What has happened in practice is that our ability to BUILD advanced geotechnical structures has outpaced our ability to ANALYZE the performance of these construction and engineering marvels. This issue is particularly troublesome given the significant pressure to build larger and more complex geotechnical structures with decreasing budgets. This dynamic can be seen demonstrated especially in the mining market area where the pressure to dig deeper or build higher is enormous in order to supply the modern appetite for minerals. This presentation examines the use of 3D methodologies and digital twin technologies in slope stability analysis as a method to improve our collective ability to estimate the long-term performance of earth dams and TSFs.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Murray Fredlund","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"4ee8dda9-a729-4cd7-9745-b6a65547884f","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"R.M. Hardy Address","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-02T08:30:00+00:00","BaseEndDateTime":"2023-10-02T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-02T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-02T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T16:00:00.0000000+00:00"},{"Id":"6dddf9e7-ae56-41d3-8a4a-847c14a7348d","SessionBlockId":null,"Name":"AM Coffee Break","IsSession":false,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:00:00","EndTime":"10:30:00","StartTimeOverride":"10:00:00","EndTimeOverride":"10:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Break Activity","BackgroundColor":"#F2F2F2","Location":"Salon A/B/C/D - Upper Level","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"6dddf9e7-ae56-41d3-8a4a-847c14a7348d","StartTimeString":"10:00 AM","EndTimeString":"10:30 AM","StartToEndTimeString":"10:00 AM - 10:30 AM","StartToEndTimeSortString":"10:00 AM - 10:30 AM","DisplayDetails":"AM Coffee Break","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"10:00 AM - 10:30 AM","StartTimeOverrideString":"10:00 AM","EndTimeOverrideString":"10:30 AM","StartToEndTimeOverrideString2":"10:00 AM - 10:30 AM","BaseStartDateTime":"2023-10-02T10:00:00+00:00","BaseEndDateTime":"2023-10-02T10:30:00+00:00","BaseStartDateTimeOverride":"2023-10-02T10:00:00+00:00","BaseEndDateTimeOverride":"2023-10-02T10:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T16:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T16:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T16:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T16:30:00.0000000+00:00"},{"Id":"c4572603-25a2-4e9d-b4e7-168fc28068e2","SessionBlockId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","Name":"Tailings and Liquefaction","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Investigation of strain localization in sand under triaxial compression: insights from internal pore-water pressure measurements ","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Yawu","LastName":"Liang","Position":"","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The mechanism of strain localization in granular material is associated with the progressive failure of slope and soil liquefaction. A series of consolidated, undrained triaxial tests were conducted on saturated, dense and loose sand with internal pore-water pressure measurements to investigate the relationship between the internal pore-water pressure response and the evolution of strain localization. The incremental pore-water pressure coefficients a and 1/a were introduced to evaluate the change of shear stress in a short-time scale. In a dense sand, the sudden drop in the internal pore-water pressure prior to peak stress could potentially indicate the initiation of the shear band. In addition, the variation of coefficients a and 1/a can reflect the different stages of formation of the shear band. In a loose sand, the spike in coefficient a corresponds to the onset (peak stress) of liquefaction. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/06b29f59d3bb4c25bd7e4982ff3aa063","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","e3afa0fa-d963-4569-87aa-11e00052b333"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Yawu Liang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"On the numerical issues of the NorSand model in the simulation of undrained behavior of granular soils ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Seyyed Kazem","LastName":"Razavi","Position":"","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The NorSand model is one of the most used soil models to simulate the undrained and drained response of granular materials. The model requires the following parameters: two elastic material properties, three to four parameters to define the critical state in e-p’ and q-p’ space, two parameters to define the image stress ratio and limiting dilatancy, and two hardening parameters. These few material properties and a straightforward procedure to determine them are the main reasons for the considerable growth of the NorSand application in the simulation of the stress-strain behavior of granular materials. However, the material properties are obtained mainly based on drained test results conducted on dense samples. Therefore, the model uses some assumptions and mathematical techniques to modify its response to simulate the undrained behavior of soil states looser than the critical state. This paper explains how the NorSand model employs this mathematical technique and highlights why (i) this modification is limited and (ii) its slight change to intensify its effect can cause numerical instability to the model.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4adc3bc364374092a967df4a1e7f6c0f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","17c5189f-b7d7-4c37-a576-5468182c8d08","c99f1580-07f6-4737-bcd5-54d87a958f2d"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Seyyed Kazem Razavi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Magnitude scaling relationships for liquefaction triggering procedures considering large magnitude subduction zone earthquakes","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Trevor","LastName":"Carey","Position":"","Organization":"University of British Columbia","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Along the coast of North America, including British Columbia, the Cascadia subduction zone is likely to produce a large-magnitude earthquake ranging from M=8-9.1, which is expected to trigger soil liquefaction, resulting in the loss of stiffness and strength and lead to ground failures of settlement or lateral movement. Within the liquefaction triggering procedures, the Magnitude Scaling Factor (MSF) is the relationship that accounts for the additional number of loading cycles for larger magnitude earthquakes. Current MSF relationships were developed for earthquake magnitudes consistent with crustal faulting (M<8.0). Hence, it is not fully understood if these relationships can confidently predict earthquake magnitudes greater than 8.0 expected for Cascadia. In this study, we evaluated current MSF relationships using ground motion recordings from the NGA-subduction zone database. The current MSF relationships were found to underpredict the number of cycles for subduction zone tectonic environments. We propose new MSF models for interface and intraplate events that have a functional dependency on earthquake magnitude, peak ground acceleration, source-to-site distance, and the fundamental period of the soil site. The revised MSF relationships are recommended to be used in design practice when dealing with subduction zone tectonic environments both locally and abroad.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f13d20484c6544769e3527a5beda27c4","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c99f1580-07f6-4737-bcd5-54d87a958f2d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Trevor Carey","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Extending dilatancy-based constitutive models to unsaturated response of gold mine tailings","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Mina","LastName":"Mofrad","Position":"Student","Organization":"Carleton University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Hard rock tailings predominantly contain mixtures of low plasticity sand and silt with wide particle size distributions ranging from sub-millimetres to few micrometers, induces a wide water retention curve spanning over multiple decades of matric suction with potential of significant hydraulic hysteresis during drying and wetting cycles. Throughout the course of impoundment, such tailings undergo complex hydro-mechanical stress paths including repeated cycles of drying and wetting. The partially saturated nature of tailings makes it necessary to adopt proper constitutive models capable of capturing the coupled hydro-mechanical phenomena associated with such regimes. Most commonly used unsaturated constitutive models, such as Barcelona Basic Model and Glosgow Coupled Model (GCM), are developed based on the Cam Clay theory which is applicable mostly to clayey materials. Hard rock tailings, however, consist of frictional particles that are better described by dilatancy-based constitutive models. The current study applies the general framework developed in GCM to two dilatancy-based constitutive models, namely Norsand and Wan and Guo model, to better capture the behaviour of hard rock tailings as subjected to coupled hydro-mechanical loading paths. The models are extended by considering two additional hydraulic yield surfaces and defining appropriate coupling between mechanical and hydraulic processes. The models have been calibrated and used to reproduce triaxial and simple shear tests carried on an unsaturated gold mine tailing. In particular, the accuracy of the models in capturing the behaviour of soils experiencing wetting/drying cycles is investigated.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/87ea59d6a7fb448a869a730e88a732e9","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","d9828fb3-8997-426c-aa85-5a862406a528","36956f07-b520-4064-bd24-ff20e6cc7743"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Mina Mofrad","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Preliminary evaluation of Speswhite kaolin as a physical analogue material for unsaturated oil sands tailings","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Tony","LastName":"Zheng","Position":"Phd Candidate","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Thin-lift deposition of treated oil sands tailings is currently investigated as a potential solution for creating a trafficable cap layer for future reclamation activities. To determine the optimal thickness of the cap layer, physical modeling experiments using the 50g-ton geotechnical beam centrifuge at University of Alberta were proposed. Prior to the deposition of fresh layers, the cap layer is often unsaturated due to freeze-thaw and atmospheric drying. In this paper, Speswhite kaolin is investigated as the candidate for a physical analogue of the unsaturated cap layer (i.e. unsaturated treated oil sands tailings). Due to its high brightness and repeatability, Speswhite kaolin has been widely used as a modeling clay in geotechnical centrifuge experiments. However, its suitability of simulating unsaturated tailings with high clay content was rarely considered in the past. Two different sample preparation methods using Tempe cells and air-drying to create blocks of unsaturated Speswhite kaolin are evaluated. Undrained shear strength was measured by the Swedish fall cone, the miniature vane shear device and a customized model footing penetration test while drained shear strength was determined by the direct shear device. Drying behaviour and soil water characteristics curves were measured by the HYPROP device and Tempe cells. Test results showed that the two materials behaved similarly in drained conditions while Speswhite kaolin exhibited a higher shear sensitivity in undrained conditions. Test results also showed different drying behaviour between the two materials: Speswhite kaolin dries faster, more uniformly and to a higher void ratio than treated oil sands tailings. Potential reasons behind these observations and implications on the sample preparation techniques for future geotechnical centrifuge experiments are discussed in the paper.
