENT: CITY OF LETI Pl'li)JECT NO. -

L'l< IV 1000-

vLENO.

LOCAIIuN: 1401-28 <:>lr<c ~H I DRILL Me 1 nuu: 150mm SOLID STEM AUGER

I CITY: LE" , ALBERTA

I '""PI " TYPE • DISTURBED

>~r~<<=ll I_ TYPE]I_

IPR()JECT ~ I EL<:Vt\ llv": Q1Q dRm

E u E

E-1

§_ E-2

~ E-3

~ E-4

~ 5;

~6

17 NV

til PEA GRAVEL

SOIL DESCRIPTION

... damp to moist, stiff

... sandy, low plastic, brown to dark brown

~ SPT I= ·-~' SINr. SHELBYTUBE .II CORE

I SLOUGH ti I GROUT 10: I no111 ~~ I SAND

I~ [I g ~ ~·'2o"4o -so 80 I u.l v b: !l! ' (KPa,.

I c "' ~ PLASTIC M.G. LIQUID 50 100 ~

I ~ ~ ?o 4o F 8o 1oouv2o~ "~:;'o 1'~:

I""' 81

1- 82 lv 01 ~ 83 F= 84

"'

.. LL.U .. L ... LL.L.. · . l919.oi 8.41!:·:·.::: • ""

11 ·•· r :-r-r:·r- [ r :. . .... 1918.oi 10

12.5 ::u:::::rT::::r ~: :: .,

8 ' IHI[r11~~, 1 ,' ,, •.. ··~:3 27.9 :1! :: :: :: .. ) .. ; .. ~.. ~

I ::: :::: : : : : : TII L: ' LI915.Q.

~ D2

1-...,., cLA"' r,":J""~~~. :"".7i!;;::-;;~~··. ;1:::~~:::-1~:::. sa d:::~ad~"'.?~:;;sro~=wn;;;;ndy.•".,00 tra;;;;a'~ce;;;-;:;:n~~;:;;;;-~rJ,-= very1= _To,is :rl-1~ 85

I !n. lenses, occasional high plastic ""Y , ~ 86 v hite predpitates ~ D3 10

... moist P.. 87

1- 88

14.9 :.· • ' ' '•' -~lH .. Hi+·:!:d ... : ........ : ... : .. : .. : ... : .. : ... 1, ~"-'

.. ; ... ; .. ; ... ; ... ; .. :-+--::. ~ i :..; : .. :. ~ :. l ~ ... ·i ..... : ..... .. .. " : ....... : 1913.oi

13.3 •• .. • ..... .. ... : ..; : : : : .: .;

5< D4 11

~ ~~ E-7

":-+· " ... , ........ "... • • :" .. , ... , .. , .. 912.ui - 810 t 8 ... very stiff z ~51 20 14.8 . ••• .. ........... " ... . • .... ~.- '. : . 91'1. n.;: ... fine grained sand pockets to 50mm - •- , ·"-'

~ 9 ... 812 ": : ... ; .. : ... :.. . ... . "": , ..

E- <""": : .. -: ... '" ·: ..... "" : " "" .. ;.. • " ... "" : .. ; ": .;

E- ... 100mm fine grained sand pocket with free water@ 9.0m I)< D6 21 .. i .. _;__ i ... : .. -~- : : ·: : .. _- _- ... 1910.0.:

E- 10 ~~813 14.3 .. ;~.: .. : .. ; ... :. i : : : .. '.. , .. : .. iL.; .. ;.. .. ..:

E- ~ 1 B14 .. : ... ~ .. : .. ; ... ~. • : • 1 : : ; , ; ... 19o9ui

E- 11 ~ D7 23 . .. ; . : • : • : I· : !' : -' E- ... thlnsittandfinesaodlenses,h~hplasticdayindusions =1::: 16.4 feU : . : • . : : .. ; .. I 9os.~ :- 12 k--, : : : : : : : : : : : 907 n:

:- IX DB 24 ·+·H ++· ... H ': . • .. " '·"-' ~ 13 1--~~~-~t~"'~,:::;n ~d~Y-::;o~r~=~.;::;~~ns l"'~·@~'"',uFe=d~~~9=-:1~2"Y.-.7m _____ ......,..., ::rr::::i::r::::cr:: .. , .... : .... : :.L ;:: .. 906.~ ~" ~-"·--,·-~., .. " II 'iii I II EI: , , : ' I··~ ~ 15 .. ; ... ; .. ; .. ; ... ; .. : .. : ... : .. ; .... : ... : .. : .. :... 1904.oi

~ :: lEI 'IIFH !III,, F' :::~ j:.-:1lWL7·1 ---------------'-'---'-~;';:~~= ) B' : MV MPI!i:TIQti • 1:1.7m

~ EBA Engineering Consultants Ltd. o BY: JAR r.oMPI ETE: '•1n· Ro IPaae 1 of1

j

PR()JECT: 1'::1 ORAl_ SITE 11" 1 ~ 1 ~GITY OF LET OOf)JECT NO. -

L12101386-' lf'ONO.

LUL'A 11ur<: 1401 -_28 S!t<t=I:T NUl< 1 n I DRIL~ 150mm SOLID STEM AIIC::FR

CITY: Lt: ~BERTA I PROJECT :JIM RYAN ~IIUN: 919.11m I <>A.,OI >:TYPE II uloiUR8EO 12J NO ~! SPT E I SHEL8YTU8E if I CORE

RA~I<FII I . TYPE ~~ "tN~ 1 UN lie:_ t..!~..:;d~~ PEA\~ GRA V~EL....blli~! S:;::;LOUG;,:,_H-----fr:_.~~~ GRO:.:.:__UT_~L:~ O::.::::._RILL. CU'=Jr III::.:=N'-''~""': ;lc.:::..:c SAN.::__0_-,----1

~~ ~ § r-----~.AiiiiARi:2o-4iPENErio-soW~_~8o :[ ~ Q)

0

E u E-

E-1

E-

E-2

E-E-3

E-

=-4 =-=-5 =-=-6 =-=-7 E-E-8

E-~9 E-

~ 10

E-

E- 11

E-

E- 12

E-

E- 13

E-=- 14

=-=- 15

=-=- 16

=-=- 17

SOIL DESCRIPTION I~ u t;: ~!! ~~:~

~ rn -~~ PLASTIC M.;.C. ~(kPa~ . 1 UP"UIL- may, i , mois~ dar!< brown, roots, OllJamcs

~ ~ 20 40 _OQ_ _OQ_ 1oo- 200 3oo , .. 4i

~LA\",!~ whH• 1toilaJSta mndy, I, medium plastic, l~h .,. 81 .. ,. ...... proop es

