APPENDIX "H" 4127 Roper Road, Edmonton, AB T6B 3S5 T: F: thurber.ca

Transcription

1 APPENDIX "H" 4127 Roper Road, Edmonton, AB T6B 3S5 T: F: thurber.ca

2 TABLE OF CONTENTS 1. INTRODUCTION Project Details FIELD INVESTIGATIVE WORK Site Reconnaissance GEOTENICAL PROGRAM Field Drilling Program Laboratory Testing Surface Conditions Subsurface Conditions General Gravel Surfacing Material Topsoil Clay Groundwater Conditions GEOTENICAL EVALUATION AND RECOMMENDATIONS General Topsoil Stripping Grading and Subgrade Preparation Grade Widening Drainage Pavement Design STATEMENT OF CONDITIONS AND LIMITATIONS APPENDIX A Drawing No Site Plan Showing Test Hole Locations APPENDIX B Symbols & Terms Used on Test Hole Logs Modified Unified Classification System for Soils Test Hole Logs Sieve Analysis Results APPENDIX C Site Photographs

3 1. INTRODUCTION This report presents the results of a geotechnical investigation completed for the proposed widening and upgrading of Township Road 533A east of Range Road 274 in the County of Parkland, Alberta. The scope of work for the geotechnical investigation was outlined in our proposal letter to Mr. George Welsh, P.Eng. of ISL Engineering and Land Services Ltd. (ISL). Authorization to proceed with the investigation was received from Mr. George Welsh on July 18, It is a condition of the use of this report that Thurber s performance of its professional services is subject to the attached Statement of Limitations and Conditions. 1.2 Project Details It is understood that upgrading of Township Road 533A east of Range Road 274 is planned for an approximate length of 800 m. The upgrading will consist of the followings: 1) Widening of the roadway, 2) Reconstruction of the existing roadway and asphalt surfacing. 2. FIELD INVESTIGATIVE WORK 2.1 Site Reconnaissance A site reconnaissance was conducted on August 29, 2017 by Mr. Abdul Sadiq-Zadah, P.Eng. of Thurber to observe the condition of the existing roadway surfaces. A walking survey of the roadway to identify surficial distress was conducted along the alignment. The site observations made on the roadway are summarized below: Occasional wheel path and edge rutting of slight to moderate severity was observed along the roadway. Surficial topsoil was observed at the east end of the roadway, near cul-de-sac. The roadway surface was well crowned. The gravel on the surface appeared somewhat loose. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 1 of 10 e-file: \\H\19958 rpt - Edm

4 3. GEOTENICAL PROGRAM 3.1 Field Drilling Program The field investigation was conducted on September 8, 2017 utilizing a truck-mounted auger drill rig operated by All Service Drilling Inc. on roadway. The drilling was conducted under the supervision of Mr. George Marenga of Thurber. A total of four (4) test holes were drilled (TH17-1 to 4) along the roadway alignment to depths of 4.3 m. All holes were located on the roadway surface. The test hole locations were verified clear of underground utilities by Alberta-One-Call. The test hole locations were selected by Thurber with consultations from ISL and the Parkland County. The approximate test hole locations are shown on Drawing No in Appendix A. Disturbed soil samples were obtained from the auger flights during drilling and Standard Penetration Tests (SPTs) were carried out at selected depths in the test holes. The undrained shear strength (C pen value) of cohesive samples was estimated using a pocket penetrometer. On completion of the drilling, 25 mm diameter standpipe piezometers were installed in two test holes for future water level readings, which were read after installation and again on September 25, All test holes were backfilled with drill cuttings and roadway test holes surfaced with cold mix and compacted. 3.2 Laboratory Testing Laboratory testing included a visual classification and the determination of the natural water content of all soil samples. In addition, Atterberg Limits tests and Sieve Analysis were carried out on selected representative soil samples. The results of the drilling and laboratory testing are summarized on the test hole logs in Appendix B. An explanation of the symbols and terms used to describe observations in the test hole logs and the Modified Unified Soil Classification are also provided in Appendix B. 3.3 Surface Conditions The right-of-way for the roadway was clear of vegetation and relatively level except for some accentuated ditches and occasional undulations. The roadway generally appeared to be well drained. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 2 of 10 e-file: \\H\19958 rpt - Edm