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Tony Zheng","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Influence factors affecting the static stability of tailings impoundments with waste rock inclusions","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Abtin","LastName":"Jahanbakhshzadeh","Position":"Geotechnical Engineer","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Abstract / Résumé\tFine-grained tailings resulting from the milling treatment of extracted ore are commonly deposited hydraulically in a loose state inside surface impoundments. The self-weight consolidation of these tailings is often a lengthy process due to their initially high-water content and relatively low hydraulic conductivity. Cohesionless tailings from hard rock mines also show a low shear strength after their deposition, which creates challenges for a safe design. Investigations conducted over the last two decades indicate that waste rock inclusions (WRI) placed strategically within a tailings impoundment can greatly improve the hydro-geotechnical response of the tailings storage facility by accelerating drainage and consolidation, while providing reinforcement against excessive displacements and failure of the retaining dikes In this article, new results from numerical analyses will be presented to assess the influence of different conditions, including tailings properties, evolving pore water pressures, and WRI configurations on the static stability of tailings impoundments built with upstream dikes. The numerical calculations conduced with a finite elements method (FEM) software gives the total and effective stress state in the impoundment during sequential tailings deposition, with excess pore water pressures (PWPs) generated by filling of the impoundment. The FEM results are then used to evaluate the static stability with the limit equilibrium method (LEM). The calculation results that will be presented, which are part of an extensive research program aimed at developing an optimization strategy for the use of waste rock inclusions in tailings impoundments, demonstrate how various influence factors can be taken into account when assessing stability under static loading conditions. A discussion will be included to relate the numerical results to practical applications.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a6c4966cbe0546c2b3bf7f219f02eb1c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Abtin Jahanbakhshzadeh","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Soil-Simulator scripts: Bridging the gap for beginners in soil testing simulations","PresentationBio":null,"Title":"Dr.","FirstName":"Andres Ricardo","LastName":"Barrero","Position":"Consultant","Organization":"SRK Consulting","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6b337cf7ad7a43a4b9c3a2cab06580a0","IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Soil testing is an essential component of geotechnical engineering, as it helps engineers determine soil properties and assess its behavior under different loading conditions. In recent years, the use of numerical simulations has become a key component, as it allows engineers to predict the behavior of soil in complex situations without the need for expensive physical testing.
One widely-used numerical platform in the geotechnical community and industry is the finite difference numerical software FLAC3D. However, using FLAC3D can be challenging, especially for beginners who are not familiar with the programming languages used in the software. To address this issue, the Soil-simulator scripts were developed by SRK Consulting to provide an open source and convenient solution for simulating basic and advanced soil lab tests using a single element in FLAC3D. These scripts do not require prior knowledge of Python or FISH, the programming languages of FLAC3D, making it accessible to beginners and advanced users.
One of the unique features of the Soil-Simulator scripts is the ability to run multiple simulations consecutively, which is useful to assess post-liquefaction strength or re-liquefaction scenarios. The package also allows users to compare laboratory test results with the results obtain using the Soil-Simulator script. To demonstrate the capabilities of the Soil-Simulator scripts, a series of examples were conducted using a cube element subjected to monotonic drained and undrained compression using conventional triaxial and direct simple shear configurations. The cube was later subjected to undrained cyclic shear, followed by a monotonic undrained compression to assess post liquefaction strength. Numerical simulations results were compared with experimental laboratory results.
Overall, the paper provides a clear and concise introduction to the use of Soil-Simulator scripts to simulate the soil responses at the element test level under various loading and drainage conditions, allowing for the assessment of characteristic properties of soils.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/3c5d95fac35c46a39e4ca982c79f0074","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","17c5189f-b7d7-4c37-a576-5468182c8d08","c99f1580-07f6-4737-bcd5-54d87a958f2d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Andres Ricardo Barrero","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Tailings and Liquefaction","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-02T10:30:00+00:00","BaseEndDateTime":"2023-10-02T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-02T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-02T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T18:00:00.0000000+00:00"},{"Id":"27f182ac-06fa-4136-812e-33e5aff48c73","SessionBlockId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","Name":"Geohazards 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Rockfall Mitigation Response on Hwy 570 along the Red Deer River Valley in Alberta.","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Jorge","LastName":"Rodriguez","Position":"","Organization":"Klohn Crippen Berger","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As part of Alberta Transportation’s (AT’s) Geohazard Risk Management Program (GRMP) in the Central Region, Klohn Crippen Berger Ltd. (KCB) conducted an inspection on May 31, 2022, where a deep-seated landslide was identified on the north side of Hwy 570:01, km 8.8. The landslide is located along the Red Deer River Valley, approximately 4 km west of Dorothy, Alberta. During the site inspection, KCB identified a series of backscarps at mid-slope and open ground cracks in the upper section of the slope which were deemed consistent with a deep-seated slow-moving landslide. Also, a more serious feature of highly weathered and fractured rock blocks was observed. These rock blocks required an immediate response to avoid the release of rockfalls onto the highway.
Due to the unknown history of the site and the precarious conditions of the rock blocks, KCB immediately started collecting historical air photos, historic LiDAR data, and completing several detailed Unmanned Aerial Vehicle (UAV) surveys. Change detection analysis using point clouds from the UAV surveys and historic LiDAR data allowed identify historical slide zones, the level of activity, and the retrogression of the landslide. After the initial assessment of the landslide and rock blocks at the site, KCB’s team started planning the rock scaling activities and started the application of all environmental regulatory requirements on behalf of AT. The quick response and adaptation on the assessment, procedure strategies, and permitting applications in this project allow to proceed and complete the scaling activities by June 29, 2022, 29 days after the geohazard was initially observed. This paper detailed the characteristics and mechanisms of this new landslide case study, as well as the mitigation strategies adopted by Alberta Transportation.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f6378eba9c0e4d239d3409c4d06c8601","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","e3afa0fa-d963-4569-87aa-11e00052b333","c109645c-7192-4056-90c3-0a102e793ee4","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb","10f7e074-8fc3-443e-b203-c12d6d2f121c","9e701609-8fb7-43d1-9b66-638c3852001a"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/geotechjorgerodriguez","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/geotechjorgerodriguez","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/geotechjorgerodriguez","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/geotechjorgerodriguez","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Jorge Rodriguez","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Saskatoon River Valley Geohazards – An Update","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"David","LastName":"Elwood","Position":"","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The City of Saskatoon has had a long, but relatively unknown history of geohazards throughout the city limits owing to highly variable surficial geology and a moderately incised river valley. Landsliding activity ranges from large, retrogressive slides, translational to conventional circular slides as well as instabilities related to internal erosion. The complex glacial history of the soils in Saskatoon plays a key role in the type and nature of the instabilities. The presence of elevated groundwater levels within the uppermost surficial stratified drift and the relative location of the till layer and the river level are typically controlling factors. Progressive erosion of the east bank by the North Saskatchewan River results in ongoing steepening of the valley walls resulting in instability. Other factors like possible artesian pressures within the lowermost Empress Sand and river levels that are reflective of the flow through the Gardiner Dam also play a lesser role.

This paper will provide a brief synopsis of the surficial geology of the City of Saskatoon as well as a history of landslide activity on the east bank of the North Saskatchewan River. The landslide summary is an update to a previous publication that documented and described previous slide activity within the Saskatoon city limits. Lastly, a brief discussion on the current methods of slide remediation are discussed.