~ 82 ~ 01

~~~~~~~~~~~~Lj- 83 1 ~LAY I esandtosandy, trace_~~v."!·_dampto 1.. .. moist'suii,-medium plastic, coal and oxide r B4

specks, whne precipitates

... trace sand, very moist, high plastic, brown, thin silt lenses 15< 02 f-... 85

- 86

11

11

... some sand to sandy, moist, very stiff, medium plastic, x o3 22 iii 87

... very moist

... some sand, moist

... 88

t2 04 ~ 89

16

1- 810

t:>< 05 20 F= 811 ~ 812

tx 06 20

1------.t~nooriC "==o;;;;•] £iill~' 91 .. *•6m~~~~~=========1-t-'1 ~o "eepage or I nir stotte~.~~~~!~- 11 •d to 9.6m Borehole Measured Dry on Aug. 14, 2008

10.2

10.5

1 .. ; .... , .. , ... , .. , ... , ... , .. , .. ! .. :.. : ·J916.Q. .. ; .. ) .; : ~- : -

28.7 <· .~ .. j-i .:. LL. .. . • ...l915.o..:

; .. ·•· >H .. ~. I --;

15.5 ..... !""1""["!"1""[" •· "'• .. J914o.; :· .. , ; ... ; -: : .; . . .. .. --;

· · · · · · I Oi'l n: •.. ; .•.. ; .; .• ; :.:. .. .... 1"'"'"-: .; ..... ; ... : ... : ... ; ... : ... :.. : ~ .. ;. . . . . . . . . -:

22.1 • : : : : : ' : : : ' : I o<?n:

;· ., ·H H + • • : : i. : ·•· · ,-···"-: H· , .. : ' :.:.:.: Iii . .. , ... , •· "

14.8 I .,) . •. ;. H· : .. < : : .: i -~-~- i· ~ .. :. 911.0..: H· ;. ; .. ; .. ;. i· • • H : ... -~ .• H- "

... i . .• .;. i .•. • . .... L.' ...... i ...... ; .. , .. 91o.o.;

'H-iH . .,:!,::·, J,::;,::·,: .. :,·: : .... ', .. loMn"' .. :·. -; .. : .. ; ... ; .. : .. ·:· .. : .. ·•· +. I """·"-: ..... : -~ .. :- ~- -~ :. : ~ H ; .. ~ .. : ; ... H · ~ : ;.i- ..... ; .. : .... ;. •· ,. : .•. ·H ·· ;.: .. 1908.0..:

I··-~-·.:.··;_·.:.·.:.··;··.:.·.:.·· i. · · · -~- · -~ ... ~ · · -~- · -~- · · ~ · · + · -~- · · i· · · ~

H·- LL . i···:·+·H·+H .. i··H·J907.Q.

i ::::[::: :;:: ,:·::rr·:: ::c·::u::r.:rr.::~906.~ .. ·+ ,. : ...... ,. ... • ... :·J905.~

..•.. , .. , ...... : : .. ~ .. i. --; ... ,. , .. , .. , ... , .. , ....... :.. . 1904.~

........ , ... , ....... : ...... --;

.. , .. ,.. . ... -::- .. ; ... ; ... ; ... ; ... ,. 1903.0..: 1 ............. , ... , .. , ........ :: ... : ... ; ... : ··•··•i··"":"" ... "

: .... , ... ; .. : .. , ...... ; .... 1902.0..:

~ EBA Engineering Consultants Ltd. ~:<-';,s~,~'-';;;;:;-~AR--~~ ~~0:67 ~

~-H:9.6m ~

PRnJECT: GLOBAL SITE~ LUvA 11u": 1401 • 28 <:> 1 m:c · NOF TH CITY: LE"11 ~ ., ... PI" TYPE I

I CM'VCIII. TYPE I"

E

~ 10

E

~ 11

E-

... very sliff

SOIL DESCRIPTION

... occasional high plastic clay inclusions

uou I "~'

CLIENT:_CITY OF LETHRRinr.F , i NO.-

DRILL Mt: 1 nOD: 150mm SOLID STEM AUGER L"oLovooou DD')JECT I I .: JIM RYA~

'~"

1 ELEVA 11u": 918.74m_

ITI I SHELBYTUBE J I CORE

~I DRILL ~u 1 "'"" ~I SAND

I FNO.

ccf")JECT: t::l !'\ROI. SITE DEVEL ~ 1 :LJENT: CITY OF LE1 cci)JECTNQ- I li::_ NO.

LUt.;AIIUN: 1401 • 28 <IIKt:t:i" NORTH lRILL METHOD: 150mm SOLID STEM AUGER L12~

I CITY: LE:1 , ALBERTA ccrilcr-:r· :JIM RYAN I ELEVAIIUN: 918.08m

I <>AUCI <=TYPE ~~ DISTURBED ~~ NO "ISSP~T;-;;;;:;---it=~·~ ~-~'''0~11"n !.__~[fl S~HELB~YTU~BI:_~ll*l~ CORE~---l I BACKFILL TYPE cc1• 1 u~" c t;i c•H:c•""'.;~ SL~OUG;,:,_H--,b¥~ GRO::.:_UT _ _,;,~~I.:::.::: DRILL:.::.· c:::.;..:::ur"":.::.:!;o~'~::.t.l.::.::.:: SAND:....__,.-----1

I~ I i r----~iii:i""PENEiR~T :§:

DESg~~TION ~~~ ~ ~ ~o: I c14sT1r. ~c. :~ ~i·~;~L,.,!·~~~~a!!L~~~N--..jlllj i 1;;,;1 ~ ~ 2o 4o 6o 8o 1oo- ,;~~ m

o , TOPSOIL ·Clay, silty, sandy, moist, 1, roots, ol]lanics : : · : : : . : · · · ' :

~: ::~~~~~- ~~:;; ~ . :::'';ji:illJJJf:!JJtl:: ~ 3 :

84 ::,: . :_ ·'· .. r :r:;:trr:: 1· · ··· 915.oi

=-=-'' ~ :: 9

15 __ ·_ • : :: •• : • :, :, . ·.·.-_1!~"~ -+~ ... sandy, low plastic, oxide staining, moderaUy weathetered ... _ _ _ : :-1

;;I ·~u...: ... 200mm fine grained sand pocket with free water@ 3.8m '- · : ·

e.. ... some sand to sandy k-c[X..-86 ~: · ' • ; . . ' -'

=- !iii ~~ II 17.5 ... i : .. ; ... ; .. : .. ; ... ;;.... .. .. :• • .. .... J91i0.:

=- F- 88 ... : .. ',. ": .. : ..... : .. " _,;

=- 6 !v D4 12 ... ,.. ; ... ; ... ; .. ; ... ; ... ;, ... ~-.: '.. : ·: .. ' 1912.0.: e.. ~ .; ... ; ... ; ... ; ... , ......... ,... c· ....... ... ,.. ,.. " F- 7 F- 89 16.4 .!.~L-: .. ~ ... , .. :.. ......... , =~- .... 91t.o..;

e.. ... VBI)'Stiff ~ 810 .. ~ .. -~ .. : .. ~ ... , .. : .... , .. , .... ,.. .!;.. ..: ... o .. :.. "

E- 8 [8 D5 t5 ;.~ H H· .. , .. ,.. :~ • ls1o.o.i "" 811 15.6 . . . . . . : . : '·

~ 9

... h(ghp~sticdayinclusions ~ 812 .... , .. ,:::;::::: :r:: '::]:::: q· ,', .. :: ... : .... :'·· .: ...... 1! 909.~ [5( D6 16 ; ... ; ..... : ... : .. ;.. . , •. , . . : ..

~=- 10 ~~ See~paE~9ne;d~~~d~~tco~reno~le~~@:~~~~~nm~3.Bm~~====fl ,. , .; .. ; , . : • : ·j· · : :: ::: lsos.~ I ~~"""""''Pipe 9.6m .. ; ... : .... ; ... ; .. ; ... ; ... : .. : ..

1 .. : ... :, ..• ;_ .• ;_ ;_ :,·: : : -'

lndicatedWaterLeveiMeasuredonAug.14, · · · · · · · · Jso?.O.:

~ :: ~ L EH ..... ,, .. ·,·+·1<, .. JITIJITJ 906.j

~ :: ' : . . ' l : lit ! ; j : : :j . . . . . . . . : f ,, ... , .. ; ... ; ... : ....... ; ... , .. , .. ; ... , .. , .. ; ... , .. ,... _,;

F- 15 ... ,. .: ... : .. : .. : ... : ...... L. ~ .: .. L .. ~ .. : .. L .. ~ .:.lso3.0.: ......... .. . ....... . 1:- , ... , .. , .. , ... , .. : .. , ... , .. , .. , ... , .. , .. , ... , .. ,.. ..:

E i : ; ; ; i ; ; ; I noon: E- 16 .. ' ,.,, .. ,, ... , ... , ... , ... , ... , ... , .. , .. 1 OUL.u._;

F- .. ; ... ; ... ; ... ; ... ; .... ; ... ; .. i· ... :.:..: ... : ... ; .. : .. .:..; .. :.. "

~ ,, ... ,,,,lsotaj :~ .. : :·-:--~·: ..

~~-----------------------------L~-L-,.~~~B~.~~~~~~C~;PI r1CIN~~P~H:9.6m ~ EBA Engineering Consultants Ltd.. ·:JAR

1 off H/7/zuuH

0 GLOBAL I , "'u" J EBAGO'

· Cl>f)JECT: t::l nR.,. SITE DEVFI CLIENT: CITY OF LE"11 I CCI')JECT NO.- I "'· NO.

LOCATION: 1401 - 28 "1 """ 1 "u" 11 DRILL Mt: 1HOD: 150mm SOLID STEM AIIGFR L 12101386- uocnv 1v

I ELEVATION: Q?n.'i'im CITY: LETI , ALBERTA PROJECT :JIM RYAN

~AMPIF; TYPE I DISTURBED

[CI\vl\r 1LL TYPE 1 ""N' UN II "

[L NO

~ PEAGRAVEL

SOIL DESCRIPTION

SPT

0

1'c-1

TOPSOIL- day, silly, sandy, mo·~t dark brown, roots, orgamcs r

1'c-2

1'c-3

E

~4

E-

1'-5

E

E-6

E-

1'-7

b

1'-8

b

1'-9

b E- 10

CLAY~~~~~p=~~~:sdtosandy,• ..... fstiff, i

... stiff

... 400mm sand pocket wilh free water@ 3.7m

CLAY .!.~\:~J_;,~I~: Jto sandy, trace_~~v:!·~dmap to stiff, medium plastic, , coal and oxide

specks, sand pockels to 10mm ... some sand, stiff, thin slilt lenses

... moist to very moist, high plastic clay inclusions

... moist

... very stiff

I"" B1

~ B2

~ D1 11 r- B3 f- B4

~ D2

1- B5

4

1- B6

tx D3 10 fiii B7 1- BB

x D4 10 ~ B9

... B10

" ~ D5 11 - B11 ... B12

x D6 10 '-

- B13

I'- -~4

E- 11 x D7 1s ::.: B15

I'-E-1i -~6

E- ~ DB 14 ~13~-,o~noo~~~~~.ol~e@!'-1t:2~.7m=--------------f~

1=- ~~:~9~;&~~~0~9"":•. ,-i2~7"! Indicated Water '"on Aug. 14,

~ 14 2008

E-1'- 15

E-

~ 16

b

E- 17

" 17.


u I SHELBY TUBE CORE

0 DRILL CU, SAND

_L ..... 11.4 "it ... .. • : • L+·H) .. :· 920.o.,i

..... . .. , .. ; ...... • > .; ; .. ~; .. ;.. -; 8·8 ...... .. ,....... ............ , ............... : ... : ... ; .. ; .. 919.o.,i

10.6 .... : ...... : ..................... ; ..... : ... ; .. ;.. -;

. ,··· ..•. ,.: ... . ...... ,.: ...... : : .. : ... 918.fli

::::.:: :::::: :::::;: \Jii :' '": ...... :.. : 1917.J

21.7 . . n .-: .: ... ; : ··:· .... "" · · · · · lai~n: .. ; ... , ...... , ... , .......... ,..... 1 oov.u.;

11.

2 • :r::TI:.:T .. : L:. ",~, .. ; ............. ·:: ·· 915.J . . . . . . : . : : ..

I u: ::; '\ . . • ~ . : L :. :·:::.:: 914.J 26.7 •' : . • • : : : • : : : : :

: ::'::: i : : • !~LLTTL::: 913J

14.1 I . e c.. . • ,: !I : :,J : .\. . : : ~ 1· ,.. . · .. :... : .. ;_..; .; ... ; ; .. 1912.o.,i

........ I• • o oo •oo•oo ooo : iHO: ; ,,, :oo•: ''" ""'

: ... : .. ; ... "!U. :. : .. ; : ..... ; .. :. 911.o.,i

18.2 .. , .. • .. ;, : . . .. . ..: .:. -;

, ...... : .: • • L .. : .. : .. 91o.o_i , ........ :.. .. ... , ... , .. ! ... , ... ,: ... ,• . .:. ..[ .. ;.. -;

.. , .. ........... : ..

..... : •. • •• : :z >n .. , .. ., ..... : .. : ......... , ... ,, .. , ... , .. ,......... ·v-; .. : .

15.2 •• ...... .. ; .. .. , ... , .... , ... , .. ;....... . -;

.. ; .......... . ... , .. , ..... ,, .. ,, •• ,,, . ., :" ooo o HO~":•I d~

.. ; ........ . ; .......... ; . ..[--:- .. ,; .. ;.. .. .. .. -:<.. "": . :· ... _..... .; ... ; ... ; .. ; + . ,, .. ; ... . . . . . . . . . .

, ... ; .. ' ... 1907.o_i

::rr:::r:t· .. ·,· .. ,: ... ·:· .. ·:··+·,..... .... .. :::·: .. I906.J

. . . . . . . . . ··~···~ .. ~-·~- .. ~--~--~···~--~··· . ···~·· ... ;··· .. ···:·· ... ~ ::::::::: anon: .. ~·. ·: .. : .. ~·. ·: .. :. ··:·. ·: .. :·.. .. ......... ""'-: . . . . . . . . . . . . . . . . . . . .... ·•· .; .. : ... ; .. ; ... ; ... ; .. ; .... :.. ..; .... ; ... ; .. ;: ...... . . . . . . . . . .

.. ; .. ; .. ;.: ... : .. : .. :;.; ... : .... , . . . . . . . . . . . ". ·~ ......... '" ............... ' . . . . . . . . . . . . . . .

IBY:MV I BY: JAR

l NO: 810

.. ,,.,,,,,, .. , ..

I PaQePI=-.7' c~~N 120(

I PP()JECT: r.t l'lRAI. SITE DEVEL II I CLIENT: CITY OF LEl PP()JECT N()._- I~ NO. I LOCATION: 1401-28 t>tt(t . NORTH [DRiLL Mt:l HUD: 150mm SOLID STEM _Attm:p L12101386- 08BH011

I CITY: LET I ALBERTA ~JECT :JIM RYAN I ELtV,IIUI.: '.'"·

fo F-1

~ F-2

10-F-3

f E-4

10--10--5

F-

10--6

F-

10--7

SOIL DESCRIPTION

CLAY ~~~-m~~;;;,nbd~~~andy, oamp to motst, vel)' snrr,

... moist stiff

... moist to very moist very stiff, thin sand lenses

9

13

tv 1/\ 04 26 ~ 89

F- ... moist, hard, fJ1in siltlenses ~ 810 ~a 1Xo5 37 c- ~ 811 F- I- 812 10--9 ~ rx 06 p0125()rr

~ 10 ~~~Endj o~,rr8frloreh~olee@~~~ 99 .. 6~m~~====~n ~ I ~~~:~J~ Plpel l on

Borehole Measured 01)' on Aug. 14, ::. 11 2008

::.. ::. 12

::.. F- 13

!:-E- 14

F-

!:- 15

F

lO- 16

F-

lO- 17 17.

. LL: .. Ll .. L . . .: l92o.Q

:::: :~:;:::l::'.::, ..... l-.,. 1 ~: ,. ) j_:I::.:T:I919.J

15.3 .. i.i .. i .. i i .. : ... j ... i .. i .. l--;-i-l.j.i .. i.i .. i .. i.. ~ L ~ ~.i .. ~ ~-L >---;--~~ L .. <.L-~ ~l91a.o.;

25.7 ThH :rr::: r In Iru: :u: 917-~ i i ~ .i. i .... i . . i .i.~ .L .. i i .; : . ! 91s.o.;

19.3 · · • H H · · · -· ~ -, :. •·· -- H : , · 1915.~ .......................... .. ... ..,, .... : : : : : : : ·.

-- - .. ;. : H i ; -· . : . - ~ . . . . . :_- . : 1914.~ . . . . . . . :• ..... , ... , ... , ... , ... , ... , ... ,.. : ....

20.4 •:::::: :•

"' J I JFH ' ! ' : : I··~ .. , ... , ... , ... , ... , .. , ... , ... ,. : .; ... ; .... 1912.o.;

-~ ... i. ~-.; .i. ~ . : • : . ; . ~

.. LL.L.LL.L .•... U ... ;- : .. ~r:i~ ,_ 911.o.;

.. L .. ~.-~ .. L .. ~.L.j ... ~ .. : ... l--;---;--: .. : .. :. · '.: · ~ : ;. j .. j). ~-- --< .. : ... ~.-~ .. :. .. : .. :.. : .. : .. 910.0-i

THIJ' :, •• IEHJIFH 1~ H-- ; .. · . : ;. :. . •• >--=· ~- .; .. : .. I 905.0-i

::: ::,:::.I:: I:,.,:. • ! !:::l::::::cr:: lso4.J

l--1-- .. : .. ,.. . : : ... : .. : ... : ... : .. :.. ' ·· ~~~~~~'lso3.Q

~B':IN EBA Engineering Consultants Ltd. ~o BY: JAR

>NO: B11

I ~mAPI IOTION1JEi5TH: 9. 3m I ~l'lMPI IOTE:

''" J EBA.GOT 08/IJ8129

0~ IT lciJENT:CJTY OF LE"11 con n:cT NO.- 1'0 NO. LOCATION:14m- 2B ~TREETNoRTH IDRILL METHOD:150rlliTI SOLID STEM 011r.>66 L 121u 1ooo- 08BH012 CITY: LEl ALBERTA I o6t)jJ::CTI ::JIMRYAN I ELtVAIIUN: non no. "'UDI "' TYPE I "'OTHCCO" 71 NO I '5< SPT F SHELBY TUBE T CORE

BACKFiLLTYPE~ OoN 111~ u••N~IIo_!;!':';[J_i:.:..:::.: PEA\ G~RAVE::_L~S~LOUG;,_H___J;,f;~ o:~ GRO::::_UT_~.:::=DRIILL ·:::::::;..: CUTII~NG~:;:~S::.::._AND_---r---1

I~ ~ ~ I f------i,iSr:,,,2;:m'o"-"iAR.4iiPENo_rnso""w~ .. im8'0~iiNiil · (N)• ; SOIL DESCRIPTION iS: u h: w I (kPalt -

~~ ~ en ~!:;)"' PLASTIC M.C. LIQUID ~ 200 ~ '[} ~ ~ 20 40 60 Rn ~~ p~~O (k~~

0 t::..

E-1

=-;;;_2

t::..

t:-3

==-4 :... =-5 ==-6 t:t::..7

TOPSOIL. dav. I, dall< brown.~~ CUiY~~~Z·,;' plastic, ,nosandy, ~~ . , 1- B1

... stiff ~ B2 [Z D1 ... damp to moist. dall< brown F" B3

... thin silt and fine sand lenses

P..B4

~ D2

""' B5

~ B6 ~ D3 '"" B7

... 100mm fine grtaned sand pocket with trace free water@ 5.2m P.. B8

11

15

24

D4 38

t:- ~~0 1=- 8 ... hard [8 D5 ~OOm

,.,. B11 E- F- B12 t::..9 ~ t:- ~ D6 30

1=- 10 F- B13

1=- ~ B14 t:- 11 ~ D7 29

"" B15 t::.. ~m t:- 12

~ 1=- I)< D8 32

t:-13~~~~~·~~~~Rum~~~========~fl 1=- I '-~~jp;·i;,",;~ir.ro 12.im ,. 14 Borehole Measured Dry on Aug. 14, c- 2008 t:-1=- 15

t:-

.... ' . . . . ' ; .. : : : : : : : : : : ; : '·:.; ~ 9·2 ······;··~··~···:"'""' ·;· !" ; : !"' · I n<nn:

.. ~ ... ; .. ; ... ; ... ; .• : ... ; ... ; .. ;... ; ... : .... ; ... , ;;n;,.u_; . . . . . . . . . . : : ; . : : u ........ • ••. :

12.3 :::~r:::rr:: rrr ": • = , . rr::[918.J ; '-~··'· ' : .... : .. : ... ; ' .... ; ... : .. : .. ; ... ; .. :. ..;

: : : : : : : : : : : : : : : : : [917.oi

16·9 ::!:E. Jf~T:: :·:;:JJ.Tflt916.~ I•· ..•. ; : : • ,. LL; .. : .... ) .. i.. ..;

20•8 1··:··~····:+.:. : I··•··· ::: '·=··l915.oi I · ·· · :-: .:. I j • • '&'· ·· ..;

.. ; .. ; .. , .. ~ .. ; .. ;.. I··~ : 1914.oi ; : : ; ; I : ..... ~· •; . • . . _;

137 :•· · : : ~ . . . ~ •; , J n<o n: I·· "C • ·; · · ~ ~ ~ :

0 ; .' : 1 o oo.u..;

I·'··'·'· : .. > •. ... 1··') .. : .. :'' i_r.oo•··~·,'···l912.oi

13.9 :•: : : . . . : ~= I·<·-~ .;. ~ .;. i· ~- .;. ; ~· ~ ;. ~.; •· ..; I·· .. i. : . ..;. i i .; .i i .). ~ ' =· ··· 91toi l .. i.) .. i .... ..; .. : ... : ... ; .. : ... . L .; .. '!! • . •.... •. ...

11.6 I· ~- H L. H· L .;. j. . l·+ H· : . Y: : I910.o.i . . . . . . . . . . . . . .. , .. ; .. : < .; i· < .;. i· ··<· .; , .. , ... , .. , .. , .. , .. ,. ., . . . . . . . . . . . . . . . . . . 1909.11, ,,. li iH JIT T:'[! ! ·Jjf 1 ~~

.; .. ~ .. :..,.. •. • : : •• : ' : ;) .:.[907.oi

.+::. ··· · ... Ul.I. ~-~ 1 .. < ; .... :. • ~ '; .. ~ .. ; .. ~ .. L .. ;, .. Ioo5.11,

. : .... . ; .... ·< .; .. ; ... : .... : .. :.+·<······· ·<· .; .. ; ., ... ; .. ;. ., 1=- 16 H·· ; ..... ~ ... ; ... ; ... ; ... ; .. ; .. ..... : . ..: .. ; ...... ; .. ; .. 1904.11,

t 17 1·:::·=· ··.·,<'·.::::.:::::=·+·'.··· ... ; .... ; .. , ... ,: .. ,:· :--:·:--1903~ 17! . "" ... "" : ; , ... ~ .. ·=··:···

~~---------------------------L~-L-r-11= B'':I~V ~ETION~~~~· :.12.7m ~ EBA Engineering Consultants Ltd. :o BY: JAR ~ :rE: 8t11t2oo8

0: B12 ,-of 1

I PPI)JECT: r.1 nRAI_ SITE nFVFI I CLIENT: CITY OF LEl 0 "0JECT NO.-' I 1'. NO. I DRILL METHOD: 150mm SOLID STEM ., '""P L 12101386 ~ I PP0JECT: : JIMRYAN: I ELE\t~IIUI" 919.26m

7 NO I SPT E I SHELBY TUBE • CORE I ,,. ""' "; TYPE I ''·TYPE loo r:fl PEA GRAVEL

E

E-1

SOIL DESCRIPTION

81 7.7

6.6 1- 82 E- tg 01 11 E-2 F;l83 11.4

E- ~-~

E- 3 ••• verystiff t)< 02 16

:· . . ·· '·ii( (' '·:··((1916.<(

: 4

f.--,;;-;; CLA>Y"'q"' II'."'L~·'II __ -::;;;;;-siltyl:: .. =~omee,-;; ~~=andll;:;-;?~;:=~d6"';!;• tra;:;;;,'ce.,""' 00 g=raalv a"n"'lld,, m""0oxr.:ii:sdt~"'toJV-;;;;;;je~l-'-4 85 20.1 .. : : : : : ::: . : . • : : ~ • ::::: I n« n":

~p';k,:lhln·;~~d,lenses, whtte i 1- B6 : : j j : ~ : • • I ""·"-'

~ 5 ... moist ~ 03 22 -X ,:: :::.,: .. : ... 1··'···~"'·· '•··'···:·: :~:: ::: 1 914.~ E- Fa :~ 14.7 L. ~ . :.. • : .;.,.:. ~ E- 6 " I · · · · · · .;. · · .; · · .j • : 913.0..:

E- ... hard ~ ~: 30 132

: .. ··:· : . ; . .) ... i. . . H ••• ····•···•:· .. ·•···1 ~

~ 7

- B10 . :~:::::OTIT:I:TO:: :: ::, ::j. ; .. ; 912·~ X 05 32 '···;···:,· _.,:.,·. ··1 n« n;

E-8

iii B11 13.1 . ·- I "'·"-' E- ... B12 .. ; .. , ... , ... ,,, _.,,..... ~

E-9 " .;. .. ; .. ; ... ; ... ;; ... 1910.0..: I)< 06 35 .. ; ... ; .. ;,.,;H.; .. ; ........ .

E- ~~;~End~~~~'~@!f,"'··~om~~========~f1 E- 10 Mn '···l··:···c··'··:···c· . • Sl~tted_PVC Pipe ln~taliOdto 9.6~

E- Borehole Measured Dry on Aug. 14, E- 11 2008

E-

E- 12

E-

E- 13

E-E- 14

E- • ;.. OOO ; .. ; ... ; .. ; ... OjOOO~OO:H 00(1"tt· :-- -;

E- 15 ·· •·· :·· •·· ·· :· :·· ··· ··j· ·(j"j···t··j .. j···t-(ls04.o..i E- I··'··; .. ,.:·· . .. >;..: ., ... ; .. ; ...... ;. ;.. ..; E-16 1 .. ; .. ; .. ;.; •·· ! ::: · j···•···[·•··l9o3.0..:

E- I··: .. : ... ; .. : ··•···•···•··· .. •·· : : j j .. j"y·•··;·· ~

E- 17 I··'··· ·=· • : i • , , H:··:·rn902.o..: ~2U17·L-----------------------~-L-L,T,~~~~~~B~nV~~~~C~~(IPL~IONuc~ln:95m

\;..;&~E:m;o;BmAmEIBAin;,g~inmeiErleror,;o;;in~gEViCuiPJion§iAsoouro;;lt;;;;;;a.-n_ts_L_t_d.J.Q!:.~ ~:o~: J~AR==~,,~,uiP~ITE~:: 8~1111~/2olco~8~ [j Page 1 of 1 iEVAI..

PR()J~~T: GLOBAL~ n~V~I I I

• LOCATION: 1401 - 28 ;:, 1 ""~TH CITY: LE'1 I . ALBERTA

71NOI

I CLIENT: CITY OF LE'1. I DRILL M~ 1 HOD: 150mm SOLID STEM Allr.<=< I PRni<=CT I .: JIM RYAN_

CC().I~~T NO. - I E NO.

L'oL ov oooO -lJ!l"""_

I ELE\t1-111u,.: 918.37m [X SPT E 'oow' I SHELBYTUBE .II CORE c:A.,CI ~ TYPE I niRTIIRRFn

II_ TYPE loo ~::·J PEA GRAVEL TT I SLOUGH ~.I GROUT 1::\ I DRILL cu 1 ':·I SAND

SOIL DESCRIPTION