5 Beyond the right-of-way, the area is vegetated with mature tree cover with occasional cleared areas and access roads to private properties. The embankments for the existing roadway are about 2 m to 3 m higher than the surrounding ground surface. 3.4 Subsurface Conditions General The subsurface conditions encountered in the test holes generally consisted of a surficial layer of gravel over topsoil or peat over high plastic clay. Further descriptions of the main soil layers are provided in the following sections. Detailed soil descriptions are presented on the attached test hole logs. In case of discrepancy with the following description, the information on the test hole logs governs Gravel Surfacing Material Surfacing gravel was encountered in TH17-1 through -4. The thickness of the gravel is summarized below in Table 4.1. TABLE 4.1 APPROXIMATE THICKNESSES OF SURFACING MATERIALS TEST HOLE NO. GRAVEL THICKNESS (mm) TH TH TH TH One grain size analysis was conducted on a composite sample of the granular base material which is presented in Appendix A. The gradation of the combined sample was slightly outside of the required specifications for granular base course based on the Parkland County specifications Topsoil Topsoil/peat was encountered, buried below the gravel layer, in all of the test holes. The thickness of the topsoil/peat varied between 300 mm and 1150 mm. The specific thickness of the topsoil/organic clay is provided in the attached test hole logs and summarized in Table 4.2 below: Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 3 of 10 e-file: \\H\19958 rpt - Edm

6 TABLE 4.2 TOPSOIL AND PEAT THICKNESS TEST HOLE TOPSOIL THICKNESS (mm) TEST HOLE TH TH TH TH The thickness of topsoil/organic and buried topsoil layers may vary between test holes and those summarized in Table 4.2 and may be thicker or thinner at other locations within the project limits. If volume quantities of topsoil for stripping or other purposes are required, additional closely spaced shallow test holes should be undertaken Clay Clay was encountered in all the test holes beneath the topsoil or peat at depths ranging between 0.5 m and 1.4 m. The test holes were generally terminated in the clay. The clay was high plastic and contained traces of silt and sand. Natural moisture contents in the clay ranged from 21 percent to 51.2 percent. SPT N values ranged from 6 to 15 blows per 300 mm penetration indicating firm to stiff consistency. Two (2) Atterberg Limit tests were conducted on representative samples of clay. The results of these tests are presented in Table 4.3: DEPTH (m) MOISTURE CONTENT (%) TABLE 4.3 SUMMARY OF ATTERBERG LIMIT TEST RESULTS LIQUID LIMIT (%) PLASTIC LIMIT (%) PLASTICITY INDEX (%) ESTIMATED THEORETICAL OPTIMUM MOISTURE CONT. (%) MOISTURE CONTENT ABOVE OPTIMUM (%) MODIFIED USC TH TH The estimated theoretical optimum moisture contents (OMC) are presented in Table 4.3 which are based on correlations with Atterberg Limits provided by Alberta Transportation (AT). The estimated OMC is a general indicator and may differ from the actual values obtained from a Standard Proctor test. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 4 of 10 e-file: \\H\19958 rpt - Edm

7 3.5 Groundwater Conditions Groundwater measurements, taken in the standpipe piezometers upon completion of drilling and on September 25, 2017, are presented in Table 4.4. It should be noted that the water level measurements taken during this field investigation program are short term and may not represent stabilized groundwater conditions. In addition, groundwater levels may vary between test hole locations. Groundwater levels are expected to vary in response to seasonal factors and precipitation, hence the actual groundwater conditions at the time of construction could vary from those recorded during this investigation. TABLE 4.4 SHORT TERM GROUNDWATER OBSERVATIONS AND SLOUGHING CONDITIONS TEST HOLE DRILL DEPTH *B.G.S. (m) LEVEL BELOW GROUND SURFACE AT END OF DRILLING *B.G.S. (m) SLOUGH LEVEL WATER LEVEL WATER LEVEL IN STANDPIPE PIEZOMETER *B.G.S. (m) SEPT 25, 2017 TH No slough No water 1.20 TH No slough No water 1.31 *Below ground surface. 4. GEOTENICAL EVALUATION AND RECOMMENDATIONS 4.1 General The test holes indicate varying thicknesses of gravel over buried organic topsoil or peat. Removal of the buried topsoil/peat will be required to achieve adequate subgrades. The existing gravel is unlikely to be suitable for use as granular base material, however the gravel may be reused as granular fill in the embankment. We understand that some of the material required to widen the road surface will be obtained from existing inorganic material from the roadway shoulders. The remaining material will be obtained from borrow sources. The soil conditions along the proposed roadway widening typically consist of high plastic clay soils. The inorganic clay is generally suitable for roadway construction subject to proper moisture conditioning at the time of construction. Comparison of the natural moisture content and the estimated optimum moisture content indicates that the moisture content of the cohesive soils (within the upper one metre) is variable Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 5 of 10 e-file: \\H\19958 rpt - Edm