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The slip surface is located within bedrock clay shale at a depth between 38 m and 44 m and has been sheared to residual strengths. Post construction displacements were minimal, until 2010 – 2012, when higher than average precipitation led to increased porewater pressures and subsequent displacement in the range of 30 mm/yr, resulting in the shearing off of some slope inclinometers. The risk of future damage to the bridge was a significant concern. This case study paper summarizes the 2D and 3D stability analysis undertaken to assess remedial options and produce a remedial design, along with the key impacts to the factor of safety at this site. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bd53a11f83bc4ac2b5502fa98883b76f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c","015a41a5-802e-4590-8d75-0b291b9cd098","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","e3afa0fa-d963-4569-87aa-11e00052b333","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Jon Osback","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A Case Study: Post construction performance of rockfill columns installed in clay shale – Theodore Dam Right Abutment","PresentationBio":null,"Title":"Mr.","FirstName":"Cody","LastName":"Anderson","Position":"Graduate student","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":" Rockfill columns replace weaker native soils with a granular material of high frictional strength to develop a new shear strength comprised of both the native soil and the replacement material. This new strength from the combined materials is typically analyzed as an equivalent shear key. Application of rockfill columns for slope stabilization provides the ability to extend through zones of weak soil with minimal disturbance to the surrounding ground, resulting in a general improvement in factor of safety throughout construction. However, before this strength is realized, deformations are required to mobilize the friction of the rockfill columns with deformations typically ceasing within two years. In November 2020, 72 rockfill columns were installed into the natural valley wall in the right abutment to Theodore dam. The site consists of a clay till underlain by a pre-sheared, weathered clay shale and then by intact clay shale. Displacements have been shown to take place along an existing shear zone within the disturbed clay shale. Perched groundwater discharges into the clay till and disturbed clay shale from upslope. This perched groundwater is heavily influenced by precipitation. To provide a full understanding of movements within this slope, four shape accelerometer arrays (SAA) were installed before and after the construction to observe deformations. Two SAA were installed three months before construction located above and below the rockfill column placement to observe overall site deformations. After construction, two additional SAA were installed, each in a separate rockfill column to observe deformations within the rock column shear key. The deformation monitoring post-construction indicates increased deformation during periods of high precipitation. This paper provides a summary of the observations made from instrumentation and provides comments on the performance of the remediation method with correlation to laboratory data conducted on select clay shale specimens. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/98db230c7e004f49b1d06936d13a541e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["fdd71c89-cd6d-4d99-84ef-abbcb234b85b","337b6429-ced3-4f03-8be5-c5c309c4e725","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Cody Anderson","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and Construction of Concrete Pile Retaining Walls for Slope Stabilization along a River Valley Trail in Edmonton, Alberta","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Graeme","LastName":"Law","Position":"","Organization":"Thurber Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A major landslide occurred along the North Saskatchewan River south valley slopes during the summer of 2020, causing the collapse of three timber retaining walls and damaging an important shared-use path southwest of the Capilano Bridge in Edmonton, Alberta. The landslide impacted a 100m long section of the Riverside Trail, impeding public mobility and restricting the connectivity of the trail system. Several large cracks and subsidence/heave were observed along the trail alignment within the landslide area. Fresh cracks and head scarps were observed on the upslope and downslope sides of the trail, indicating both local and deep-seated failure mechanisms. The failed slopes required stabilization involving the construction of two parallel cast-in-place concrete pile retaining walls, and reconstruction of the above-ground retaining walls and trail, in order to reopen the shared-use path for cyclists and pedestrians.

A comprehensive geotechnical investigation and slope stability evaluation was carried out to evaluate the overall slope failure and provide adequate information for the trail rehabilitation. This involved slope stability analysis and finite element analysis using PLAXIS 2D. The results of these analyses were then used in a structural analysis to design the two pile walls with soldier pile stickup sections to retain upslope soils. The pile walls consisted of 0.9m diameter reinforced concrete piles, spaced 1.5m apart centre-to-centre and embedded about 12m below trail level. A total of 158 piles were installed in the twin walls which were constructed in 2022. Slope movements before, during, and after construction were monitored using slope inclinometers. The management of construction risk was also supplemented by survey monitoring of slope stakes used as surface monuments.

This paper provides an overview of the project design and construction, including a comparative assessment of the estimated lateral deflections for design and those measured before, during, and after the pile walls construction.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/594a566872a74a0c9aa8507ca8114f14","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","bf82828b-f61c-4e5b-b480-66a1af764c7e","fca0726e-0e5c-41c2-a066-86103c338a06"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Graeme Law","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"CASE STUDY OF AN OIL AND GAS DEVELOPMENT IN LANDSLIDE TERRAIN","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Catlan","LastName":"Dallaire","Position":"","Organization":"Clifton Engineering Group","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Terrain analysis is critical in the development and protection of oil and gas assets. Regional geohazards, such as landslides, are identified, risk assessments completed, and planning revisions made prior to construction. This case study is located along a major river valley in southern Alberta, among ancient landslides with rates of movement as low as mm/year to catastrophically high.

Analysis of terrain showed the uplands area was a dead ice moraine. Nearing the valley, glacial drift was eroded by glacial meltwater. The river valley terrain was complex and had many historical retrogressive landslides. A large headscarp was observed east of the site where the valley wall met the surrounding uplands. Graben features trapped runoff causing ponding, locally increasing groundwater levels and accelerating landslide movement.

Geological maps indicated the ground surface was near the boundary of the Paskapoo Formation, the Scollard Formation and the Edmonton Group, which included the Battle Creek Formation and the Whitemud Formation. Stratigraphy of the valley walls in this area consisted of landslide debris, with an interbedded and eroded mixture of overburden soil and bedrock.

In 2014, an existing well began to show irregularities in operation. Downhole measurements indicated the well casing had deformed approximately 35 m below ground surface. The site was partially decommissioned in early 2015 by removing surface and shallow subsurface structures. A geotechnical investigation was completed to assist in definition of the subsurface materials and for design parameters to be used in a freeze shaft mining technique for non-routine abandonment.

This paper will describe the site characterization, geotechnical investigation and the unique well abandonment that was employed at this site.
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High-capacity CFA piles, which have been successfully installed in Southern Ontario, could not be designed using conventional methods. The paper will review the design methods for CFA piles based on the results of pile load tests published in the literature. The skin friction and end bearing characteristics of CFA piles installed in varying soils are investigated. Design parameters for CFA piles are proposed. The proposed method is applied to CFA piles installed at one site located in Markham, Ontario. The site stratigraphy is made up of 13 to 14 m of firm to stiff clayey soils or compact sandy soils underlain by dense to very dense soils. 610 mm diameter CFA piles were installed 9 to 14.5 m into the dense to very dense sandy soils to support a 28-sotory residential building. Two compressive load tests with test loads of 5000 kN and 7200 kN respectively were carried out to establish the CFA pile capacity. The proposed design method successfully estimated the high capacity of the CFA piles.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4aa2debe34f24ce2a3dd80a1e1344c92","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["09cb7404-9950-4521-a577-f832ac3d98f9","4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","021bb7ef-2f5c-4402-9ad8-2f932b292442","bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Laifa Cao","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Preliminary results from field monitoring of frost heave effects on steel H-piles driven in clay till","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Joash Bryan","LastName":"Adajar","Position":"Student","Organization":"University of Manitoba","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Frost heave in soils during winter can significantly affect the foundation of different structures. Piles, one of the most common types of foundation in Manitoba, are prone to experience uplift forces due to frost heave that can be high enough to induce significant uplift. These forces, acting on pile foundations in response to the freezing of the surrounding soil, are called frost heave forces. Currently, a research gap exists in the understanding of frost heave forces on piles. This paper discusses a unique field instrumentation program and presents initial results from an instrumented steel H-pile and its surrounding soil. The research pile was driven in Brandon, Manitoba, where the sub-surface soil stratigraphy is dominated by clay till. Strain gauges were placed on the pile shaft and distributed within the projected frost penetration depth to monitor the development and distribution of frost heave forces along the pile. Thermistor strings were installed in the ground to monitor changes in the temperature gradient with depth and to identify the final frost penetration depth. Piezometers were also installed to monitor ground water levels. Soil surface heave was monitored using ShapeAccelArray (SAA) and terrestrial survey. The SAA was installed horizontally and radially outward from the pile to measure the difference in frost heave at increasing radial distance from the pile. Heave at different depths was monitored to potentially track the specific depths of ice lens formation using a magnetic heaving system. Such instrumentation and monitoring will assist in quantifying frost heave forces and characterizing the mobilization process as the frost front penetrates during winter. 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Joash Bryan Adajar","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Strength Gain of Driven Steel Piles in Variable Ground Conditions in Calgary, Alberta","PresentationBio":null,"Title":"Mr.","FirstName":"Imran","LastName":"Shah","Position":"Geotechnical Engineer","Organization":"AECOM Canada","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A large number of driven steel H piles were installed in cohesive soils (clay and clay till) with layers of sand and silt to support bridges for a major transportation project in Calgary, Alberta. The total number of driven steel piles installed were 871. Due to significant variability in subsurface conditions across the site and at each bridge site, the risk for increased piling quantities and splicing existed which would have impacted the project schedule and cost. To manage this risk, it was decided at the onset of the project to rely on the time dependent strength gain of soils (set up). This set up is attributed to increase in effective stresses resulting from dissipation of porewater pressure in cohesive soils after pile driving. For this purpose, Pile Dynamic Analyzer (PDA) testing was performed at End of Initial Drive (EOID) and at restrike followed by Case Pile Wave Analysis Program (CAPWAP) analyses and calibration of analysis using Wave Equation Analysis Program (WEAP). The EOID PDA testing was performed on at least 15 % of the total piles at each foundation element and restrike testing was performed on at least one third of the PDA tested piles at EOID. The set up was found to be variable consistent with variable subsurface conditions. The risk with respect to increased piling quantities and splices was also managed using the set up.