~~~~ ~ 1~1 ~ g; ~~~~

"'"'lJECT: t::l nRo.L SITE n1=111'1 ~ 1 CLIENT: CITY OF LE·,, I OCrlJECT NO.- t:SUI I IC NO.

DRILL M!: 1 Huu: 150mm SOLIDS~ L1210Po~. nocun«

PRn.JECT I • JIM RYAN I '" IN; aon ""~ TTl SHEL8YTU8E T CORE ~TYPE IDISTUR8ED L NO

"'~""'"'".~TYPE Cl:l< I UNII" ~ 004 r.041/I:I 10:1 DRILL WI ~·;-SAND

E

"-1

e. "-2 e. "-3 e. "-4

e. "-5 e. "-6

=:_7

=-=- ai

SOIL DESCRIPTION

... sandy, very moist finn, low to medium plastic

·-~· "'""'"

lx 02 1'-' F- 85

IX o4 ~ 89

9

1: r.:1 nRAI. SITE nl'\/1'1 I CLIENT: CITY OF Lc 000JECT NO.- 1 1'0 NO.

I LOCATION: 1401 -28 """"" ,· NOF TH I DRILL MIO 1 nuu: 150mm SOLID STEM '""'"0 L121u •ooo- uoonu IO

I CITY: LE1 ::J.LBERTA I c~:>n l~'t:T :JIM RYAN I ELEVA'11uN: 920~

E

EE

:;-6

E

E-7

E

E-8

E

E-9

E-E- 10

E-E- 11

E-E- 12

SOIL DESCRIPTION

~ D2

fa 85

CLAY _(~L:!:~H~ some s~no to sandy, trace_greve!, wet, soft to 1<-c 86 n~, med•um plastic, brown to dark [X D3 staining, occasional whne precipitates F= 87

... very moist to wet, high plastic clay inclusions 1-88

12 D4

~ 89

4

4

7

8

1- 810

12<: D5 20 F=i 811 ... moist, very stiff

1- 812

lx D6 35 f-1== 813

... hall!

1- 814

tx D7 29 iia 815 1- 816

X DB 32

t13~~E~nd~~l ~~~==========fl I' oeepage and prom';~"! E- Slotted-PV(; Pipe lnsa!"lled to u.t"!

Indicated Water Level Measured on Aug. 14, E- 14 2008

E-

E- 15

E-

F 16

~ E- 17

17


PLASTIC M.C. LIQUID

20 40 60 80 ....... . . . . . . . . . . . . . . . . . . . . . ... , .. , .. , ... , .. , .. , ... , ... " : : : : : : : ... : ..:

.. , •• : •• ~··~· ···~··I··~·····~·~· ~··~··~· :··~··I]··~· I :~ "; .. ·'":" ;, ·'":" ;, ·'" "'iii "·'":" ".," "-~ .. ; " " 917.ui

ifll I I[! : i.! i . ! ::~ .. ; ... : .. : .. ;, .: .. ; ... ~ ... : .. ; .. I.. ..:

.; .; ;. -:· H .. ·:· • • • ·· l914.ui I ... j .. ~. ) • • _. • ~ ~ .. ;. ..,. -

; ... ; .. , .. ;···!· ~ ·. · .; .. ; ... ;.. . ... n.o n: : : : : : ::JIY,U...,:

I" ; ... : .. ~ .. L : : : : : : : : , ..... I· .... :. H • • = • :.-, .::r::u :::., , .. 912.al

:::::: ,:: ... ': ... ; •.. : ... : ... :,. · :: :: :::[::j :!::LJ::'! ,~ .. I911.J

.: ·:: :: :: :::·: .. ::::rp::: · :rH:: 1910.a:l

•·· •·· ' .; ~ . '. ; .. ;. , .. ; .; ..... , .. , . ..:

! ..;.!!.-: ;,; .. ·!·J ;.19o9.o.: ,.. . .. ~ .; ~"~"i"··· ·~:;.j" ..:

• . . ~ . . . . : .. 1908.0.:

.. , ...... :... ., ... , .. , ... 1 .. ,· ... ,· .. ~.,1.LL.: .. ::::;::::. . ..:

.;.. , .. : .. ; ....... : ..

.. ; ...... : .. · ; ... : .. : ... ~ .. , ... ,: : ..... , .. ·H .. 907"' : : . ~ ' ·u..:

• ~ .... "" .. ; ... ; ... ; ... 1 .. ·:· .. :····'"''' • : ...:

· · Ionon: . ~ ... ; .. : "' ~---·--= .. ~.;.; .. , ... ;.:··-= · ~ ... : -~ .. •·· , .. , ... , .. , ... · .. , .... ~ .... , .. , ... , .. ,· .... l9o5.ui "

: .. · ~ " ... . : ..:

.. = .. ; ... ~ : • loo4.ui : . ..: .. < ~ : : '"" ":" ...... , ... , ...... ,... ... ~