8 and ranged from about 2 percent below to 26 percent above the optimum moisture content. This variation will also be accentuated by weather conditions at the time of construction. All work should be carried out in accordance with the requirements outlined in the latest edition of Parkland County Design and Construction Standards. 4.2 Topsoil Stripping All topsoil, organics, peat and soil containing significant organic content should be removed from the roadway and widening areas. Based on the available test holes, the depth of material containing organics is expected to range from about 0.45 m to 1.20 m below the existing ground surface. It should be noted that thinner or greater thickness of topsoil and organic soils may exist between test holes and the depths of stripping may vary. Additional probe holes or test pits should be conducted if an accurate estimate of the topsoil quantity is required. If the topsoil and organic soils are to be used for reclamation in the future, they should be stockpiled for re-use. Care should be taken to minimize mixing of these materials with the underlying inorganic soils during removal. 4.3 Grading and Subgrade Preparation It is expected that the exposed soils, after removal of the gravel materials and any organic soils, will consist mainly of medium to high plastic clay. Natural moisture contents of the clay typically ranged between 21 percent and 51 percent. Comparison of the natural moisture content and the estimated optimum moisture content indicates that the moisture content on the clay ranged from about -2 percent to 26 percent above the estimated Optimum Moisture Content (OMC) determined using AT correlations with soil index properties. These variations will also be accentuated by weather conditions at the time of construction. The subgrade will require moisture conditioning to achieve the required compaction. The subgrade should be prepared in accordance with the following recommendations: 1 The exposed surfaces should be proof rolled and inspected by qualified geotechnical personnel to confirm that all deleterious material have been removed, and to identify wet or weak areas which should be replaced with well compacted clay. Wet or weak areas should be subcut to a maximum depth of 1 m below the design subgrade elevation. If weak soils are present on the excavation base, a woven geotextile should be placed on the base. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 6 of 10 e-file: \\H\19958 rpt - Edm

9 2 Subgrade areas that become softened as a result of construction traffic or weather conditions should also be subexcavated and replaced with inorganic low to medium plastic clay or clean granular fill. 3 Fill should be placed at suitable moisture contents and should be free of organics, rubble, snow, ice, frozen lumps and stones greater than 150 mm in diameter. All fill material shall be compacted in accordance with Parkland County grading specifications to a minimum of 97 percent of Standard Proctor maximum dry density (SPMDD), with the exception of the top 300 mm, which should be compacted to a minimum of 100 percent of SPMDD. 4 The feasibility of achieving the required moisture content of the material will depend on the construction time available, time of year and weather conditions. Other construction techniques to improve the natural moisture content such as the application of cement or lime to the fill during placement may be required to improve the moisture condition of the material prior to compaction. The required percentage of lime or cement should be confirmed by trial sections at the time of construction. The finished top of subgrade should be trimmed smooth and provided with a minimum cross fall of 2 percent to shed surface water towards the side ditches prior to placing surfacing gravel. The final compacted subgrade surface should be proof-rolled to confirm that surface deflections are minimal under the influence of construction traffic. 4.4 Grade Widening After removal of organics, the exposed soils at the base of the excavation should be scarified, moisture conditioned as necessary and compacted to 95 percent SPMDD prior to placement of fill materials. The sub excavation should be backfilled in accordance with the recommendations provided below for fill placement Prior to placement of the embankment fill, the stripped surface should be proof rolled. There is a possibility that local areas of poor quality fill or soft clays could be encountered which should be sub-excavated to suitable soils or to a maximum depth of 1 m, and replaced with good quality material. The sub-excavated depths should be decided in the field by a geotechnical engineer at the time of grading. Where ground conditions at the base of the excavation are soft and wet, a woven geotextile (Nilex 2004) should be placed over the base of the excavation. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 7 of 10 e-file: \\H\19958 rpt - Edm