This paper presents the strength gain of soils measured between the EOID and restrike PDA testing on large number of piles installed in variable ground conditions.
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Loads of massive infrastructures are transferred to competent ground layers through piles, especially when the surface soil does not possess the adequate bearing capacity to tolerate the applied loads, including cohesive soils. Construction on problematic soft soils is always associated with challenges for geotechnical engineers. Developing negative skin friction (NSF) is an essential consideration in assessing a pile's structural and geotechnical performance in soft soils. NSF is defined as a downward shearing force applied to the pile when the surrounding soil deforms vertically relative to the pile's shaft as a function of time and depth. The integration of NSF along the shaft is called drag force, which is an additional applied axial force to the pile. Several failure cases of pile-supported structures have been reported due to developing drag forces. Therefore, the appropriate drag force measurement provides a better understanding of the load transfer mechanism along the pile. This research provides developed instrumentation, dynamic testings and monitoring program on a driven steel H-Pile driven to a 36-meter depth located at the edge of the bridge abutment’s foundation system on an active construction site. Vibrating wire strain gauges (VWSGs) were selected to measure the drag force along the selected production pile. Also, pile dynamic tests with the pile driving analyzer (PDA) were conducted to calculate the shaft, tip and total resistance of the pile. Associated interpretation and data corrections recorded by VWSGs, in addition to lessons learnt from the instrumentation program, are discussed in this paper in order to provide a road map to calculate the accurate axial force distribution. Recommendations of this study can be utilized by engineers and practitioners to negotiate the challenges concerning NSF in any bridge construction site.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0976fd82e26a40368e858f66b481f2a2","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","e521135e-8f5c-4d58-a68d-5721614e16a6","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Sepehr Chalajour","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Performance of Composite Caisson-Pile Foundation (CCPF) under Axial and Monotonic Lateral Loading","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Keshab","LastName":"Sharma","Position":"","Organization":"BGC Engineering","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/84ebd9366cf94f0c82743e2d9d58cee4","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Composite Caisson-Pile Foundation (CCPF) is a novel type of hybrid foundation developed from the combination of the caisson and piles foundation to take advantage of both foundation types. CCPF minimizes construction time and cost and offers innovative solutions to challenging site circumstances in deep water. The CCPF may decrease the length and embedment depth of the caisson and pile foundation compared to traditional foundations. However, there are still a few crucial hurdles to fully accepting CCPF foundations as primary foundations in deep water with complex geology. Comprehensive research is required to evaluate the performance of the CCPF and to increase the confidence level in the use of CCPF, despite the lack of research in the direct performance analysis of the CCPF under various loading and soil conditions. A series of reduced-scale tests were performed on Composite Caisson-Pile Foundation (CCPF). The load settlement, load improvement ratio (LIR), settlement reduction ratio (SRR), and load sharing characteristics of the CCPF were investigated at varying relative sand densities, pile configuration, pile length, and scouring to comprehend the effect of various influencing factors on the behavior of CCPF. The test results indicate that adding piles under the caisson can effectively increase load capacity and decrease the settlement of the foundation system. The numerical simulations were carried out to generate data for a wide variety of parameters and to investigate the influence of pile configuration, pile diameter, pile length, pile size, and caisson depth on the performance of CCPF embedded in sand subjected to different loadings. A three-dimensional finite element model of CCPF was prepared in PLAXIS 3D and calibrated using the reduced-scale laboratory test results.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d13709fcf99e43cab4115c32e892cfb1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["e521135e-8f5c-4d58-a68d-5721614e16a6","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Keshab Sharma","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Centrifuge modeling tests of the seismic behaviour of helical piles in dry sand","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Liu","LastName":"Chunhui","Position":"","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"During the 2011 Christchurch earthquake, a school building founded on deep-seated helical piles exhibited minimal damage. The case study demonstrated that helical piles might have better seismic behavior than shallow foundations or conventional piles. Currently research on the seismic response of helical piles is very limited. Due to the prohibitive cost of large-scale or full-scale dynamic shaking tests, dynamic shaking performed on geotechnical centrifuge may be preferred for the research on soil-foundation interaction. This paper presents a dynamic shaking test program on geotechnical centrifuge for helical piles and smooth piles embedded in layered dry sand. Specific objectives of this study are: 1) the axial dynamic response of helical piles during earthquakes; 2) internal axial load redistribution due to seismic densification; 3) effects of helices and the axial factor of safety against the static failure on the lateral performance of helical piles. Four single-helix piles were installed, where the helical plates were embedded into a dense sand layer to mimic the practical working condition of helical piles. Accelerometers , displacement transducers, and strain gauges were used to measure the dynamic response of helical piles and soils during the earthquakes. Both the internal axial loads and bending moments of piles were appropriately measured in the program. Based on the experimental results, the fundamental periods of soil and helical piles were evaluated, and the soil and pile response was evaluated. Soil and pile settlements during earthquakes were observed and the axial loads were observed to change with the shaking sequence. The lateral displacement and bending moment distributed were presented, to reveal the superior performance of helical piles against conventional smooth piles. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/87a21378dc714ce0be9be2ee09e87ace","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","021bb7ef-2f5c-4402-9ad8-2f932b292442","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Liu Chunhui","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Foundations 1","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-02T10:30:00+00:00","BaseEndDateTime":"2023-10-02T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-02T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-02T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T18:00:00.0000000+00:00"},{"Id":"7cfc3878-7dd6-4601-9707-b4095326c6c6","SessionBlockId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","Name":"Hydrogeology 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#E46C0A","Location":"Orange Room (Regal Room - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Assessing Environmental Isotopes as Tracers in Pleistocene Aquifers in Saskatchewan","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Nicholas","LastName":"Dutka","Position":"","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Over 40% of Saskatchewan’s population relies on groundwater to meet their domestic needs, notably including many rural communities throughout the province. While Saskatchewan has not yet experienced regional groundwater depletion, changes in the hydrologic cycle due to climate change and the expected increases in demand for groundwater put the long-term sustainability of these resources into question.

The Canadian Prairies underwent multiple cycles of glacial advance and retreat through the Pleistocene Epoch resulting in the formation of complex heterogenous hydrogeologic systems. These systems often consist of multiple layers of primarily sand and gravel aquifers confined by clay-rich till or bedrock aquitards. These glacial aquifers can be categorized as either an intertill or buried valley aquifer based on their stratigraphic position, and both represent important groundwater sources in the Prairies.