. L) .. , .. , ... : .. : .. l..... · : l9o3.o..

~~~sR ~ ~ : !~c~:~~n= 1.7m

PR()JECT: C::l ORAl. SITE nFVFI ! CLIENT: CITY OF LE"1 PR()JECT NO. -

I

LENO.

I LOCA"IIUN: 1401- 28_;>11":1: ~H I DRILL lVII: 1 nuu~ STEM AIIC::FR i-uoonul,

j CITY: LE"1• I ~ I ., ... 01 " TYPE I' DISTURBED 17

I P<>()JECT 'JIM RYAN I ELI:VAIIuN: aon ?~.

I SPT

1 ot\vi\FILL TYPE lc...:::.: """~'u::.::"'":.::_"...Jr:_:'~J P.=.:..::EA\G::..:.:.:.:RAVE:::._L I SLOUGH

0

=::-1

=;:..2

==-3

=E-4

~ E-5

t E-6

EE-7

F-E-8

EE-9

SOIL DESCRIPTION

I il ,o~ani~

I! I~ Iii~

~LAY~!~~ 'whH• p,.C:;,.~~oy, mois\ very stiff, medium plastic, .,. B1

... stiff '""B2

... very stiff

... thin sand lenses

1Z D1 ~ B3 1- B4

X D4 ~ B9

~ B10

~ D5 B11

1- B12

~E- 1!11:~~ttna~~~e~@g~"'··~"m~::~======~fl ~~~::~w ~r l_ ~~~~~~ Indicated Water Level on Aug. 14,

E- 11 2008

tx D6

E-E- 12

=-=- 13

==- 14

E=- 15

E=- 16

E-E- 17

17.!

::: AJ:ASINf.l

~~GROUT

IJ I SHELBY TUBE .II CORE

~~ DRILLvuo ~::1 SAND

~- 0~ ~-----------!im~~~~~~ s ~ I 20 40 ~ B~(N)I ,g b: ~~~~,. Q)g! "' PLASTIC M.G. LIQUID 1-~, «

?n 4n so 20 1oo- -2ori · 3oo <~· ~ m

.. L.L.: .. L.: .. L.L.: .. L ... L •.• ... ' 92o.u.

14.4 .. tL.: ... :..l .. : .. L.l.., .. ,! .. :····--··· ,. J~ ··· ·· 919.J

15.5 .. :-. .. i..:.: i).' i :. •.:.: .. •. . 10 • • • • • • • • : Ill : : • • • . • ~

'" <r <rp i • , ···r:; ~~::~ 19 . ' .. ,. ' ' : ·: . ~- ' . '· .. : ... :. :_ = ....

•. ·:-. ·:· .. ! .. ·>. ·~ .....

13.7 =· ' : ' ' : .; : : . . -i

19 ••c.rrr·•= •! , • • • ; ; ,•'916.~ 15.2 . :•: ·:· : --: : A; • • . : '1915.0.:

19

15.5

19 15.7

23

~ EBA Engineering Consultants Ltd. lNO:B17 1Page1of1

bCUU I

I: r:>l I"'RAI . SITE m:\/l:a 'I I C UENT: CITY OF L ,,·NO.-I :NO.

I LOCATION: 1401 - 28 <ll Ktt I NUK I H I DRILL MtiHuu: 150mm SOLID STEM AUGER L121Q1386 • UOtlHUIO

ELEI/11 IIUN~~7.8fTI SHEL8YTU8E [[I CORE

I CITY: LE1 I AI RI=RU :T :JIM RYAN

ISI'T F= I C:AMPI J; TYPE lniOTHcoon

I11.TYPE l11:

[71 NO

I SLOUGH ~ i GROUT

1=

~2 1=

E-3 1=-

~4 1=

§-5 1=

~6

1=-

r J::-8

~ J::-9

E-1=- 10

t 11

t, t, 1=

~ 14

1=

~ 15

E-

t'6 1=- 17 ~ 17

SOIL DESCRIPTION

1~1! z I~ I ~ ti: I~ I§ en JV I~

[;; PLASTIC M.C. LIQUID

~ 20406080

·~~~~:t~plastic,l~~~~iJx:~~~:~oro:o~;~:;~~:~"~-~ ~ 81 9.9 ··' ·'··•··•·· •· · • .......... :-; .. ls11.J

D4 14

~ ~i 11 ::: -:- , ·• · :- • · ::~JTFH:::JT ls16.~ .stiff. 84 : ... '-- ... , .... :.. ... : :.: .. : .. : ... ; .. : .. j915.o.i

~ihin ~ _,....... .. .... .. : ........... ,.. .. · . x D2 12 .., '-' i"·:": ... ; .. : .. ,.. . . ... 914.u.i .. 85 17.4 1 .. ·:-~ • ..:.. ... : ......... ..

~ 86 J .. < : .L LL • :..: , ·ls13.J

:8 D873 20 1 .. <-co .. : .. L .. ~ ; : ; .. : ..... : ... - 16.7 1 : •: : : : : , • : : -: ... 88 ! .. ; ... ; .. , .. , ... , • · · : '·<· .. ls12.o.i

1 ........ : •••• .; • • • i ..... ; ... : ; .. : ...

... moist stiff, dark brown

r1 •v il """" •o sanoy, trace gravel, vv .. mediumplastic, d~rk;;;;;.;~ moland

sand lenses,

... vel)' stiff

... stiff

15.9

~ 810

~ D5 13 I"" 811 15.9

1- 812 .. ,.. : : ... , ..

. : , .. 12.9 .. ~ ........ ' •·: ' • : .: ..... , ...... : .. .

. ... '.... • : ,>, .. ~ : .. ) : .. 1 ""'"..::

,[, • • • • • • I OV< ·"-';

13.7 . :~ ... ...... .. ... ; .. ;.+ .. , .. ~~· .. :.: ::;:<:l::::[f):: I QQ6(l1 .:... . ;. ··'· -I~.;;~

~ :: ..: [)( DB 31 .. : .. ; .. ; .. ;.. · ........ ;. ··: ... SOfo_i

~~~i,E~nd~o~l Bl~core~no~le'~ @~12~! .. 7im~~~~========~--14 , .. : · · _. ........ : . .. ; ... :.. .. .. . .. ~~:1e~W:~~i!:f~~~~~~2~~~ug. 14. 1 .... : .. ·' ..... ~ .. • · , .. • · .. · · · · · · ~ · '.. .. so4.oJ 2008 .... : .;. : ... ... ... .. ....... ('"' ,.. ~

.. : .. ' ·• : , ....... ,_. ·':· · · · '"lso3.0..

... , ... :.. : ,.. ........ ' : ........ : ·, : : ' ' ' . c

1·: .. H·+ ~ ... ,. · .:. . .. : , _ _. 'jso2.u.i

1·: .. : .; ·: ... ;. ·:· ... ;.. : ......... ; ... ' 1 .. '·-i-·j ·i-"i ..... :.. .:. ; · : .. : .. ; ... ; ... ; ... : .. lsotol

""·· t"j"~"'(' . ~ ..... ': • : . .. . ;.. . c

... vel)' stiff k-1)< D6 19

!:;; I 8,, ~ 81~ :8 D7 19

: :~: ... damp to moist hard

~ EBA Engineering Consultants Ltd. IBY:JAR E:8.~00 1 BY: MV. . ~-. N ilW·H: 1 !.7m

; NO: B18 I Paqe

PROJECT: t:ll nRAI_ SITE m::\/.,1 ~ 1 CLIENT: CITY OF LE" , LOCATION:_1401 -~<> 1 "t:t: 1" NORTH DRILL Mt: 1 Huu: 150mm SOLID STEM Allt:l.,R

PRnJECT NO. -I i-1

I F. NO.

I CITY: LE' ALBERTA I "AMP! I= TYPE IDISTUR8ED I RAr.K.,II I TYPE ''"

PROJECT I ~:JIM RYAN I ELEvt<1lu": 917.3m

u E-

SOIL DESCRIPTION

. 1 L 1 , mo\S' oar!< brown, roots, Oll!anlcs

F- 81

lil SHEL8YTU8E _l CORE

t;:;; I DRILL w' ::: SAND

~1 b

E-2 b

~3 b

E-4

... moist

... stiff 1- 82

12<: D1 ~ 83

ra~mF~~~~~~~~~84 GLA Y .!.~l.7.~t pl~stic, daok h

1 t~ ~~Y~.";'~i~~;;~cks, while · h precipitates, occasional high plastic clay inclusion [X 02

f-'

10.9 .. ·::· ; . :: "j"'['"' . : : : • .. .. -:

:: : J.. i UJ[j \ f\t; 1

:· :j ..... •, ... , .... , ..

... moist to very moist

g. E-5

~ ... moist, very stiff, thin sand lenses

E-6

g. E- 7;

1- 85

1- 86 12<: D3 11 ~ 87

1- 88

x D4 24

~ 89

~ -~o

E- a: X D5 22 iii 811

f 9 - 812 b ~

X D6 2s ~ r---E~ndlo~fl"~oren~Oie>~•@!0'"'--~•om--------------~ g_10~~~~~~~~~----~ \ Slotted-P\fc Pipe

1 on 9.6m

~ 11

Indicated Water Level Measured on Aug. 14, E- 2008

E-

~ 12

E-E- 13

b E- 14

E-E- 15

EE- 16

E-::- 17

17.


20.2 ,_ .. c ::: ::r:n::r:::::t:ri913.~ ... . . . . ... :: il:: ::•: --:

15.7 --:· ... ;. ... • -'! : : : ,"]"\912.~ , ... , .. : .. , .... .. : : : : . --: ... ... . : : : '

. . . : : • •• : . : : : ..... 911.~ 1-- .... , ... , ..... :- ..... ; ..... -:-., .......... , .......... , ..

15.1 ••• : : : ' "' : : .!: --: 1-- : ...... ,... : : :. .., ... ;.. ...... .. 9'1~~

I· --;- :- '· : • : •... . < . --~- .. • . .. : ... i..... . . : · .!" .• · ... ·· j. ·· an'ln;

: : : : : . . A . : I""''"-:

::: ::u: rrrr:·::. : : ; : .i·! : 1 908-~ 1 ·H· 1 --[· \ 1 ·[--(-- :·+ : • 'lso7.~

19.7

.. ~· . ·~ .. : .. ·:·. ·~ .. : .. ·:·. ·~. . : : ·i--1--: ... ; ... ; ....... ; .. ; .. : .

0 0 •• 0 OM 0 0 0 0 0

--:-- •· ..

: . . . . . . . . . . . \901.~

...... ••:--·r·: ···:·r--:··:--·:··'· ., ... .. . . '"( : : ·r:--·:· r:-- soo.u.j

•8\:~ . . C:~IPL:TIONut:t"IH:Vm D BY IAR r.nMPI 'TE: 1 NO: 819 Page 1 of 1

I PROJECT: r>l 1'\RAI_ SITE DFVFI CLIENT: CITY OF Lt: 11 . NO.- I F. NO.

I LOCA 11v": 1401 -28 "1 nt:t: 1. NORTH DRILL Mt: 1 nuu: 150mm SOLID STEM AUGER L 12101386-I CITY: LEi , ALBERTA :JIM RYAN ELEVATivN: Q?n.n7m

I !':AMPI I:; TYPE I DISTURBED [Z NO "'II SPT t=1 ""'"o,NG SHELBYTUBE CORE

RAr.KFIII. TYPE _ocNIVNIIo ~ PEA GRAVEL~ SLOU~GH~~G-~G~ROUTE==1~~~~ nc11 '~ riiJ~TTI~NGS~~ SANDt==~=l

~ SOIL ~ ~ DESCRIPTION 1~1 ~

liJll ~ 11: I en PLASTIC M.G. LIQUID

40 60 80

<= 0 = i w

0

=::--1

=::--2

==-3

==-4

=:;..5

=:;..6

=:;..7

=:;..8

=:;..9

t:r 10

t:

=- 11

~ =- 12

i\ . ·clay, silty, sandy, mois' dark brown, roots, myamcs

CLAY b,!~, 'whHe pred~itaie~"'' damp, very stiff, medium olastic. _ 81

- 82 x D1 iii 83 ... 84

16

~ D2 24

CLA \~~j~~ •, rome san~1 ~~~~o~ _uace grave:·C::,~7 a~~is\ f- 85

i 1- 86 ... moist, hard

... very stiff

... very moist

... sandy, low to medium plastic

... damp to moist, hard

tx D3 30 F=i 87 1- 88

x D4 25

~ 89

... 810 " X D5 21 iii 811 "" 812

x D6 ;{}/200m

:;;; 813

- 814

~ D7 37 iiii 815

- 816

" I=- i;>( DB 44

~13~-,.~nao~,,"~~,~~,@~!l9~l..lo~m~~;;~========~-f4 ' ~f~~~~;';;;iieii:ic:;.2i~~ ~ Mea:ured Dry

~ 14 2008

E-

~ 15

E-

~ 16

1:-

t ~~-~ EBA Engineering Consultants Ltd.

. ' ...... . . . . . . . . . . . . ..... . 9.2

.. . ~-~ .. : -~ .. -~. ; ... ::.i· ;.. -; · · · · · ' · · · o<o n; ......•... , .. ~. :·, .. ~ .. : .. ::.r:· .... ""

1:: ~-~·- < .... .:< .. ,., ., .,. ::I~i::::::I:J:::::::::t::.:: 1 918.~

.,., •. , •.. ; ... , ... , .. : .. 1---·--·· : -~-"; : .. : :· ... .. ,.... • .. H :- ·H -[917~ ... , ...... , ..... , .. ; ...... , .. : : .: ...... ;.. ..;

22.2 ; • : : : I : -: : a<c n: .. , ... , ... ' ....... , .. ' ... , ... , .. ' . ' ... ,.. .. .. , '"·"-'

+H··+:·:H .:.: ·"' -= .. : ... : .. : .. : ... : .. : .. L .. : .. ; ...... , ........ : .... ' .. :;. 915.o.i

15'7

. !.-.; L LL L.i. LL. .... L. ... .. : ~L: ...

. ... :. -:.; .. : .. : ;,; ........ , .. : ...... ,.. .. .;: . 914.o.i . . . . . . . . . . .... .

24·7 ::::::-.:: r:t:::: rr:: ::r:. .: . ::: : ·x:: : 1 913.~ L ~ .:_; ·< • : : : : : : • • ~,. .. "'

11.6 . :•::::::.-, • • :::::::-::::::r. ::1 ::::. 912~ .. ..; .. ,. ,. ,. ,.,.1 .. ·:: ... , .............. : ... : :- .: ... ;. ; .. 911.~

I·•·. . . .; ' i ; :. :.~~!>9= ... ;:. " 1os 1 .•. , .... ~.: .......•. -~+:·i H+~"'!·t910.o.i

I" .. ' ; ... .. .. !· ' ; ! .; ·! ... ; .. ;.. ~ . . ........ [909.~

10

.

7

: ·:: ,_ :::~:~.::::: :: :: JIIIH::rFr: [9oa.J

. . . .. .. ... . . . .. : . . : : . -~ ... -;

.... . ~ :·:·•·!· 907.~ . .. ... .. ... .. . : .. ·:· .; .. ;.. ..;

" .. . · . :. H.. 906.o.i

... ... .. .; ... ; .. ; ... 1 .. , ... , •.. ; .. ,, .. ;. • .. • • .. ... . ..;

.. ," ... ... ... , ... , ..... +·•· .. , ..... , ... ,,.. .. ........ 905.o.i

:JIIT I• ! , ! : .:: ::·: :::::: :: ::·:: :: 1904.~ ...... , ......... , .. ; ... ; ... ; .. ;..... . "[903.~

'~:12.7m IBY:MV I BY: JAR

·NO: 820

OI>I')JECT: GLOBAL siTE:ooo ~, cuENr:CiTYOF LE:' 1 DI>I')JEcT No._, .lu~.;AIIUN: 1401-28 ::if Kl:l: !'NORTH , DRILL Ml: 1 HUU: 150mm SOLID STEM ~11r.:1=<> L 12101386-i CITY: LE'11

1. ALBERTA '"""lJECT I :JIM RYAN I ELEVAIIUN:919.S9m

~ DiSTiJRiiED 7 NU jspr r= m1 sHELsvrusE ll coRE

~ ITE ::: PEA GRAVEL SLOUGH fi:I GROUT f:SIORILL GU II IN<;~~ SAND

'E SOIL I~ l g ~ ?n 46' -6o- so

! DESCRIPTION ~~ ~ ~ ""oT•~ M.c. uo,u1D ·~o -'"" ,,n<~~ 0

f:-.

f:-.1

1=-f:-.2

1=-f:-.3

f:-.5

f:-.7

f:-.8

f:-.

t=-9

f:-.