10 Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 8 of 10 e-file: \\H\19958 rpt - Edm

11 The side slopes should be benched as shown schematically in Figure 4.1, to promote bonding between the new roadway widening and the existing roadway section. Some of the material that is removed to construct the benches may be used as the initial lower lift for the roadway widening. Additional material will be obtained from borrow pits. The excavated material from the roadway shoulder will typically consist of high plastic clay with moisture contents of varying from -2 percent to 26 percent above optimum moisture content (OMC) for the material. Therefore, discing and drying or mixing with drier material will be required to obtain the required compaction levels. Fill should be placed at suitable moisture contents and should be free of organics, rubble, snow, ice, frozen lumps and stones greater than 150 mm in diameter. All fill material shall be compacted in accordance with Parkland County grading specifications to a minimum of 97 percent of Standard Proctor maximum dry density (SPMDD), with the exception of the top 300 mm, which should be compacted to a minimum of 100 percent of SPMDD. The feasibility of achieving the required moisture content of the material will depend on the construction time available, time of year and weather conditions. Other construction techniques to improve the natural moisture content such as the application of lime or cement to the fill during placement may be required to improve the moisture condition of the material prior to compaction. A thorough mechanical mixing of about 5 percent of lime into the clay fill should be considered initially. However, the required percentage of lime should be confirmed by trial sections at the time of construction. The final compacted subgrade surface should be proof-rolled to confirm that surface deflections are minimal under the influence of construction traffic. Assuming that topsoil and soft subsoil is removed below the widening and that total fill heights do not exceed about 2 m, fill side slopes for the widening may be constructed at 4H:1V or flatter. 4.5 Drainage Adequate performance of the proposed road is largely dependent on the efficiency of surface and subgrade drainage measures. Hence, the design of the road should incorporate an adequate drainage system capable of collecting and directing surface run-offs away from the road embankments. As the roadway will have a rural cross section, the design of the drainage system should be undertaken in accordance with the Alberta Transportation Design and Construction Standards To Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 9 of 10 e-file: \\H\19958 rpt - Edm

12 protect the subgrade from wetting and softening and frost action, it is recommended to maintain the bottom of ditches a minimum of 1 m below the top of subgrade. For improved road performance, the separation height from top of subgrade to ditch bottom should be increased to 1.5 m in poorly drained areas and locations where the groundwater levels are expected to be close to (i.e. within about 1 m) subgrade elevation. Positive side ditch drainage is required on both sides of the road throughout the alignment to prevent ponding of water, which could lead to softening of the road subgrade. Roadside ditches should be sized adequately to accommodate the anticipated flows and should be graded towards low-lying discharge points The final subgrade surface should be adequately crowned to provide positive subgrade drainage. The purpose of this is to drain any subsurface water from the subgrade and thereby prevent ponding of water on the pavement subgrade which could result in swelling, softening and/or possible frost heaving of the clay. 4.6 Pavement Design We understand that the Twp. Road 533A has been classified as a rural minor collector. A soaked California Bearing Ratio (CBR) value of 3 is considered applicable to the types of subgrade materials recommended for this site, and for design of the pavement structure. The design of pavement thickness will depend on the magnitude, frequency and distribution of traffic loading anticipated in the areas. For design purposes, an assumed traffic volumes of 2.5 x10 5 Equivalent Single Axle Loads (ESALs) wasused for the design of the roadway, subjected to cars and pickups (over 20 years). It is understood that during construction of the residential houses that Twp. Road 533A will service, the roadway would be subjected to heavy truck traffic associated with the construction.. Based on the above parameters and information, the following pavement structure is recommended for Twp. Road 533A: TABLE 4.1 PAVEMENT STRUCTURES Pavement Type Twp. Road 533A Rural Minor Collector Pavement Structure 100 mm Asphalt Concrete Pavement over 300 mm Crushed Granular Base Course over 300 mm Prepared subgrade. The pavement materials should be supplied and constructed in accordance with the latest edition of the Parkland Engineering Standards. Client: ISL Engineering and Land Services Date: November 3, 2017 File: Page: 10 of 10 e-file: \\H\19958 rpt - Edm