A sampling campaign was conducted to collect groundwater samples from twelve observation wells targeting these glacial aquifers. The samples were analyzed for δ¹⁸O, δ²H, and ³H. Previous studies have used these isotopes to infer the source of recharging waters and the climate during the waters’ deposition. Additionally, the radioactive decay of ³H is useful in approximating the age of modern groundwaters. The results of this field campaign show that the δ¹⁸O and δ²H values from different stratigraphic units often overlap with one another as well as with the values of modern precipitation. However, shallow groundwater containing ³H tends to have slightly higher δ¹⁸O and δ²H values, suggesting that deep aquifers were recharged during a different climate compared to present day. This study will attempt to use available δ¹⁸O and δ²H data in conjunction with ³H to differentiate modern recharge from older Pleistocene aquifer waters.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Nicholas Dutka","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Groundwater level variability analysis, south-central Ontario","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Richard","LastName":"Gerber","Position":"Hydrogeologist","Organization":"Oak Ridges Moraine Groundwater Program","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Groundwater levels are fundamental to the practice of hydrogeology. They are necessary for flow system analysis and understanding (e.g., determining hydraulic gradients, provide calibration targets for numerical models), and applying this understanding to water resource management. Knowledge of groundwater levels and fluctuation ranges for both confined and unconfined subsurface conditions is also vital when constructing and maintaining underground building form and infrastructure (e.g., sewers, water mains).

The Oak Ridges Moraine Groundwater Program is a collaborative consisting of regional municipalities and conservation authorities charged with managing and disseminating water resource data, interpretations, and analysis tools (e.g., numerical models) over a 30,000 km2 area situated in south-central Ontario. Interpretive mapping products gaining increased use are estimations of the water table and potentiometric surfaces. These maps are constructed from thousands of data points collected over many seasons and over many years and are therefore considered to represent average conditions. An effective use of these maps is an assessment of the annual variability (seasonal) or longer-term trends that illustrate the known historical deviation from average conditions.

Numerous active monitoring wells exist within the study area, collecting regular (e.g., daily, or hourly) groundwater level data over many years. When evaluated alongside climate data (e.g., precipitation and snow melt estimations) the hydrogeological response to events or stresses is seen to vary considerably. Seasonal variability in groundwater level has been determined using a Generalized Additive Model that provides confidence intervals to a fitted seasonal trend. Results are interpreted to \"hydrogeologic settings” that are based on the main geologic building blocks for the study area (e.g., moraine, lacustrine or till plain, channel, bedrock valley). Ready access to data, and an understanding of the hydrogeological function of these various settings is useful to extend knowledge from highly monitored areas to areas with less information, thus improving water resources management.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Richard Gerber","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Using a flexible scripting workflow to develop a numerical groundwater flow model for Prince Edward Island.","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Igor","LastName":"Pavlovskii","Position":"Hydrogeologist","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Numerical groundwater flow modelling is a common tool in many hydrogeological investigations. However, models are often tailored to address specific question complicating their re-use. Even modifying the footprint of an existing model may require rebuilding it from scratch. Also, model construction is often a time-consuming iterative process that requires rebuilding a model several times before appropriate settings and boundary conditions are identified. These issues can be avoided by scripting numerical model construction from input shapefiles. This workflow allows one to quickly modify and rebuild a model with updated parameters or footprint to tailor it to a specific task. Furthermore, scripting makes groundwater model development more transparent, allowing one to easily identify inputs used in each individual model run – an element that requires extensive record-keeping when using graphical user interfaces.
The present study uses FLOPY – a Python package for developing MODFLOW-based models – to develop a script that builds a numerical groundwater flow model for Prince Edward Island (or a part of it) from publicly-available shapefiles. The flexibility of a script-based workflow is illustrated by modifying the script to create several distinct models at scales from island-wide to local. These models are then used to illustrate the sensitivity of the model outcomes to a variety of parameters including model grid resolution, depth of the model bottom, model extent, boundary condition types, and assumptions about hydraulic conductivity distribution.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Igor Pavlovskii","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Understanding the dynamics of interactions between rivers and groundwater based on recession analysis using integrated hydrological modelling","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Lemuel","LastName":"Ramos-Arzola","Position":"","Organization":"Institut National de la Recherche Scientifique","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Understanding the entire water cycle is essential for sustainable water resource management. While floods are often noticeable due to the visible damage, droughts, although less striking, can also bring harmful impacts. Water scarcity during periods of extremely low water levels in rivers and aquifers is a problem that many communities face, compounded by the detrimental effects of global warming on water resources. Therefore, in this study, we propose a methodology to better understand the dynamics of interactions between rivers and groundwater based on the analysis of water resource depletion during prolonged periods. This methodology will be developed and applied to the Yamaska River watershed in Quebec (Canada), where critical low-flow conditions are often observed during winter and summer months, and where the heterogeneous nature of the geology may lead to complex interactions between the streams and the subsurface. For the 6800 km2 watershed studied, there are 4 river gaging stations (1970-present) and 18 observation wells (2000-present) installed in various hydrogeologic contexts. Analysis of the river and the water table hydrographs shows two annual periods of pronounced decline in summer and winter. These recession periods can be as long as 40 days, with minimal water input from atmospheric stresses. Also, combining all recession curves for each year shows similar trends for each monitoring location. Therefore, studying the rate of decline of these recessions can provide information about the characteristics of the subsurface and its connection to the rivers. To support this analysis, a HydroGeoSphere 3D surface-subsurface model was created and calibrated to the recession events to capture the dynamics of the hydrologic system. This communication reports the results of the conceptual and numerical analyzes. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Lemuel Ramos-Arzola","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Using Geophysical and Hydrogeological Field Methods to Establish Safe Community Water Supplies in Northern Uganda: A Grassroots Approach ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Landon","LastName":"Woods","Position":"Geophysicist/Hydrogeologist","Organization":"BGC Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The term “water scarcity” is often used to describe issues revolving around the lack of reliable, safe drinking water supplies and infrastructure. These issues can be exacerbated during civil war, sometimes continuing long after conflict resolution. One such example is the Acholiland region of northern Uganda. Here we present an approach of using geophysical and hydrogeological field methods, which when combined with training for local community members, is providing safe drinking water to rural communities in Acholiland. Eleven water well drilling targets were sited using electrical resistivity tomography (ERT) and electromagnetics over a ten-day field campaign in 2023. Both techniques aided in distinguishing aquifers within saprolite from overlying laterites and underlying crystalline basement rock. Over the same period, a team of specialists and local trainees restored access to safe drinking water in nine rural communities by repairing hand pumps. Additionally, hand pump functionality tests, downhole camera, geophysical logging, water quality sampling (including E. coli testing), and ERT surveys were conducted at repair sites. Water sample results show that groundwater was generally of good drinking water quality with low (or no) E. coli counts, contrasting with alternative surface water sources which systematically show higher E. coli. Hand pump functionality tests and downhole camera inspections provided simple but effective ways to assess well and pump conditions. ERT data and geophysical logging at the well repair sites were used to interpret productive zones, providing analogues for aquifer identification at the 11 drilling sites. Building capacity in the local community through training and partnership with an NGO (IsraAID) and Gulu University, was key to the success of the project. The results demonstrate the effectiveness of these methods to site new water wells and repair existing wells in Northern Uganda. We suggest this approach can be applied to similar rural water supply scenarios.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["78fd8790-e041-433a-96df-4b72f0647586","f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Landon Woods","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Hydrogeology 1","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-02T10:30:00+00:00","BaseEndDateTime":"2023-10-02T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-02T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-02T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T18:00:00.0000000+00:00"},{"Id":"2b66061d-7f2b-4240-bc7b-cf8912ab60a3","SessionBlockId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","Name":"Sustainable Geotechnics","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Sustainable practices in geotechnical engineering","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Catherine","LastName":"Mulligan","Position":"Professor","Organization":"Concordia University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Due to depletion of natural resources, increased natural disasters, waste, greenhouse gas emissions, pollutant generation, and environmental deterioration, and loss of biodiversity, geotechnical engineers are facing new challenges. While it is generally believed that the concepts of sustainable development must be followed for protecting future generations, it is much easier said than implemented. Therefore, the focus of this talk will be to focus on the application of the principles of sustainable geoengineering to projects and processes. Some tools and frameworks for evaluating and implementing sustainable practices will be presented. The use of environmental, social and economic indicators for measuring and comparing design options will be demonstrated. Best practices in carrying out Indigenous engagement and consultation will be highlighted. Finally, case studies and examples of sustainable practices in design in addition to the challenges and needs for the future will be included. The role of geotechnical engineers in sustainable development has been undervalued but is critical for future generations","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6f258579d91145939d1a1e291fdf934f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["8dfe5ce7-5690-4fe0-8079-770228429ac6","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Catherine Mulligan","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and use of multi-linear drainage geocomposites for gas collection layers","PresentationBio":null,"Title":"Mr.","FirstName":"Stephan","LastName":"Fourmont","Position":"","Organization":"Afitex-Texel Geosynthetics","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/44e8660cd4964d278c01492d742020e0","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Pore pressures generated by gas underneath a geomembrane can affect its integrity and the entire lining system. It can create whales/hippos in a surface impoundment, significantly reduce normal stress on the lower interface and create a veneer instability on final cover. The membrane is lifted by the pressure of the gas trapped beneath it.