1=- 10

f:-.

1=- 11

f:-.

1=- 12

~sandv. mois\ dark brown. roots, omanics ~some~ '"•"tstiff, I

brown, white precipitates ... moist, stiff

... brown to dark brown


... sandy, low to medium plastic

Borehole Measured Dry on Aug. 14, 2008

1~ ~ ~ ~~oc~~ci P~~o (k~f

'"" 81

~ 82

~ D1 I"" 83 F-84

12

;:; lA D4 31

~ 89

~ ~ 810

~ D5 42 "" 811 1-l 812

13.1 .. -•.. .. , .. ;.

12.9 • ... : ... :.

rr 1'10: B21 1 of 1

'<::NO .

'I

PROJECT: GLOBAL SITE DEVELOPMENT CLIENT: CITY OF LETHBRIDGE PROJECT NO.· BOREHOLE NO. LOCATION: 1401 • 28 STREET NORTH DRILL METHOD: 150mm SOLID STEM AUGER L12101386 • 08BH022 CITY: LETHBRIDGE, ALBERTA PROJECT ENGINEER: JIM RYAN ELEVATION: 919.68m SAMPLE TYPE 1111 DISTURBED IZI NO RECOVERY lX! SPT § A-CASING [ffi SHELBY TUBE [I] CORE

BACKFILL TYPE 1111 BENTONITE ~ PEA GRAVEL []jiJ SLOUGH Q GROUT ~ DRILL CUTTINGS~ SAND

0 ::...

::...1

i'

f2 i'-

1::--3

l 1'-4

l 1'-5

1=-1'-6

~ 1'-7

10-1'-8

10-

SOIL DESCRIPTION

TOPSOIL -clay, silty, sandy, moist, dark brown, roots, oryanics CLAY- silty, some sand to sandy, damp, very stiff, medium plastic,L

81 l~ht brown, white precipitates F" ... stiff

... moist, very stiff

CLAY (TILL) ·silty, some sand to sandy, trace gravel, damp to moist, hard, medium plastic, brown, coal and oxide specks, white precipitates, thin sand lenses

... thin silt lenses

~ B2

[8 D1 !"' B3 1- B4

~ 1'-' D2

1- BS

~ B6

~ D3 B7

1- B8

t5< D4

~ B9

B10

B12

~ IX Ds ~ 811

1-

8

17

0/200m

33

36

1'-9 ~ 1::-- ~ D6 ~/225m F'- 10 1- B13

1'- ~-~

I ~STANDARD PENETRATION (N)II! 20 40 60 80

ll! ~ PLASTIC M.G. LIQUID

• UNCONFINED (kPa)t 50 100 150 200

A POCKET PEN. (kPa)A. 100 200 300 400

5 :::;; 20 40 60 80

: : : : : : : . : . : : : : : : : : .., 96 .. ~ -~ ·H ·~· H ·H · .; ... ~··H · ~ ·H.:~· ~-· 919.a.i

10'2 J_ ::-_. ::_ l. ::·_::_ :_:::-.::.: : r:tu:: :u::t::: 916"~

II! : : : : : : :: "·"-' 13.9 ··~·'··>,_.H ·:+ :- ~·A:·: ~- -~· :· :· -~· =·· ..,

"i·~··: i"~ :· i· ~ :. j f :· j·i :··: f j·. 917.a.i .. ; .. ; .. ; ; .. ; .; .; .; .. ; ... , ~ ,. ' : :··: ·:··:··· ..,

10.9 ··~· :- ; .. (( :- . ·: ·! . ·:--:: -~ ·: . : ~; .. :- 916.oj

11.6

···=-·-=·· ··>·<···i···=··<···i··· ···>·<···i···>·<···l···>·<···(··· : : : : : : : : : : : : : : : ~

·rr : ;: ·t j· :·;: :t~ ·t~! 915.~ ),: l, : ~ ~ : ~ : T ~ : T ·: : : :..: ~ . j·< .. : ;. j ; :·: -~-: : ;"'; .. 914.~

13.1

.. : .. , :.;.; .... ; ;. :_ ... ; ... ; .. :···; .. ; .. : .. ; .. ;... -= . . . . •= : : : : :

. ·!,.·. ·:,· .. ', .. ·:,·. ·:,· .. =,·. ·=,:. ·:,· .. =,· ..... : ... , .. , .. ·=·. -=· .. ' .. ·=· .. , .. ; ... 913.": : : : : : : : :a: oJ.U....: .. ;· .. , .. ; .. ;· .. , .. ; .. ·:· .. , .. :· .... ;· ··:· .. :·. ;· .. , .. :·. ·:· .. , .. :·.. ~

: : : : : : . : : : : : ; : : : :.: .. ; ... , .. : .. , ... , .. , .. , ... , .. , ..... , .. ·: .. : .. , .. ·: .. , .. , .. ·: .. , ... 912.oj : : . : : : . : : : : :.: : : : : :

14.4 ., •. , ·: ' : : ' ·: ' : : :··: : ,. : '1:' . ~

· · y · : · ·; · · i · : · · j · :· ., ·· :· · · · · j· · t · ·! · · i · : · ·! · · i · : "'! · · · 911.oj

1=- 11 IZ; D7 ~/275m fiiii B15 11.1

1'- ~-~6

11.5 :IFH :H IFF IF\ TfiiJI 910·~ lEi II ••.• IIJ TEH!±E!d :j

1=- 12 ..... F'- 1----.=c::.=='""'""'""'""-------t!X'-" D8 ~/15{)m 1=- 13 ~~~En~d~o~fB~o~re~ho~le~@~12=.7~m~~~------------'

No Seepage or Sloughing on Completion 1'- Slotted PVC Pipe lnsatalled to 12.7m ,..

14 Borehole Measured Dry on Aug. 14,

""" 2008

1=-i'- 15

1=-i'- 16

1=-f:- 17

17.

··~--~··:·~·~; :··~··:··~--~··:··:·~:··:·~·:· -= .. ; · ~ \" ·: ·: + H · + ~-·:··i··~~~~-i ·~ ! · 9o7.oj

. . . . . . . . . . . . . . . . . . -~· :·:··:··:' i : :··:··:·: :··:··:·;·:··:··· -;

.. ·:· ..•.. ; .. ·: .. ; .. ; .. : .. ; .. : .... ·•·. ·: .. : .•.. ·: .. ; .. ·:· .. ; .. :· .. 906.oj . . . . . . . . . . ' ' .. ' ... .. ~·. ·~· .. ~ .. ·~·. ·~· .. ~ .. ·~·. ·~· .. ~ ..... ·~·. ·~· .. ~ .. ·~· . -~· .. ~ .. ·~· .. ~. 'l'.. ~

.. ; .. + ..•.. +.·f ..•.. +. ·f ..•..... +. ' ..•.. ~-. + .. : .. +. -~ ..•... 905.~

.. ;·+·H· ·H·+·H·· .. i+ H·H···!++· ~

.. ~-. -~ .. : .. ; .. -~ .. : . ; .. ·f .. : ..... ;. ··~ .. : .. ; .. -~ .. : .. :·. -~ .. : ... 904.0. . . . . . . . . . ....... .

·:·:·: ·:··:··:·: .. ·:·:· .. -:-:··:···:····:··:··: .. :·· -= .. :·. ·:· .. !·. :·. ·:. ·j·· :·. ·: ·j· .... :·. :· .. j .. :·. ·: .. j·. ·:· .. : .. j· .. 903.oj .. ~ ... ~ .. ; .. ~ ... ~ .. ; .. ~ ... ~ .. ; ..... ~ ... ~ .. ; .. ~ ... ~ .. ; ... : ... ~ .. ; ... :;:;: .... ::::::::: ~ . . . . . . . . .

~ EBA Engineering Consultants Ltd. ~R~EV:!!!IE:;!,w~E~D B~Y..:.,:: J~AR~--~-=:c~oM~P~LE:;!:T~E:!!!.811.!-"'31~2o~o8~-DRAWING NO: B22 Paae 1 of 1

LOGGED BY: MV COMPLETION DEPTH: 12.7m

GEOTECHNICAI..l12t01385 GlOBAL DEVELOPMENT GEOTECH EVAL .GPJ EBAGOT 08108129

PR()JECT: 1:>1 nRAI. SITE DEVFL-.~r.v'~'~ 1 I CLIENT: CITY OF LET DR()JECT NO.- oc LENO.

I LOCATION: 1401-28 "'"~~I NUKIM I DRILL Mt:l MUC~OLID STEM ~llt::~R 11 ? 10100'>-I CITY: LE'I , ALBERTA I PRO.IFCT I .: JIM~ I Elt:Vt;llv": 01A,dQm