13 STATEMENT OF LIMITATIONS AND CONDITIONS 1. STANDARD OF CARE This Report has been prepared in accordance with generally accepted engineering or environmental consulting practices in the applicable jurisdiction. No other warranty, expressed or implied, is intended or made. 2. COMPLETE REPORT All documents, records, data and files, whether electronic or otherwise, generated as part of this assignment are a part of the Report, which is of a summary nature and is not intended to stand alone without reference to the instructions given to Thurber by the Client, communications between Thurber and the Client, and any other reports, proposals or documents prepared by Thurber for the Client relative to the specific site described herein, all of which together constitute the Report. IN ORDER TO PROPERLY UNDERSTAND THE SUGGESTIONS, RECOMMENDATIONS AND OPINIONS EXPRESSED HEREIN, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. THURBER IS NOT RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT. 3. BASIS OF REPORT The Report has been prepared for the specific site, development, design objectives and purposes that were described to Thurber by the Client. The applicability and reliability of any of the findings, recommendations, suggestions, or opinions expressed in the Report, subject to the limitations provided herein, are only valid to the extent that the Report expressly addresses proposed development, design objectives and purposes, and then only to the extent that there has been no material alteration to or variation from any of the said descriptions provided to Thurber, unless Thurber is specifically requested by the Client to review and revise the Report in light of such alteration or variation. 4. USE OF THE REPORT The information and opinions expressed in the Report, or any document forming part of the Report, are for the sole benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THURBER S WRITTEN CONSENT AND SU USE SHALL BE ON SU TERMS AND CONDITIONS AS THURBER MAY EXPRESSLY APPROVE. Ownership in and copyright for the contents of the Report belong to Thurber. Any use which a third party makes of the Report, is the sole responsibility of such third party. Thurber accepts no responsibility whatsoever for damages suffered by any third party resulting from use of the Report without Thurber s express written permission. 5. INTERPRETATION OF THE REPORT a) Nature and Exactness of Soil and Contaminant Description: Classification and identification of soils, rocks, geological units, contaminant materials and quantities have been based on investigations performed in accordance with the standards set out in Paragraph 1. Classification and identification of these factors are judgmental in nature. Comprehensive sampling and testing programs implemented with the appropriate equipment by experienced personnel may fail to locate some conditions. All investigations utilizing the standards of Paragraph 1 will involve an inherent risk that some conditions will not be detected and all documents or records summarizing such investigations will be based on assumptions of what exists between the actual points sampled. Actual conditions may vary significantly between the points investigated and the Client and all other persons making use of such documents or records with our express written consent should be aware of this risk and the Report is delivered subject to the express condition that such risk is accepted by the Client and such other persons. Some conditions are subject to change over time and those making use of the Report should be aware of this possibility and understand that the Report only presents the conditions at the sampled points at the time of sampling. If special concerns exist, or the Client has special considerations or requirements, the Client should disclose them so that additional or special investigations may be undertaken which would not otherwise be within the scope of investigations made for the purposes of the Report. b) Reliance on Provided Information: The evaluation and conclusions contained in the Report have been prepared on the basis of conditions in evidence at the time of site inspections and on the basis of information provided to Thurber. Thurber has relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, Thurber does not accept responsibility for any deficiency, misstatement or inaccuracy contained in the Report as a result of misstatements, omissions, misrepresentations, or fraudulent acts of the Client or other persons providing information relied on by Thurber. Thurber is entitled to rely on such representations, information and instructions and is not required to carry out investigations to determine the truth or accuracy of such representations, information and instructions. c) Design Services: The Report may form part of design and construction documents for information purposes even though it may have been issued prior to final design being completed. Thurber should be retained to review final design, project plans and related documents prior to construction to confirm that they are consistent with the intent of the Report. Any differences that may exist between the Report s recommendations and the final design detailed in the contract documents should be reported to Thurber immediately so that Thurber can address potential conflicts. d) Construction Services: During construction Thurber should be retained to provide field reviews. Field reviews consist of performing sufficient and timely observations of encountered conditions in order to confirm and document that the site conditions do not materially differ from those interpreted conditions considered in the preparation of the report. Adequate field reviews are necessary for Thurber to provide letters of assurance, in accordance with the requirements of many regulatory authorities. 6. RELEASE OF POLLUTANTS OR HAZARDOUS SUBSTANCES Geotechnical engineering and environmental consulting projects often have the potential to encounter pollutants or hazardous substances and the potential to cause the escape, release or dispersal of those substances. Thurber shall have no liability to the Client under any circumstances, for the escape, release or dispersal of pollutants or hazardous substances, unless such pollutants or hazardous substances have been specifically and accurately identified to Thurber by the Client prior to the commencement of Thurber s professional services. 7. INDEPENDENT JUDGEMENTS OF CLIENT The information, interpretations and conclusions in the Report are based on Thurber s interpretation of conditions revealed through limited investigation conducted within a defined scope of services. Thurber does not accept responsibility for independent conclusions, interpretations, interpolations and/or decisions of the Client, or others who may come into possession of the Report, or any part thereof, which may be based on information contained in the Report. This restriction of liability includes but is not limited to decisions made to develop, purchase or sell land. HKH/LG_Dec 2014