The solution to avoid such occurrences is to install a permeable material that collects and transmits the gas outside the lining system. It can be vented to the atmosphere in the case of impoundments, or collected in a gas collection network for valorization in case of landfills, for example. A sand layer is certainly possible, but drainage geocomposites offer an efficient and economical alternative.
Depending on the application, the drainage geocomposite is designed to act as a passive system (no mechanical vacuum applied) or active.
This paper presents the use of multi-linear drainage geocomposite for gas collection, its hydraulic behavior to collect and evacuate the gas and its design for several applications (passive or active).","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d00c0884c5d44d148e12343be2ed1513","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["781cdbbf-5ce5-45dd-a14d-4d316abea6ec","70f3ef96-808f-4c2b-aa50-01f0bb3ea500","6e139690-e513-4b3a-9368-bbfb8c039f9f"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/stephan-fourmont-2646545a","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/stephan-fourmont-2646545a","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/stephan-fourmont-2646545a","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/stephan-fourmont-2646545a","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Stephan Fourmont","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Multi Geosynthetics Sustainable Solution using MSE Walls –a Case Study ","PresentationBio":null,"Title":"Mr.","FirstName":"Sam","LastName":"Bhat","Position":"","Organization":"Titan Environmental","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Abstract:
Geosynthetic reinforced soil structures have been extensively used for earth retention and slope stabilization applications with technical, economic, and environmental benefits. This paper presents a case study on the technical and sustainability benefits of using a multi geosynthetics approach for the construction of ʔapsčiik t̓ašii (Upscheek Tashee) a 25km long, Multi-Use Pathway through the Pacific Rim National Park Reserve and traditional territories of the Tla-o-qui-aht and YuułuɁiłɁatḥ First Nations on the west coast of Vancouver Island, BC, Canada. The technical advantages of a geosynthetics based solution facilitated a reduced net CO2 footprint of the project through protection of the adjacent sensitive ecosystem. Construction challenges that were encountered and solutions that were implemented are discussed.
While geosynthetics were used in a variety of ways at multiple locations along the pathway, this paper focuses on the Wayii Segment where the pathway traverses a 23 m high, marginally stable, foreshore slope. A multi geosynthetic approach for this part of the trail was identified as the preferred method with superior technical, environmental, and constructability advantages. Alternative non-geosynthetic solutions that were considered ranged from impractical to cost prohibitive to being incompatible with the sensitive rainforest setting. Key challenges along this section of trail were the presence of poor foundation soils, limitations on space for equipment access, historical landslide activity, high seismicity and the need to minimize disturbance to existing trees, particularly Veteran Class trees (diameter greater than 1 m).
The design incorporated a combination of a stabilizing buttress of geosynthetically reinforced fill with multiple layers of high strength geogrid and a series of structurally stable MSE Walls that meandered between Veteran Class trees along the toe of the slope and stabilized the middle portion of the slope. The geosynthetic solution enabled limiting excavation into environmentally sensitive areas while maintaining trail width. Wall elements could be placed manually with the support of small equipment to facilitate construction in tight workspaces. Innovative local use of a “mushroom cap” configuration of the facing of the wall reduced impacts to the existing root systems of adjacent trees. In addition, use of geogrid reinforcement allowed for flexibility to adjust trail and buttress configuration in response to actual tree root zones and ground conditions encountered during construction.

A base layer of Swamp GridTM and two layers of high stiffness geogrid were used in the trail and MSE wall foundation zone to improve bearing support over soft clay subgrade. Soil reinforcement in the MSE walls and buttress was achieved using high tenacity/high molecular weight, polyester uni-axial geogrids with PVC coating ( Pyramid Grid™).HDPE geocells provided heavy duty surface erosion resistance and pockets for planting with local flora for the walls to ultimately blend into the adjacent environment.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a9980a2dc3a04db0983ef05fc481a09f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Sam Bhat","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Diesel Remediation with Surfactant-assisted In-Situ Chemical Oxidation (S-ISCO): technical development and implementation for permafrost environments","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Pejman","LastName":"Abolhosseini","Position":"Student","Organization":"Institut National de la Recherche Scientifique","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The increase of diesel spills in circumpolar Arctic regions, where permafrost is common, directly result from population growth, industrialization, and increasing energy demands. Since temperature is a governing factor controlling the effectiveness of (S-)ISCO, the low ground temperatures of permafrost environments represent a challenge to the implementation of such remediation methods. Thawing permafrost can also lead to soil subsidence and building instability. Thus, another challenge to the application of (S-)ISCO requires the development of a non-exothermic oxidation process that will minimize ground warming. The delayed hydrolysis process in a non-exothermic reaction that makes calcium peroxide a suitable activator for persulfate. This technology benefits the direct oxidation of contamination while implementing surfactant foam to resolve issues with the uneven distribution of the treatment fluid in a heterogeneous porous media. This project aims to develop S-ISCO techniques to remediate diesel-contaminated soils in permafrost environments by using a non-exothermic oxidative solution combined with a surfactant. The effectiveness of diesel remediation at 4°C (the average ground temperature in the active layer measured at a specific site) was assessed in the lab. Sodium Persulfate served as the oxidant and was activated by an alkali method using calcium peroxide (CP). The solution, then, was combined with a surfactant and added to the artificially diesel-contaminated soil from the site. The diesel degradation efficiency was evaluated with batch experiments by letting fresh radicals react with the contaminated soil using an adjusted solution every week (pH and CP adjusted) to keep the persulfate activated. As a result, after 8 weeks of treatment, 83% of the initial diesel concentration in soil (5000 mg/kg) was degraded. This performance is a significant improvement when compared to natural attenuation, which was responsible for 48% of diesel degradation over the same period.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bd5334e42b2143908f4dff1c2c3e49e6","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c30879ad-5990-4f54-a64c-61e66c1fba1d","36956f07-b520-4064-bd24-ff20e6cc7743","dfa5844f-1451-4979-ba56-32beaed56fc6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Pejman Abolhosseini","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Environmental Nuisance or Untapped Resource? Reimagining Potash Mining Tailings and Brines as Valuable Materials Using Zeolites","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Brandon","LastName":"Stoner","Position":"M.Sc. Candidate","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Saskatchewan is the largest potash (KCl) producer in the world, accounting for over 30% of global production. Strong, long-term growth is projected for potash mining in Saskatchewan given the rising demand for potash fertilizer associated with elevated risks to food security and the restructuring of global supply chains. Innovative technologies that minimize the environmental footprint and advance the sustainability of potash mining are currently in high demand. In this study, we rethink potash byproducts (tailings and brines) as valuable materials. Residual, unextracted potassium (K) remains abundant in potash mining tailings and brines (14–34%). First, we ask whether we can recover residual K from potash byproducts through a simple and cost-effective process. Natural zeolites are investigated as a medium for recovering the residual K. Second, we ask if the recovered K can be converted into a valuable material which facilitates the bioremediation of contaminated soils. We focus on applying K-loaded (K-form) zeolite as a soil bioremediation agent, targeting oil and gas impacted sites. Results indicate that several different zeolite species (analcime, chabazite, phillipsite, and heulandite) exhibit significant K recovery capacities, extracting up to 70% of residual K from potash byproducts. Recent experiments demonstrate that K-form zeolite is not only compatible with indigenous soil bacteria, but enhances their growth and hydrocarbon-degradation activity. Our results suggest that K-form zeolite simultaneously provides a microbial habitat and stimulates the microorganisms with macronutrients (residual K and other co-extracted substances from potash byproducts) to positively influence microbial growth in soil. Overall, the proposed approach successfully converts potash byproducts into a valuable remedial agent for the restoration of abandoned oil and gas sites. Outcomes suggest a circular economy framework can be established between the potash mining and oil and gas industries, creating new opportunities while providing environment, social, and corporate governance (ESG) benefits for both industries.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/32644b6b6e3c44a0b6d93b0f8dd528cb","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","10f7e074-8fc3-443e-b203-c12d6d2f121c","d09f8bc4-b946-407d-83d7-dc3b24af9be6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Brandon Stoner","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Methodology to calculate and compare embodied carbon generated by ground improvement techniques ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Simon","LastName":"Bunieski","Position":"","Organization":"Menard Canada","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As some cities in Canada start to set total embodied carbon targets on construction projects, architects, structural engineers, and contractors have to innovate and find alternate construction solutions with a lower carbon footprint. Although some baselines have been published for residential developments, the calculation methodologies and the metrics are still evolving - which makes project-by-project comparisons difficult. For example, evaluating the CO2 savings for a given project poses challenges when defining the baseline.