I!':AMDI"'TYPEIIDISTUR8EO ~INOI ISPT I= ISHEL8YTU8E .IIcoRE

I RM~K~II I. TYPE L"="'L.::::.:'IIlJ=""''~ "-'~""~C..:.::.: PEAl.::..:..:. GRA V:..:::.....EL..J!J!L.l. S=rfLOUG?T-H-ff:i~l GrRCJ:;:..:_UT _ _,~""-'-~ De.::: RilL '-'-LL C:..:..u·1,oi___,n~,,.J_ SAND __ '"'!!

~~~~ ~ ~r-------~~2o4~o'6a~''"~!:'~N,.

E-0

E- 12

~ E- 13

~ 14 E-

t 15

;:..

E- 16

;:..

E-17 17.

SOIL DESCRIPTION

1\ TOPSOIL il , , 1

CLAy ~~t~~~~J;,~~hl b_,;~: ... finn

... dail< brown

... stiff

"1

... 100mm sand pockelwilh trace free water@ 5.1m

... very stiff

I ~ !); PLASTIC M.c. uou1o •so 100 ~ 1"'2: ~ I ~ ?o j R so 1oouv2ori P~~6 ~~: l"

.. 81

~ 82

iQ 01 ~ 83

~84

7

10.1 . ~ • \ ; .... . : .•.... l918.oi

10.4

12.7 ~

.. 916.o.i

,.. ~

14.1

14.9

: •• : : • . : : : : l912.oi

14.2 .. ~<::: .. : .. ; ... : ... o .• : .. -1 .. ;: .... ,. i .. j rr:: 911. ~ ..... : .... :.. : ..... , .. < ........ , ... , .. :.. toi

13.6 :· .. : .. : .. : ... ; ... : .. :: ....... ~ .. :.. ·•· :;. ... ... ~ .. ; ... ; ..... : :'" ...... ":""" . • ... . 910.o.i

.:.. .. . ...,: ... ; ... ; ... ; ... ; .. ; ......•... ; .......•... : lr. "

~

.. 1909.0. .; ... ; ... , .. , ... ,. ..... .. . ·: • ' .: . +·H .. \·· •·· ... :· .. : ... , ... ,,.. ... ~

;: L.:: :::: T; T ;: j ......... • ... ·.,' .. , ... ,.: : : • _I 9os~ ...... , ... , ... , ... , ......... , .. ; ..... , ... , ... , ... , . ..,.· .,· .. , ..... : .. 1907.o.i

·'· .; .: .. : .. ; ··'········· .. , ... , .. ; .. , ... , .. ;. ~ ..... .. , ... , ..... , ........ , ...... :.+., ...... : .. , ... , . .- ..... : .... 906.\L

•• ··~···~ .. ; .. ~ ... ; .. ··~ ... ; .. :.+.; ... : .. ; .. ;... .. : .. ·~···: ...:: ... : ... ; .. ;..: .. ;. . • . " ... , .. : : 905.o.i

: . : : : : : : : . : : ... : ... ; ... ; ... ; ... ; ..... : . : : ... , ... : ... ,... : : ~ :::::: ::::: :::J904.o.i

JTfi:F J.l.: .... JITF::I :::1: I903.J

•E!IE:•• IE' EHTEH:.::~ ~Y:MV 'IIOTI~9.6m

EBA Engineering Consultants Ltd. ~BY: JAR cnMPI m: n· R?o I of 1

P<>flJECT: f.ll ORAl_ SITE m=ll>'l ! CLIENT: CITY OF LE -NO. -I I F. NO.

'LOCATION: 1401-28 "1 "cd NORTH i DRILL lVI~ 1 nuu: 150mm SOLID STEM ' 11 "'~0 L12101386-i CITY: LE" ~ P<>n n::r.T :JIM RYAN I ELEVA"ItUN: 917.!lllrll_

!':AMPII:; TYPE I' DISTURBED 7 jl~ SPT __ ~E~·.f'~···~IMr._j~l S~HELB~Y!T~UBE-;j]~J~ CORE~----1 1 cRt-1\FILL TYPE """'v""" r:;'l PEA GRAVEL ~~ SLOU~GH---,~~@_~OI!_!_c__--.i:;,~~·~ DRILLL~CUTT=INGS~;,;,::JL..::.::: SAND::____-r-----1

SOIL ~~~~ ~ DESCRIPTION I(!) I~ ~ i

0

0 ::.. :;-1

::.. :;-2

::.. :;-3

E

:;-4

E

E-5

EE-6

::.. ::...7

::.. E-8

§-E-9

f 10 E-

t 11

t 12

OP"UIL -Clay, silty, sa nay, < Drown, rools, organics

CLAY ~;~~~~r.;;~~~~~ ~~~K; ~~~~ ~·-~oisl:~:ry stiff,

... stiff

... darl<brown

... very stiff


... hard, occasional high plastic clay inclusions

... 81

"'" 82

:X D1 iii 83 ... 84

9

x D4 17 :;;;; 89

- 810

:X D5 17 Fi 811 1- 812

\)< D6 30

[;;; 1 s13

i-JB14

I>< D7 34 ~~815 i-JB16

E- ~DB 38

~E-13~~~Endl~omlo~oren~ole>~•@~~~======~fl j · ~o see~a~_e ;p·

11 on~;".;_

lpe "~~~""" ;v ••·• '" l 14 Borehole Measured Dry on Aug. 14, E 2oos

E-E- 15

l:cE- 16

~ E- 17

17.

~ EBA Engineering Consultants Ltd. [ 6GLOBAll

!;i PLASTIC M.G. LIQUID

~ 20406080

: : : 1t2 I·~-~--'·-'·· ··i··'···'··i···l··i···:··'··'···:·-'-·'···'··:·· ..:

I· :. ..:.: ::. L.L~L.,. 917.~ 12.2 ' .. !t :_ . '·. :_.. : : ..; : : : : ..:

'.···.········ • ::: ··:·:··t··,916.o.i 11.9 I·· 11-- .. ; ... : ... ; .. ;.. . ·=··•···•···=··;·· :

I : ' .:. :. : : ~ .. : :. :._, ..: I . C..: . : . . . ; . : .. .; ;. >. J915.o_i

1·-<·•·· .. ; ...•. --: ..... ,.. .. . . .. ... :·· :·· ~

16.1 , . ..:.• .•.... :.-:. .. : ..... ) ........ ,.. .. :·· ... J914.ui

I· .. , . :- .· ~

13.8 H• !·1· [ ·: :· ·[ i --~- >· '·. ·1913.ui

I·'· : :- :--: .;. :--: :- ' ,.,_ .. ~

!··:··[··:··:··[··: :···[··_:,·.···1 •·_· __ :,·_~,.,·.·.· ..•• ··_· __ :,-___ , ___ ,·_ . : ' J912.~ 14.9

12.7

13.4 •. :~.: .•. :-· · •.. ··:···:··:··:···:··:·--:···:··:--19os.ui

: .. : ·•· •... ; .. :.:.i).: .. ~ .. :.. ~ .. : ,.. ... :·· , ........•...•... ; •. : ... : ... ; ... : ... ; .. ; .. 907.ui

14.2 . :~, .. :. • ...•.. ,.. .. ; .; •.. : .... ; L.t::. ~ : •.. . .. , __ .. . .. :.. ' : :,: lso6.~

.... -:· .. : . . . . . . . . . . . . . . . . . . . . : .. -~ .. :. . ..: :··• .. .. • : ..... ; .. 905.~

.. ; ... ; ... ;.... .. ; ... ... ... ..: : .• ... :. -:-· :· .. J904.~

.... : .. : ;. . .. : ,.. ... ..: .. '--'--: ·•· .. • .. : ..... J903.o.i

l·i··· •·:·:·· ... ..:.·.. ~

1--•· ; ....•. -: .. ;..... .... . , .. '. J902.ui

:824 I c

I oon '':CT: "' "'"' . SITE n~11~1 I C .lENT: CITY OF LE'II I PROJECT NO. • I IF NO.

I LOCA11UN: 1401 -28:; 1 Ktt 1 '.v"' n I DRILL Mt 1 HUU: 150mm SOLID STEM Allr:lFR L'~< 1u i-

I CITY: LE'1 , ALBERTA .: JIM RYAN I ELEV""u": 919.67m I C::AMPIJ:; TYPE II DISTURBED [ZI NOI I SPT E Ill SHELBY TUBE llfCoRE I t>f\<.;1\fiLL TYPE 1...::::::: """:..:::.:::'UN II~ oJ,f.:;,!::•l..:..-=:: PEA\.:::::: GRA V:::::_EL.J±!Jd[Si:OuGHc:;:::::;::;;;.:.,~-f~~~~ GRO::.:_UT _ _!;~~D:.::::::_:RILL. ~=,u '':.:::.:.: IINIC~:f<'~ :.._ ::l.::c::: SAND'----,-----j

~ ~

0

t1 1=

t-2

1=

~3 l=-

t4 l=-

t5 E-

r r i=-8

~ i=-9

t-1=- 10

:-=- 11 =-:- 12

=-:- 13

=-:- 14

E-1=- 15

t-1=- 16

t-1=- 17

17

SOIL DESCRIPTION

F- ~

I~ ~~

'OPSOIL • clav. siltv. sandv, mois~ dark brown, roots, omanics CLAY1~~~t;:~ d to sandy, damp, very stiff, me<lium rilaslir.""' B1

CLAY (TIL i1 d ~-~'."_dY: trace_~~v-~1: moist;VeJY ~ B2 stiff, me<lium plastic, dark brown, coal 1e specKS, I)< D1 white precipitates i;;; B3

... very stiff _ 84

12

~

~ D2 15

... moist to very moist, thin sand lenses - B5

~ B6

~ D3 15 ""' 87

... occasional silt lenses

... moist, hard I== 88

k-~ D4 36

F= B9

... 600mm fine graine<l sand pocket@ S.Om

~IB1o [;8: D5 40 ,... B11

I- B12

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I ~ EBA Engineering Consultants Ltd. 1

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11.2 !i .. · ; ... ; .. ; .. ; ... : .. : ... 1 ·j· ~-:-: .. ~.~ · l919.o.i

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13.8 ;. ··: : .. : -

"""" i· : -•;.. ' < '.' 917.o.i

.; .. ;. ;. ; .. ; '·: ·: =·~ : > ~ 20 '' ~ (('[ ... ; ... ; .. ;. : ~ • :_ 1916.~

'"t'?"'"'~"<"' ... , ... , .. , ... : ~ : : : :"' -= ... ~ ... , ... ; .. , ... ; ..... , ... , .. , ..... ,·.:.· :.0 : I n«n:

: : : : : : : : :• : : : I "'"·U..: 185 :Tfj:TL TLi C, :._; .. , , ,~.:~.: 914.~

"' •· ~·~··;••'• '•• ••t• i•I •• !. i••11• i •• , •• l.~ , •• : :~ 74 I·•'" ; .. ;.. . . 1"' • '"T"'"'' ; : . ~

;.;.; .. ; ~.;; .... ;;.1911.0..

1-: .. : :~n;;:·:- ~ I"'" .. : ~ . '"'"'"'' : : I OIU.\L;

1--:-- ; .. --;·---;--: .. ; ... :; .. :: .. I·, ... : .. ; .. ; ... ; .. : ... ; ... : ~

:--· .. ~--: ... : .. ; .. ; ... : .. : ..... : .... 909.o.i

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. r.1 nRAI_ SITE n~V~I

I LOCATiON: 1401 - 28 "11'11:1: I' NORTH ~CITY OF LEl: ~m: PROJECT NO.- t:lL I"· NO .

I DRILL Mt: 1 HUU: 150mm SOLID STEM Allr.l~R 1 100').

I CITY: LETi I' ALBERTA I C:AMPI I" TYPE I DISTURBED

II. TYPE IZ ~I PEA GRAVEL

i=-

~4 J:..

E-5 i=

~6

l t7 E-J:.-8

E--J:.-9

~ I'- 10

SOIL DESCRIPTION

... very moist. light brown to brown, silt pockets

.. moist

... damp, hard

... moist to very moist

IJECT

h ~ D2 16

~ B5

~ B6

IX o3 23 !iii B7

1- BB

\2$ D4 27

18 B9

~ B10

[8 D5 25 I"' B11

I- B12

k-1>< D6 38 1'-' I= B13

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lL I SHELBY TUBE I CORE

[S I DRILL vu' '"'~' ' SAND

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.. ;:· ,...... I""·"-'

12.3 )'.:,. : .. _ , .. : ... ; '·~-': .. : .. :: ... : .. ;. , :: ... ;. ,.. "

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.: ... : .. : .. ",. :- : .. "' " " : : ' : . 917.0.: .. , ... , .. , .. , ... , .. ,. . •. .., .. '.

. : : : : : : . . .. .. · ... : .. ; .. : ... ~ .. ;.,: ,.,,.;,, ······~··;,,,,,, : ... = ... =... ~

15

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SPT E

PPC)JECT NO .• OL L 12101386-

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CITY: LE'rr I

1. ALBERTA

I RM~KOII ,_ TYPE .':'"': ' v .... " ~I PEA GRAVEL I SLOUGH ~ I GROUT

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~I DRILL vu I I SAND

SOIL DESCRIPTION

0 1\ . ·clay, silly, sanay, i , roots, arganics =:- CLAY:.~~~~. some sand ~~~· damp, vel)' stiff, 1

1 brown, white precipitates =:- ... stiff

=E-2

EE-3

EE-4

EE-5

E

E-6

E

E-7

E

E-8

E

E-9

E

... hard

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I ~ , 4 f 8o 1r·Vv2oo 3o~ ~~; ~

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95 .. : : :. ~

. ., ... ; .. • ~.. :· ·~:. 1911.~ ............... . .................... ;. , ....................... "

X D4 34

~ B9

... B10 x Ds 42 iii B11

- B12

[)< D6 39

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~~~~~n=------------~ H· . . , .. ·•, .. ' .. ·•· .. , .. ~

1910.o.i 1 .. ' .. ,. • ., ... : .. :.. •· ' .. , .. : ...

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1::-E- 12

E-E- 13

~ 14 E-

E-

E- 16

E-

E- 17

17,

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1·+ •· > +· ·<· ·H ... · ... ~ , .. : .• ,,,,, .. , .. ; .. :+·; ... , •. ": : : '" . " 907.~

• • • • • • • .. ~·. ·~.' : .. ~·' ·~.' . '·:· . . . . . . . . <<. "' ..... ·:·" '·+. .., . i" ,: ...... " ::- .. : .. -:

" 906.~

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l CITY: LE'11 I AI RFI'lTA Pl'lnJFr.T :JIM RYAN I ELE\t""u": 918.73m

I ~AMPI !:; ~~niOTIIoo•n I<" I NO ~~ SPT ::=: I SHEL8YTU8E ll CORE

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==-9 E=- 10

E-1::- 1i

E-E- 1l

E-

soiL >- ~ g 1 20 4o"""60'.~8~ 1N1 111 ,g DESCRIPTION ~ ~ ~ PLASTIC M.G. LIQUID 50 100 I ~~~~· ~

~ ~ 2o 4o 6o 8o 1oo- ·:~~~ri 3 io ~~~~ m TOP~UIL ·day, il , moist, , roots, Olllanics f .. L,.:. :. LL.: ... , '·· ., .. :: ... , .. LL.:.. . ! ..

0., n~

IZ2 : : . ! : : • o •v·"-: GLA Y ~:~,:plastic, brown, wtiiie p~~ft,~~siS~ very sfiff, - 81

cLAr ~~~~;·•~ It~ ~~·~·danlbrown~~~f~~d X ~! 13

12.8

iii 83

.. 84

~HH·: :·'·:·:· ·:~ ·· .., . :-:...i .. :-:.. i ·: ~. ; ... :·· ;·· .. 917.o.;

:. H··++ !· + : j i [ :· i· ,·· ~ t2.9

·· : .. :. : .. ·· <··'··o··!·--1-·!···o·"!"··'···'··•··'···'··•· .. n<on ~ : : : : : • ; ; : : : : : : i o ov.J..; ;..:, .. : .. .... ;..... .... . . ~: .. , ... , .. , .. , ... , .. ,... ..;

· · :· .. · · ; · .; .. ; · · ; ; . : : . .; · · i · · I n<r n : 12.6 e . . . : : '"' : : : : : : I o '"·"-:

t5.3 .::~:: :: :=: : : : Jt:p Fl FIJ 914-~ tx D2 13 f-1- 85

1- 86

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1- 88 .. ,... . . .... ·c..: •... ; .. : .. , .. ; .. ; .. 913.o.;

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1

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tg D5 16 ,we~ Fi 811 17.2

1- 812

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~ 813 17.5

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IX D4 16

~ 89


SAND,;,~~~~ brown , , .. , ,.

... occasional medim plasatic day inclusions

:I! EH!Il H H H·· ·, :i~ :· : ·:::::::' .. , ... :. \" .. , .. , .. , .. ,., .. , .. , .. ,. :.. ..;

.. 814

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:::.::::: . . i , ::;:::[j:TL.:TL.::I906.~ [·· :····· . ..:···'··•··: ·t··:···:··; ; .. l905.o..i

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E- 14 2008

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~ E- 17

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.. ; ... ; ... : .. :. :: :: : : : : : ""

.. ... ;.

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I CCf)JECT: "',..,,.,_SITE n"""' CLIENT: CITY OF LEi ·<:NO.

I LOCA"IIUN: 1401 - 28ti I Kl:::l::: ,- NORTH I DRILL Mt: 1 Huu: 150mm SOLID STEM Allr::<=R

PRI"'IECTNQL1l·lu·looo-

I CITY: LE" AI R<=RTA :T :JIM RYAN I <=I liuN: 918.27m C:AMPIJ:; TYPE lniOTIIcccn 7 NO I SPT F I SHELBY TU~ lll CORE

r:\1 DRILL CUi'"""~~ SAND _TYPE l1e .:il PEAGRAVEL I SLOUGH . I GROUT

0 ~

t-1

~

t-2 ~

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SOIL DESCRIPTION

. TOPSOIL- clav. II •, moist dar!c brown, roots, omanics-1

... stiff

... damp to moist

:- 4 CLAY~~~~~~~~ i ::.. •.white

:-5 ::..

;:-6

E

t-7 1:~8

1:-

... sand lenses

... 250mm fine grained sand pocket wilh free water@ 5.6m

... vel)' stiff

1~11 ~ I~ I~ ~ .,.. 81

e 82 i'V Dt ~ 83 l-84

8

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,.. 89

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E-

1:- 15

1:-~ 16

1:-~ 17

17

~ EBA Engineering Consultants Ltd. mAl.. '""'•"

20 '46 '66" 80

~ PLASTIC M.G. LIQUID

§l 20 40 60 80 : : : : : : : : : : : : : : : : : 1918.~

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.. , ... : .. : .. , ... ,, · .. =<· i · ··' · H -~ -: 19o3.Qj ; ... : .. · , .. , ...... ; ... : .... ; ... :. ..; ... ; .. ; ... . . . . ~

.. i" :--.. .,.. .. , .. '.. .. : .. : ... :.. .. .. ; .... "1902.Qj

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If' NO.

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[IJ I SHEL8YTU8E T I CORE

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0

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=;:-5

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=;:-7

::-

;:-8

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=-=- 11

=-::- 12

=-=- 13

=-:- 14

=-=- 15

::-

=- 16

==- 17

17.!

-TYPE ""NIVNIIC ::i_ c"• """""

SOIL DESCRIPTION

TOPSOIL- day, SillY, sandy, moist, dart< brown, :

... damp to moist

... finn to stiff

SLOUGH ~ GROUT

~li ~

"'

~ ~ PLASTIC M.C. LIQUID

c; §g 20 40 60 80

- 81 9.3 ··;:· ........ ,. ..

- 82 12.7

- 83 13

...

...............

. ll.

: : : : : : .. ~.. .., : i i i .o; : : : : .. ; .. 918.a_;

: : : : ..; ~ : : : : : : ~ : : : • : ·; :- 91770~ : . . . . _ .. ,..... ·~

: :

: ... ; ... : .. : . ..,. .......... ; •.. ; .... ,:. .. : ... >.. : , ••• , ••• , •• , •.• 1 .. , ........... ,, ..•• ,_ H -~ , . 916.~

... 150mm fine grained sand pocket@ 2.0m !CIA CLAYY~ (TILii;L))~ •• ~:~illy·,, s;omeome!Ssanc :andHi!OSin sa~ndv:trai:< •lijiaiie\vi!rY .. ,'iiiOii~i~i;fliii::_~:·iiOM 84 27.4 · -:< ·•, .. · · ·

stiff, me i dark ·;;.uwn:'ooal and oxide spild<s, wui•• •.•· . .;_ .. .;_ ... i ., thin sand lenses, high plastic clay inclusions 1111 85 .......

... moist, very stiff • 86 14.6 ... ; ... ;.......... ; ... ; ... , .. , . ..,.., ... ; .. ' ·i· ;. ' : .; .; . ..,

:.~ . . . . •···:···•··•···1···:·--:- . . : .. ; ... 915.Qi

""' 87 . : .. : .; ···: .. ... .. .. .. ~. .. .., ... 88 14 •H ·i ··H ··>:· ... .. ... , .1.: . ··l914.a.;

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. . .. . . . . . ... :. . . . . : : ... : .. :. .. ; . : . . .., ! ::::lruun:

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LE NO.

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SOIL DESCRIPTION

,ffiOIS\ I

'•u mu~c veoy om/, medium

End I !_C!lll6m

-81 11.3 .. 82 11.9 .. 83 12.3 .. 84 12.5

1- 85

86 12

1- 88 12.2

1- 89

Oil 14.5

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~BY:MV ~-:E N~"H:7.6m EBA Engineering Consultants Ltd. ~D BY: JAR .E 8t~~o8_-l

G NO: 831 I o: "'

ISSUED FOR USE

L12101386 September 2008 --

APPENDIX APPENDIX C RECOMMENDED GENERAL DESIGN AND CONSTRUCTION GUIDELINES

Shallow Foundations

SHALLOW FOUNDATIONS

Des~ and construction of shallow foundations should comply with relevant Building Code reqwrements.

The term 'shallow foundations' includes strip and spread footings, mat slab and raft foundations.

Minimum footing dimensions in plan should be 0.45 m and 0.9 m for strip and square footings respectively.

No loose, disturbed or sloughed material should be allowed to remain in open foundation excavations. Hand cleaning should be undertaken to prepare an acceptable bearing surface. Recompaction of disturbed or loosened bearing surface may be required.