14 APPENDIX A Drawing No Site Plan Showing Test Hole Locations

15 W E S RANGE ROAD 274 H:\19000\19958 Twp 533A East of RR 274 Geotechnical Investigation\Drafting\ dwg Aug. 29, 2017 N TH17-3 TH17-1 TOWNSHIP ROAD 533 TH17-4 TH17-2 LEGEND APPROXIMATE TEST HOLE LOCATION m SCALE 1:4000 AIR PHOTO FROM ESRI WORLD IMAGERY TWP 533A EAST OF RR 274 GEOTENICAL INVESTIGATION DRAWN BY DESIGNED BY APPROVED BY SITE PLAN SHOWING APPROXIMATE TEST HOLE LOCATIONS DWG No SCALE DATE FILE No. ML ASZ DWS 1:4000 AUGUST TE

16 APPENDIX B Symbols & Terms Used on Test Hole Logs Modified Unified Classification System for Soils Test Hole Logs Sieve Analysis Results

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19 CLIENT: ISL Engineering and Land Services Ltd. DRILLING COMPANY: All Service Drilling Inc. DRILL/METHOD: Solid Stem Augers PROJECT: Twp 533A East of RR 274 Geo. Inv. DATE DRILLED: September 8, 2017 LOCATION: See Drawing # SAMPLE TYPE GRAB SAMPLE SPT BACKFILL TYPE GROUT BENTONITE DRILL CUTTINGS BOREHOLE NO: TH17-1 PROJECT NO: ELEVATION: DEPTH (m) SAMPLE TYPE SPT (N) CPEN (kpa) SPT Blows/300 mm PLASTIC W.C. LIQUID REMARKS SLOTTED PIEZOMETER USC GM -OH SOIL SYMBOL SOIL DESCRIPTION GRAVEL (150mm) TOPSOIL (300mm), mixture of topsoil and clay CLAY stiff, brown to black, silty, some topsoil laminations -some sand lenses DEPTH (m) 0 1 -some sandstone layers dark grey, trace oxides END OF TEST HOLE AT 4.3m UPON COMPLETION: -No slough -No water Standpipe piezometer installed WATER LEVEL BELOW GROUND SURFACE: -September 25, 2017 = 1.2m BOREHOLE LOG GPJ THRBR_AB.GDT 10/10/17- LIBRARY-NEW LOGO.GLB TE FIELD LOGGED BY: GM PREPARED BY: ASZ REVIEWED BY: COMPLETION DEPTH: 4.3 m COMPLETION DATE: 9/8/ Page 1 of 1

20 CLIENT: ISL Engineering and Land Services Ltd. DRILLING COMPANY: All Service Drilling Inc. DRILL/METHOD: Solid Stem Augers SAMPLE TYPE GRAB SAMPLE PROJECT: Twp 533A East of RR 274 Geo. Inv. DATE DRILLED: September 8, 2017 LOCATION: See Drawing # SPT BOREHOLE NO: TH17-2 PROJECT NO: ELEVATION: DEPTH (m) SAMPLE TYPE SPT (N) CPEN (kpa) SPT Blows/300 mm PLASTIC W.C. LIQUID REMARKS USC SOIL SYMBOL GC -OH OL-PEAT -OH SOIL DESCRIPTION GRAVEL (200mm), 20mm crushed TOPSOIL (250mm), black, some clay PEAT (900mm) brown to black, fine fibrous, some rootlets -grey to black, some very silty clay and topsoil DEPTH (m) 0 1 CLAY firm, dark grey, silty, some white deposits grey 3 -dark grey END OF TEST HOLE AT 4.3m UPON COMPLETION: -No slough -No water Backfilled with drill cuttings BOREHOLE LOG GPJ THRBR_AB.GDT 10/10/17- LIBRARY-NEW LOGO.GLB TE FIELD LOGGED BY: GM PREPARED BY: ASZ REVIEWED BY: COMPLETION DEPTH: 4.3 m COMPLETION DATE: 9/8/ Page 1 of 1