Ground improvement techniques are by design an optimized alternate to traditional deep foundations or dig and replace options. The economical advantage of such solutions can also be found on the carbon footprint side. To evaluate ground improvement’s carbon impact with a goal of reducing it, Menard has conducted some extensive work on its construction projects in Canada to obtain a reliable methodology to calculate the ton equivalent CO2 generated by ground improvement techniques.

This article describes the final calculation methodology with a step-by-step approach. It also provides embodied carbon comparisons between ground improvement techniques on real construction sites.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fe01c76eef8d498c914982a5d045e63d","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","53984902-7cc6-40fb-9a45-87f5b8866043","8dfe5ce7-5690-4fe0-8079-770228429ac6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Simon Bunieski","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Sustainable Geotechnics","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-02T10:30:00+00:00","BaseEndDateTime":"2023-10-02T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-02T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-02T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T18:00:00.0000000+00:00"},{"Id":"09c22e8c-04e1-471a-bfa0-d56c7cf4d982","SessionBlockId":"b72d18c4-8fb2-4cbc-9795-ab1530442236","Name":"Stabilisation and Reinforcement","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"An investigation of tyre contact area on unbound aggregate","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Andrew","LastName":"Lees","Position":"Global Application Technology Manager","Organization":"Geofem","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"An important input parameter to the design of unpaved roads is the wheel load from vehicle traffic. Some design methods consider only the axle load regardless of tyre size whereas more advanced methods consider a tyre contact pressure and contact area at the unbound aggregate surface. They assume the contact pressure equals the tyre inflation pressure and the contact area is calculated accordingly – usually assumed to be a circular contact area. However, truck tyre pressures are often higher than typical aggregate bearing capacity meaning that the unbound aggregate must yield under such pressures. A full-scale physical trial was undertaken by measuring the contact area between a dual tyre of different loads and tyre inflation pressures on a compacted unbound aggregate layer overlying a clay subgrade. The results confirmed that contact areas were significantly higher, and hence average contact pressures lower, than predicted by the assumption of tyre contact pressure equals the tyre inflation pressure. The error was as high as about 100% which has serious implications for unpaved roads design methods that adopt this assumption. An alternative method of estimating tyre contact pressure and area using the aggregate’s bearing capacity as a limiting value was proposed and was found to provide a much improved prediction of the tyre contact areas and shapes in the physical study. If adopted in unpaved road design, it should improve the accuracy of designs across a wide range of axle loads and tyre sizes.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bb64e6e52da6455fba7bdb552f9c072e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c109645c-7192-4056-90c3-0a102e793ee4","dd284edd-147a-4df8-a774-bb62425bd254"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Andrew Lees","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Evaluating the Performance of Geogrid-Stabilized Aggregate Layers for Low-Maintenance Roadways through Accelerated Traffic Loading","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ethan","LastName":"Landry","Position":"","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The depletion of high-quality aggregates and soft subgrade soils are challenges for transportation agencies when building low-maintenance roads. Unsurfaced roads rely on stiff aggregate layers over soft subgrade to resist a bearing capacity failure from excessive traffic loads. However, the stiffness of the aggregate layers can be extended through mechanical stabilisation with geosynthetics. A full-scale apparatus has been constructed for the purpose of evaluating the performance of geogrid-stabilized aggregate layers over a soft subgrade under accelerated traffic loading. The apparatus provides a cost and time efficient method for simulating traffic loading over road structures. Field studies can be replaced by this apparatus, and it provides a more laboratory-controlled setting. The apparatus also has a keen focus on the characterization of the subgrade material over the course of testing, and monitoring and controlling suction throughout the subgrade effectively provide consistent conditions in each test section. Comparison testing is done at different intervals of load cycling to evaluate the change in material stiffness and deformations incurred from traffic loading. These comparison tests provide a further understanding of the benefits of geosynthetic stabilisation. Agencies often seek to minimize risk by increasing the lifespan of their construction, and geosynthetics can provide an effective method of prolonging the stiffness of the aggregate layer and reducing the degree of rutting over repeated loading. Thus, providing a long-term, cost-effective solution to roadway engineering.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d244a0b79cac4ced903bd205e109f5e3","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f9d1b8d1-b660-489c-862d-ff6ed856dfb1","c109645c-7192-4056-90c3-0a102e793ee4","6e139690-e513-4b3a-9368-bbfb8c039f9f","36956f07-b520-4064-bd24-ff20e6cc7743"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Ethan Landry","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Vertical deformation analyses for multi-axial geogrid stabilized platform using conventional techniques and back-analyses with composite approach","PresentationBio":null,"Title":"Dr.","FirstName":"Lois","LastName":"Schwarz","Position":"","Organization":"Tensar","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Settlement analyses using conventional approaches to characterize the mechanical stabilizing effect of multi-axial geogrid involves parameterizing the mechanical properties of the soil and the geogrid separately. The conundrum of this approach is that oftentimes the actual performance or benefit provided by geogrid mechanically stabilized structures is found to be greater than the sum of the parts and can lead to significant under-prediction of geogrid performance. Alternatively, using a composite approach to model the geogrid stabilized platform involves adopting an equivalent cohesion and enhanced stiffness for the geogrid/soil material based on composite material testing. Benefits in performance of the composite material include reduced surface deformation, implying small deformation of the multi-axial geogrid itself, and result in increased bearing capacity and reduced settlement at working loads. Comparison of conventional and composite material approaches to estimate vertical deformation for a multi-axial geogrid stabilized platform is presented. Design and construction of a multi-axial geogrid stabilized platform for use with a PTC-200 DS ringer crane to construct a petrochemical facility in the southern US was undertaken in 2016 and completed in 2017. The major design challenge was to satisfy very stringent criteria for allowable total and differential settlement. Using a conventional design approach, the geogrid stabilized platform was 1830 mm thick and composed of five layers of multi-axial geogrid and crushed angular graded aggregate material. The success of the geogrid stabilized platform was demonstrated when monitored settlement was minimal compared to predicted estimates. Back-analyses of vertical deformation were carried out utilizing the actual deformation measurements from the working platform and a geogrid composite material model approach. Comparison of vertical deformation results to those of initial design using conventional methodology provides important insight into material modeling techniques. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/883f6509a34042aa9c93e14f472eb7f5","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","d9828fb3-8997-426c-aa85-5a862406a528","f9d1b8d1-b660-489c-862d-ff6ed856dfb1"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Lois Schwarz","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Field experimental investigation of geosynthetics-reinforced bases in Edmonton, Alberta","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mian","LastName":"Huang","Position":null,"Organization":"University of Victoria","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Geosynthetics have been widely used to enhance the performance of roadways in seasonal frost regions, but their effectiveness against freeze-thaw induced deterioration in pavements is not well appreciated. This study introduces field experiments on the freeze-thaw (F-T) performance of geosynthetics-reinforced bases in a flexible pavement located in Edmonton, Alberta. The test is composed of three sections with the base courses reinforced by geogrids and two types of novel polymeric alloy (NPA) geocells (4” Type-D and 6” Type-C), respectively. The pavement sections were fully instrumented with earth pressure cells, moisture sensors, and thermal sensors to monitor their mechanical and environmental responses. Plate loading tests and trafficking tests were performed on each section before the ground was frozen in November 2022, and will be conducted after each seasonal F-T cycle. This paper presents the first stage of the experimental study, focusing on the instrumentation in the road sections and plate loading and trafficking tests. Some lessons learned from the instrumentation and preliminary observations on the performance of the three test sections are discussed.