Foundation excavations and bearing surfaces should be protected from rain, snow, freezing temperatures, excessive drying and the ingress of free water before, during and after footing construction.

Footing excavations should be carried down into the designated bearing stratum

After the bearing surface is approved, a mud slab should be poured to protect the soil and provide a working surface for construction, should immediate foundation construction not be intended.

All constructed foundations should be placed on unfrozen soils, which should be at all times protected from frost penetration.

All foundation excavations and bearing surfaces should be inspected by a qualified geotechnical engineer to check that the recommendations contained in this report have been followed.

Where over-excavation has been carried out through a weak or unsuitable stratum to reach into a suitable bearing stratum or where a foundation pad is to be placed above stripped natural ground surface such over-excavation may be backfilled to subgrade elevation utilizing either structural fill or lean-mix concrete. These materials are defined under the separate heading 'Backfill Materials and Compaction'.

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Construction Excavations

CONSTRUCTION EXCAVATIONS

Construction should be in accordance with good practice and comply with the requirements of the responsible regulatotyagencies.

All excavations greater than 1.5 m deep should be sloped or shored for worker protection.

Shallow excavations up to about 3m depth may use temporatysideslopes of 1H:1V. A flatter slope of 2H:1V should be used if groundwater is encountered. Localized sloughing can be expected from these slopes.

Deep excavations or trenches may require temporaty support if space limitations or economic considerations preclude the use of sloped excavations.

For excavations greater than 3 m depth, temporaty support should be designed by a qualified geotechnical engineer. The design and proposed installation and construction procedures should be submitted to EBA for review.

The construction of a ternporaty support system should be monitored. Detailed records should be taken of installation methods, materials, in situ conditions and the movement of the system. If anchors are used, they should be load tested. EBA can provide further infonnation on monitoring and testing procedures if required.

Attention should be paid to structures or buried service lines close to the excavation. For structures, a general guideline is that if a line projected down, at 45 degrees from the horizontal from the base of foundations of adjacent structures intersects the extent of the proposed excavation, these structures may require underpinning or special shoring techniques to avoid damaging earth movements. The need for any underpinning or special shoring techniques and the scope of monitoring required can be detennined when details of the service ducts and vaults, foundation configuration of existing buildings and final design excavation levels are lmown.

No surface surcharges should be placed closer to the edge of the excavation than a distance equal to the depth of the excavation, unless the excavation support system has been designed to accommodate such surcharge.

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Backfill Materials and Compaction

BACKFILL MATERIALS AND COMPACTION

Maximum density as used in this section means Standard Proctor Maximum Dry Density (AS1M Test M.ethod D698) unless specifically noted otherwise. Optimum moisture content is as defined in this test.

"Landscape fill" material may comprise soils without regard to engineering quality. Such soils should be placed in compacted lifts not exceeding 300 mm and compacted to a density of not less than 90 percent of maximum density.

"General engineered fill" materials should comprise clean, inorganic granular or clay soils. "Select engineered fill" materials should comprise clean, well-gradt!d granular soils or inorganic low plastic clay soils. Engineered fill materials should be placed in layers of 150 mm compacted thiclmess and should be compacted to 98 percent of maximum density.

Granular soils used for select engineered fills should consist of relatively clean, well graded, sand or mixture of sand and gravel (maximum size 75 mm).

Low plastic clay with the following range of Anerberg limits is generally considered suitable for use as select engineered fill.

Liquid Limit

Plastic Limit

Plasticity Index

-20 to40%

-10 to 20%

-10 to30%

Oay fill materials should be compacted at or slightly above the optimum moisture content.

"Structural fill" materials should comprise clean, well-graded inorganic granular soils. Such fill should be placed in compacted lifts not exceeding 150 mm and compacted to not less than 100 percent of maximum density.

Backfill adjacent to and above footings, abutment walls, basement walls, grade beams and pile caps or below highway, street or parlcing lot pavement sections and base courses should comprise "general engineered fill" materials as defined above.

Backfill below slabs-on-grade or where increased volumetric stability is desired should comprise "select engineered fill" materials as defined above.

Backfill supporting structural loads should comprise "structural fill" materials as defined above.

Exterior backfill adjacent to footings, foundation walls, grade beams and pile caps and within 300 mm of final grade should comprise inorganic clay "general engineered" fill as defined above. Such backfill should provide a relatively impervious surface layer to reduce seepage into the subsoil.

Backfill should not be placed against a foundation structure until the structure has sufficient strength to withstand the earth pressures resulting from placement and compaction. During compaction,

BACKFilL-AD .doe

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Backfill Materials and Compaction -21111111

careful observation of the foundation wall for deflection should be carried out continuously. "Where deflections are apparent, the compactive effort should be reduced accordingly.

In order to reduce potential compaction induced stresses, only hand held compaction equipment should be used in the compaction of fill within 500 mm of retaining walls or basement walls.

Backfill materials should not be placed in a frozen state, or placed on a frozen subgrade. All lumps of materials should be broken down during placement.

"Where the maximum-sized particles in any backfill material exceed 50 percent of the minimum dimension of the cross-section to be backfilled, such particles should be removed and placed at other more suitable locations on-site or screened off prior to delivery to site.

Bonding should be provided between backfill lifts, if the previous lift has become desiccated For fine-grained materials the previous lift should be scarified to the base of the desiccated layer, properly moisture-conditioned and recompacted and bonded thoroughly to the succeeding lift. For granular materials, the surface of the previous lift should be scarified to about a 75 mm depth followed by proper moisture-conditioning and recompaction.

Suggested specifications for various backfill types are presented below.

"Pit-Run gravel" and fill sand shall be reasonably well graded and should conform to the following gradings:

PERCENT PASSING BY WEIGHT

SIEVE SIZE PIT RUN GRAVEL (A.T. D6·C80) FILL SAND 80.0mm 100 --50mm 55-100 --25mm 38- 100 100 16mm 32-85 --5.0mm 20-65 75-100

630 llffi -- 45-80

315 llffi 6-30 --80 llffi 2-10 2- 10

The Pit-Run gravel should be free of any form of coating and any gravel or sand containing clay, loam or other deleterious materials should be rejected. No oversize material should be tolerated The percent of material passing the 80 !lm sieve should not exceed 2/3 of the material passing the 315 !lm sieve.

20 mm and 40 mm crushed gravel should be hard, clean, well graded, crushed aggregate, free of organics, coal, clay lumps, coatings of clay, silt and other deleterious materials. The aggregates should conform to the following Alberta Transportation gradation requirements when tested in accordance with AS 1M 036:


SIEVE SIZE 20 mm CRUSH (A.T. D2·C20) 40mm --25mm --20mm 100

16mm 84-94

10mm 63-86

5.0mm 40-67

1.25 mm 20-43

630 llffi 14-34

315flm 9-26

160 fliD 5-18

80 llffi 2-10

Backfill Materials and Compaction -3-

40 mm CRUSH (A.T. D2·C40)

100

70-94

--55-85

44-74

32-62

17-43

12-34

8-26

5-18

2-10

A minimum of 60 percent of the material retained on the 5 mm sieve for the 20 mm crushed gravel should have at least twO freshly crushed faces. Not less than 50 percent of the material retained on the 5 mm sieve for the 40 mm crushed gravel should have at least two freshly crushed faces.

The 20 mm granular course should be compacted in lifts not exceeding 150 mm to 100 percent of Standard Proctor maximum dry density.

"Coarse gravel" for bedding and drainage should conform to the following grading:


SIEVE SIZE 28mmGRAVEL 20mmGRAVEL

40mm 100 --28mm 95- 100 100

20mm -- 85-100

14mm 25-60 60-90

10mm -- 25-60

5mm 0- 10 0-10

2.5mm 0-5 0-5

"Coarse sand" for bedding and drainage should conform to the following grading:

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Backfill Materials and Compaction -4-

SIEVE SIZE PERCENT PASSING

(Square Openings) (By Weight) 10mm 100

Smm 95- 100

2.Smm 80- 100

1.25mm 50-90

630J.1m 25-65

315 J.lffi 10- 35

160 J.lffi 2- 10

80J.1m 0-4

"Lean-mix concrete" should be low strength concrete having a minimum 28-day compressive strength of 3.5 MPa.

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Dynamically Cast-In-Place Piles

DYNAMICALLY CAST-IN-PLACE PILES

Dynamically cast-in-place piles constructed using zero slump concrete should be installed under the full.time inspection of qualified geotechnical personnel.

Piles should not be installed at a spacing of less than 3 diameters (centre· to-centre) of the largest shaft, and care should be taken during driving that concrete in adjacent piles is not disturbed Where adjacent piles are to be spaced at less than about five shaft diameters (centre-to-centre) apart, 24 hours should elapse before driving of an adjacent piles.

Where pile installation is being carried out adjacent to an excavation, there should be sufficient allowance of soil on all sides to prevent "blow out'' through the excavation wall.

When driving piles spaced at closer than about 9 shaft diameters (centre-to-centre), heaving of adjacent piles and soil may occur. The surface elevations of adjacent piles and soil should be measured before and after driving to determine if heave of pile or soil has occurred in order to evaluate the need for corrective action such as reduction of pile capacity.

Where soil heaving is a concern, the pile shaft may be constructed using conventional plastic concrete. This significantly reduces the uplift forces on the adjacent piles. When placing plastic concrete, the driving tube must be used to tremie the shaft concrete into place. A slump range of 125 ± 25 mm is recommended for plastic shaft concrete

It should be noted that significant horizontal and vertical displacements of adjacent existing structures can occur as a consequence of driving this type of pile within about 10 shaft diameters plan distance, and accurate monitoring for such movements is recommended. Pre-boring of shafts will reduce displacements. Otherwise, pre-bored cast-in-place or other non-displacement type piles should be used

Driving of this type of pile may result in significant vibrations, which may not be acceptable to nearby structures. Where this is a concern it is recommended that careful and continuous monitoring of vibrations induced in adjacent structures be carried out by a seismograph to assess the potential for damage and the need for modification of procedures.

The number of blows required to drive the steel casing and gravel plug to the required depth should be recorded and in addition, the number of blows for each bucket of concrete for both the base and the shaft should be recorded.

During the driving of the metal tube to design depth, the plug should not be permitted to be completely driven out of the tube. Zero slump concrete or gravel should be added during driving if it appears that the plug may be driven out of the tube.

When the design depth has been reached, the tube should be rigidly held in position, the plug driven out of the tube and successive small charges of zero slump concrete expelled by applying a controlled number of hammer blows of vety high energy (135 to 200 kJ per blow) to each charge. The expulsion of the zero slump concrete densifies the soil and forms the expanded pile base which, in tum, contributes to the high load-carrying capacity to the pile.

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Dynamically Cast-In-Place Piles -2-

When the expanded base has been completely formed, a reinforcing steel cage should be installed and well seated into the base. The shaft of the pile should then be built by placing successive charges of zero slwnp concrete into the tube, and ramming these charges out as the tube is gradually raisecL When designing a relatively large area of reinforcing steel (greater than 2% of pile cross section) in the pile shaft, the possible interference of the reinforcing steel with proper consolidation of the concrete cover outside the cage must be considered_

The pile shaft may be constructed using conventional plastic concrete. In this case, the driving tube must be used to tremie the plastic concrete into place.

Driving energy can also be used to determine the depth where a competent base can be formed. Crit~ria for basing the pile may be modified in the field at the discretion of the geoteclmical engmeer.

Where direction is not otherwise provided with respect to depth of embedment within the specified bearing stratum, it should be asswned to be not less than the estimated diameter of the expanded pile base such that the entire base is formed within the specified bearing stratum.

If the material being driven into is very hard and driving of the tube is slow ( 40 or more blows of maximwn drop per 0.3 m) or if undue pile heave is observed in surrounding piles, pre-drilling of the shaft with a rorary drill using an auger diameter less than or equal to the tube diameter may be necessary.

During construction specific energy inputs may be expressed in terms of energy per blow or total energy for a given volwne of concrete (usually 0.14 m3

). The maximwn energy input for base construction should not exceed approximately6.1 :MJ per 0.14 m3 of concrete.

The minimwn recommended energy inputs required per unit length of shaft are given in the table below. A drop of approximately 1.5 m is normally usecL It is good practice to use more blows for the shaft construction next to the base than for the upper part of the shaft.

Shaft Total Energy Per Unit Diameter (mm) Shaft Length (kJ/m)

400 180 500 335 600 535

Dynamically Cast-In-Place Piles -3-

Effective Embedment of Pile: Where direction is not otherwise provided with respect to minimwn overall depth of effective embedment below final cut-off grade (bottom of grade beam and! or pile cap), it should be taken as not less than 4.5 m in order to provide sufficient confinement to assure adequate formation of the expanded base. The minimwn recommended depth should approximate a ratio of:

effective le~ of embedment = 10 nominal pile diameter