21 CLIENT: ISL Engineering and Land Services Ltd. DRILLING COMPANY: All Service Drilling Inc. DRILL/METHOD: Solid Stem Augers SAMPLE TYPE GRAB SAMPLE PROJECT: Twp 533A East of RR 274 Geo. Inv. DATE DRILLED: September 8, 2017 LOCATION: See Drawing # SPT BOREHOLE NO: TH17-3 PROJECT NO: ELEVATION: DEPTH (m) SAMPLE TYPE 0 SPT (N) CPEN (kpa) SPT Blows/300 mm PLASTIC W.C. LIQUID REMARKS USC SOIL SYMBOL GC OL-PEAT SOIL DESCRIPTION GRAVEL (225mm), 20mm crushed PEAT (525mm) brown, fine fibrous, some clay, trace rootlets DEPTH (m) CLAY stiff. grey to black, silty, some peat, trace topsoil grey trace oxides END OF TEST HOLE AT 4.3m UPON COMPLETION: -No slough -No water Backfilled with drill cuttings BOREHOLE LOG GPJ THRBR_AB.GDT 10/10/17- LIBRARY-NEW LOGO.GLB TE FIELD LOGGED BY: GM PREPARED BY: ASZ REVIEWED BY: COMPLETION DEPTH: 4.3 m COMPLETION DATE: 9/8/ Page 1 of 1

22 CLIENT: ISL Engineering and Land Services Ltd. DRILLING COMPANY: All Service Drilling Inc. DRILL/METHOD: Solid Stem Augers PROJECT: Twp 533A East of RR 274 Geo. Inv. DATE DRILLED: September 8, 2017 LOCATION: See Drawing # SAMPLE TYPE GRAB SAMPLE SPT BACKFILL TYPE GROUT DRILL CUTTINGS BOREHOLE NO: TH17-4 PROJECT NO: ELEVATION: DEPTH (m) SAMPLE TYPE 0 SPT (N) CPEN (kpa) SPT Blows/300 mm PLASTIC W.C. LIQUID REMARKS SLOTTED PIEZOMETER USC CI-OL CI-OL SOIL SYMBOL SOIL DESCRIPTION GRAVEL (200mm), 20mm size, some clay PEAT (1000mm) grey to black, fine fibrous, some rootlets DEPTH (m) light grey to black CLAY stiff. grey, silty, some oxides dark grey firm 4 5 END OF TEST HOLE AT 4.3m UPON COMPLETION: -No slough -No water Standpipe piezometer installed WATER LEVEL BELOW GROUND SURFACE: -September 27, 2017 = 1.3m BOREHOLE LOG GPJ THRBR_AB.GDT 10/10/17- LIBRARY-NEW LOGO.GLB TE FIELD LOGGED BY: GM PREPARED BY: ASZ REVIEWED BY: COMPLETION DEPTH: 4.3 m COMPLETION DATE: 9/8/ Page 1 of 1

23 4127 Roper Road Edmonton, Alberta T6B 3S5 P: F: Client: ISL Engineering and Land Services Ltd. Project No.: Project: Twp. Rd. 532A East of RR 274 Date: 29-Sep-17 Sample Source: Compsite of Samples TH17-1 to TH ". Date Tested: Material Type: Sampled by: Specification: Parkland County Des Date Sampled: Unified Class: Sieve Sizes (mm) Test Method: 28-Sep-17 N/A N/A ASTM C Percent Passing Grain Sizes (mm) Sieve Opening Percent Gradation Limits No. (mm) Passing Max Min Total Sample Proportions Gravel: 42.5 % Sand: 38.3 % Fines: 19.2 % Comments: Silt and Clay Silt Clay Total Fines: Moisture Content As Received: 4.6% Percent Crush: Faces Counted: Computer File : TH17-(1-3) B1 Series No.: N/A Reporting of these test results constitutes a testing service only. Engineering interpretation or evaluation of the test results is provided only on written request. Checked By: JDR

24 APPENDIX C Site Photographs

25 Roadway General View Roadway Edge Rutting \\H\19958 rpt - Edm