Proper moisture conditioning of zero slump concrete is essential in supplying a material that can be properly compacted, especially in the pile shaft. The "snowball'' test provides a rapid field assessment of mix consistency. A concrete mix that is too dry or rocky to be formed into a cohesive ball will likely be difficult or impossible to compact properly. Proper compaction is essential in producing satisfactory compressive strengths. Some producers have found that the inclusion of a standard dose of air entraining admixture improves mix workability.

Note that the CSA A23.2-12C test procedure is not appropriate for testing of concrete mixes used for dynamically cast-in-place piles. Mechanically compacted cylinders provide an assessment of mix potentia~ and can aid in assessing the quality of the moisture conditioning of the zero slwnp concrete. :Hand fabricated cylinders are more sensitive to variations in mix consistency than mechanically compacted cylinders, and are therefore recommended for assessment of potential pile quality.

The maximwn time in which zero slwnp concrete should be used after hatching is partly dependent on temperature. Concrete that has cooled to a temperature below soc should not be used. If the ambient air temperature is above 5°C but below 25°C, the recommended maximwn time should be about three hours prodded the concrete remains compactable. If the ambient air temperature is above 30°C, the elapsed time from hatching should be kept to a minimwn (90 minutes or less). The concrete producer may elect to use a set controlling admixture to extend the length of time that the concrete mix can be place without a loss in compactability and/ or compressive strength.

Bored Cast-In-Place Concrete Piles

BORED CAST-IN-PLACE CONCRETE PILES

Design and construction of piles should comply with relevant Building Code requirements.

Piles should be installed under full-time inspection of geotechnical personneL Pile design parameters should be reviewed in light of the findings of the initial bored shafts drilled on a site. Further design review may be necessary if conditions observed during site construction do not conform to design assumptions.

Where fill material or lenses or strata of sand, silt or gravel are present within the designed pile depth, these may be incompetent and/ or water bearing and may cause sloughing. Casing should be on hand before drilling starts and be used, if necessary, to seal off water and/ or prevent sloughing of the hole.

If piles are to be underreamed (belled), the underreams should be formed entirely in self supporting soil and entirely within the competent bearing stratum. Where caving occurs at design elevation it may be necessary to extend the base of the pile bell to a greater depth. Piles may be constructed with bells having outside diameters up to approximately three times the diameters of their shafts. Piles with shaft diameters of less than 400 mm should not be underreamed due to difficulties associated with ensuring a clean base.

Prior to pouring concrete, bottoms of pile bells or of straight-shaft end-bearing piles should be cleaned of all disturbed material.

Pile excavations should be visually inspected after completion to ensure that disturbed materials and/ or water are not present on the base so that recommended allowable bearing and skin friction parameters may apply.

Visual inspection may be accomplished by the inspector descending into the pile shaft (shaft diameter of 760 mm (30 inch) or greater). A protective cage and other safety equipment required by government regulations should be provided by the contractor to facilitate downhole inspection.

Other procedures to inspect the pile shafts may be used where shaft diameters of less than 760 mm (30 inch) are constructed, such as, inspection with a light.

For safety reasons, where hand cleaning and/ or 'down shaft' inspection by personnel are required, the pile shaft must be cased full-length prior to personnel entering the shaft.

Reinforcing steel should be on hand and should be placed as soon as the bore has been completed and approved.

Longitudinal reinforcing steel is recommended to counteract the possible tensile stresses induced by frost action and should extend to a minimum depth of 3.5 m. A minimum steel of 0.5 percent of the gross shaft area is recommended.

Where a limited quantity of water is present on the pile base, when permitted or directed by a geotechnical engineer, it should be either removed or absorbed by the addition of dty cement, which should then be thoroughly mixed as an in situ sluny by means of the belling too~ using reverse

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Bored Cast-In-Place Concrete Piles -2-

rotation of the tooL Where significant quantities of water are present and it is impracticable to exclude water from the pile bore, concrete should be placed bytremie techniques or concrete pump.

A "dry'' pile should be poured by "free fall" of concrete only where impact of the concrete against the reinforcing cage, which can cause segregation of the concrete, will not occur. A hopper should be used to direct concrete down the centre of the pile base and to prevent impact of concrete against reinforcing steeL

Concrete used for "dry'' uncased piles should be self compacting and should have a target slump of 125 mm. Where casing is required to prevent sloughing or seepage, the slump should be increased to 150 mm. In order to comply with maximum water:cement ratios for the concrete, the use of chemicals (or superplasticizers) to temporarily increase the slump may be required. Concrete for each pile should be poured in one continuous operation and should be placed immediately after excavation and inspection of piles, to reduce the opportunity for the ingress of free water or deterioration of the exposed soil or rock

If piles cannot be formed in dty conditions then the concrete should be placed by tremie tube or concrete pump. Concrete placed bytremie should have a slump of not less than 150 mm. A ball or float should be used in the tremie tube to separate the initial charge of concrete from the water in the pile hole. The outlet of the tremie tube should be maintained at all times 1.0 m to 2.0 m below the surface of the concrete. The diameter of the tremie tube should be at least 200 mm. The tube should be water tight and not be made of aluminum. Smaller diameter pipes may be used with a concrete pump. The surface of the concrete should be allowed to rise above the cut off level of the pile, so that when the temporary casing is withdrawn and the surface level of the concrete adjusts to the new volume, the top of the uncontaminated concrete is at or above the cut off leveL The concrete should be placed in one continuous smooth operation without any halts or delays. Placing the lower portion of the pile by tremie tube and placing the upper portion of the pile by "free fall" should not be permitted, to ensure that defects in the pile shaft at the top of the tremie concrete do not occur. As the surface of the concrete rises in the pile bore the water in the pile bore will be displaced upwards and out of the top of the pile casing. It may be necessary to pump off this water to a container or temporary ditch drain to prevent the formation of ice or flooding conditions, and possibly damage to existing structures.

When concreting piles by tremie techniques allowance should be made for the removal of contaminated or otherwise defective concrete at the tops of the piles.

The casing should be filled with concrete and then the casing should be withdrawn smoothly and continuously. Sufficient concrete should be placed to allow for the additional volume of the casing and reduction in level of the concrete as the casing is withdrawn. Concrete should not be poured on top of previously poured concrete, after the casing is withdrawn.

An accurate record of the volume of concrete placed should be maintained as a check that a continuous pile had been formed.

Concrete should not be placed if its temperature is less than 5°C or exceeds 30°C, or if it is more than 2.0 hours old.

Bored Cast-In-Place Concrete Piles -3-

Where tension, horizontal or bending moment loading on the pile is foreseen, steel reinforcing should be extended and tied into the grade beam or pile cap. The steel should be designed to transfer loads to the required depth in the pile and to resist resultant bending moments and shear forces.

Void formers should be placed beneath all grade beams to reduce the risk of damage due to frost effects or soil moisture changes.

Where the drilling operation might affect the concrete in an adjacent pile (i.e.; where pile spacing is less than about three diameters) drilling should not be carried out before the previously poured pile concrete has set for at least 24 hours.

Where a group of four or more piles are used the allowable working load on the piles may need to be modified to allow for group effects.

Piles should be spaced no closer than 2.5 times the pile shaft diameter, measured centre-to-centre. Strict control of pile location and verticality should be exercised to provide accurate locations and spacings of piles. In general, piles should be constructed within a tolerance of 75 mm plan distance in any direction and within a verticality of 1 in 75.

A detailed record should be kept of pile construction; the following information should be included, pile number, shaft/base diameter, date and time bored, date and time concreted, elevation of piling platform, depths (from piling platform Ieven to pile base and to concrete cut-off level, length of casing used, details of reinforcement, details of any obstructions, details of any groundwater inflows, brief description of soils encountered in the bore and details of any unusual occurrences during construction.

If a large number of piles are to be installed, it may be possible to optimize the design on the basis of pile load tests.

Proof-Rolling

PROOF-ROLLING

Proof-rolling is a method of detecting soft areas in an 'as-excavated' subgrade for fill, pavement, floor or foundations or detecting non-uniformity of compacted embankment. The intent is to detect soft areas or areas of low shear strength not otherwise revealed by means of testholes, density testing, or visual examination of the site surface and to check that any fill placed or subgrade meets the necessatydesign strength requirements.

Proof-rolling should be observed by qualified geotechnical personnel.

Proof-rolling is generally accomplished by the use of a heavy (15 to 60 tonne) rubber-tired roller having 4 wheels abreast on independent axles with high contact wheel pressures (inflation pressures ranging from 550 kPa (80 psi) up to 1030 kPa (150 psi).

A heavily loaded tandem axle gravel truck may be used in lieu of the equipment described in the paragraph above. The truck should be loaded to approximately 10 tonnes per axle and a minimum tire pressure of 550 kPa (80 psi).

Ground speed- maximum 8 km/hr recommended 4 krn!hr.

The recommended procedure is two complete coverages with the proof-rolling equipment in one direction and a second series of two coverages made at right angles to the first series; one 'coverage' means that every point of the proof-rolled surface has been subjected to the tire pressure of a loaded wheel. Less rigorous procedures may be acceptable under certain conditions subject to the approval of an engineer.

Any areas of soft, rutted, or displaced materials detected should be either recompacted with additional fill or the existing material removed and replaced with general engineered fill, or properly moisture conditioned as necessaty.

The surface of the grade under the action of the proof-roller should be observed, noting; visible deflection and rebound of the surface, formation of a crack pattern in the compacted surface or shear failure in the surface of granular soils as ridging between wheel tracks.

If any patt of an area indicates significantly more distress than other patts, the cause should be investigated, by, for example, shallow auger holes.

In the case of granular subgrades, distress will generally consist of either compression due to insufficient compaction or shearing under the tires. In the first case, rolling should be continued until no futther compression occurs. In the second case, the tire pressure should be reduced to a point where the subgrade can carry the load without significant deflection and subsequently gradually increased to its specified pressure as the subgrade increases in shear strength under this compaction.

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Pavements

PAVEMENTS

The following recommended procedures for pavements have been based on the use of the area generally by cars with some light truck traffic, as is normal for parking lot areas and access roadways. Recommendations for occasional heavy truck access areas are also presented. These recommendations are intended as minimums only for subgrndes having a California Bearing Ratio (CBR) value of 2 or higher, under saturated conditions.

Maximum density as used in this section means Standard Proctor Maximum Dty Density (AS1M Test Method D698) unless specifically noted otherwise.

The subgrade should be graded to drain towards catch basin locations. All loose, soft or organic material should be removed from beneath pavement areas. The subgrnde should be scarified to a depth of not less than 150 mm below the surface and recompacted. In areas where general engineered fill is placed to achieve design grndes, the subgrnde should be compacted to 98 percent of maximum density and proof-rolled priorto placing fill. The upper 150 mm of subgrnde (and/ or general engineered fill) under pavement sections should be compacted to not less than 100 percent of maximum density.

Proof-rolling of the entire surface area under pavement sections should be carried out to detect any local soft spots. Soft spots detected as a result of proof-rolling should be excavated and backfilled with 'general engineered fill'. Recommended procedures for proof-rolling are presented under a separate section in Appendix C General engineered fill is defined under the section entitled "Backfill Materials and Compaction" in Appendix C

The parking area and roadways base course should comprise a layer of compacted cement stabilized aggregate or crushed grnvel of nominal size equal to 20 mm placed on top of the compacted subgrnde. The base course should have a compacted thickness of not less than 100 nun. The base course should be compacted to not less than 100 percent of maximum density.

The surface of the final lift of base course must have an asphalt prime coat of SS-1, or its equivalent, applied prior to the placement of asphaltic concrete.

The asphalt thickness is dependent on asphalt mix specifications and should be reviewed when details of the mix are available. :Minimum surface lift thickness in multiple-lift construction should be not less than 50 nun.

Preparation of the subgrnde should be carried out within restricted areas. This is to avoid loosening of the prepared areas by site traffic before compaction of the subgrnde and placement of the granular material have been completed. Protection of the prepared subgrnde against precipitation and frost should be undertaken.

Observation of compaction and asphalt laying operations should be carried out by staff of EBA Engineering Consultants Ltd.

Where there is risk of gasoline or diesel oil spillage, such as in the vicinity of pump islands, concrete pavements are preferred to asphalt.

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PAVEMENI'.do;:

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Documents

Lethbridge Geotechnical Report