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1a6213159e314269adc95215f015ce49","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","c109645c-7192-4056-90c3-0a102e793ee4","dd284edd-147a-4df8-a774-bb62425bd254","6e139690-e513-4b3a-9368-bbfb8c039f9f","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mian Huang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Incremental permanent deformation from repeated heavy vehicle loads on embankment dams: Field measurements","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Maxime","LastName":"Blanchette","Position":"","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1c244e1e7930418ab0f01926bfe1031b","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Embankment dams are not typically designed for heavy vehicle traffic on their crests. Nevertheless, the demand for such use is growing, particularly from electricity producers, as well as from mining and forestry industries. Establishing a traffic lane on the crest of the dams would ensure accessibility to the structures and surrounding territories. The progressive damage associated with vehicle traffic is also likely to affect the performance of dykes and dams and therefore raises certain concerns among managers and owners. Dam managers could benefit from tools and experimental data to authorize the passage of heavy vehicles on the crest of the dam, given the uncertainties associated with the effect of these unconsidered solicitations. A dyke has been instrumented to register stress states and deformations caused by a heavy vehicle simulator. This paper presents the evolution of permanent deformation at the core of an embankment dam submitted to a high number of heavy load cycles. Field measurements allow quantifying the magnitude of damage and impact of load repetitions on the core of dams.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cba9fbc23ccb4239822c8681e5c24cde","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["015a41a5-802e-4590-8d75-0b291b9cd098","c109645c-7192-4056-90c3-0a102e793ee4","337b6429-ced3-4f03-8be5-c5c309c4e725"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"Maxime Blanchette","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"Maxime Blanchette","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://Maxime Blanchette","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://Maxime Blanchette","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Maxime Blanchette","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Solutions for the reinforced fill over a void problem considering a new geosynthetic stiffness limit state","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Richard","LastName":"Bathurst","Position":"Professor Emeritus","Organization":"Royal Military College of Canada","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cd54fedef6134abfbbb5661f06e6cc00","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Voids may form under thin fills and embankments due to karstic terrain, mining operations, permafrost thawing, pipe failure or local subsidence at the surface of a landfill closure. A strategy that can be used in anticipation of void formation is to introduce a geosynthetic reinforcement layer at the base of the fill at the time of construction that can support the fill over the void. There are currently four analytical design methods for the problem of a void forming below a geosynthetic reinforced fill. A notable shortcoming of each method is the omission of a geosynthetic stiffness limit state to ensure that the reinforcement has adequate stiffness to carry the maximum tensile load in the reinforcement at the maximum predicted strain. The design of these systems is further complicated by the load-strain-time (creep) properties of candidate geosynthetic sheet reinforcement materials. The paper introduces a two-component hyperbolic isochronous secant stiffness model that has proven useful to capture the rate-dependent behaviour of these materials under low operational strains. The basic features of the stiffness model are explained in the paper. A generic design flow chart is presented that includes all four design limit states for the void problem (vertical deformation of the void, reinforcement strain, tensile strength and the new reinforcement stiffness limit state). The design flow chart can be used with any of the four design methods noted earlier and is amenable to implementation in spreadsheets. 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His research focuses on transportation geotechnics, geosynthetics, unsaturated soils, expansive clays, and environmental geotechnics. He served as president of the International Geosynthetics Society (IGS). He has authored over 500 technical publications, written several book chapters, and been awarded three patents. Prof. Zornberg received numerous prestigious awards, including the Presidential Early Career Award for Scientists and Engineers (PECASE), awarded by the President of the United States. The IGS recently established the “Zornberg Lecture,” an honorary lecture recognizing his contributions to the geosynthetics discipline.","Title":"Prof.","FirstName":"Jorge","LastName":"Zornberg","Position":"Professor and Joe E. King Chair in Engineering","Organization":"University of Texas","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/744b660184f14ea094b00d8caa366bda","IsPresentingAuthor":false,"Order":null,"Documents":[],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. Jorge Zornberg","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"2ed32f85-6436-4f88-909c-3adb49a50240","StartTimeString":"1:30 PM","EndTimeString":"2:30 PM","StartToEndTimeString":"1:30 PM - 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(Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Improving reactive waste rock valorization potential using mechanical sieving","PresentationBio":null,"Title":"Miss / Manquer","FirstName":"Karine","LastName":"Sylvain","Position":"","Organization":"École Polytechnique de Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Recent studies have shown, based on laboratory experiments, field testing and numerical modelling, that non-acid generating mine wastes could be reused in reclamation of tailings storage facilities (TSF), therefore allowing for practical applications of circular economy approaches on mine sites. However, the quantities of non-acid generating waste rock on site are often limited, therefore increasing the need to borrow natural materials in the environment. This study evaluated the potential of valorization of potentially acid generating (PAG) waste rock in reclamation by controlling its reactivity using sieving. The reactivity and the rate of contaminant generation are, indeed, related to the surface area and the particle size distribution of the acid-generating waste rock. Fine particles have an important role in the generation of contaminants and removing them could contribute to reduce the reactivity and contaminants generation rate of the material. Waste rocks were sampled at three partner mine sites and the physical and chemical properties of 7 different fractions were characterized in the laboratory. A total of 21 column tests were carried for various fractions to assess their geochemical behaviour. Regular wetting and drying cycles were conducted, and leachates were collected and analyzed for metal concentrations, pH, Eh, electrical conductivity and sulfates. Results obtained in this study showed that fine fractions were controlling reactivity and that sulfate generation rate was increasing when particle size was decreasing. Recommendations regarding material sieving were proposed and will be presented and discussed in this paper. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/418c2b4ba0904ce69b69ea6013c67c1e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["16c99a9a-6ded-4064-ab6b-d52e0dccee53","8dfe5ce7-5690-4fe0-8079-770228429ac6","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","36956f07-b520-4064-bd24-ff20e6cc7743","dfa5844f-1451-4979-ba56-32beaed56fc6","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Miss / Manquer Karine Sylvain","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Applying threshold analysis to the selection of tailings and waste rock closure covers","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Holly","LastName":"Williams","Position":"","Organization":"SRK Consulting","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This paper describes a framework was used to guide the selection of tailings and waste rock covers for a mine remediation project in Northern Canada. Previous analyses had shown that no remediation option would eliminate the need for long-term water treatment; however, cover construction could reduce the volume of water that required treatment. A trade-off study was completed comparing the higher cost of more complex (lower infiltration) covers to the associated savings in long-term water treatment costs to identify cases where the construction of lower infiltration covers could potentially “pay for themselves”. Threshold analyses were completed to test the robustness of the base case conclusions to changes in input assumptions and identify priority areas for further studies. The results for the waste rock dumps were robust and showed clear patterns for constructing very low infiltration (geosynthetic) covers on higher-strength waste rock dumps. The results for the tailings were less clear, and the optimal cover selection was dependent on many factors including reasonable changes in construction cost assumptions, cover performance (infiltration), tailings geochemistry, and timing of future water quality changes.
Threshold analysis is a very useful technique to account for the many uncertainties in input parameters early in the design stage when it is not possible or practical to run a thorough sensitivity analysis with explicitly defined ranges and/or probability distributions for each input. It can show whether base case results and decisions are robust to conceivable changes in inputs and is also able to identify which inputs are most sensitive and should be prioritized for further study. While the case study provides a specific example of how the framework is applied to the selection of tailings and waste rock covers, the overall approach provides a universal framework for dealing with uncertainty that can be extended to many other applications.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5e4d914698f1478ba07b309bfd52be3f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","bf82828b-f61c-4e5b-b480-66a1af764c7e","10f7e074-8fc3-443e-b203-c12d6d2f121c"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Holly Williams","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Large-scale laboratory testing to evaluate leakage through defects in a geomembrane cover system","PresentationBio":null,"Title":"Ms.","FirstName":"Erika","LastName":"Erlandson","Position":"","Organization":"Pinter & Associates","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"At GeoCalgary 2022, preliminary results were presented for leakage rates through a defect in an exposed geomembrane cover. This paper provides follow-up data for leakage rates through a defect in a geomembrane cover system, which included a drainage geocomposite and a cover soil overlying the geomembrane. The cover system was tested in a large-scale hillslope apparatus that allowed for control of slope angle and precipitation rate. The leakage rate was assessed for different sizes and shapes of defects.
Geomembranes have been well-studied and are frequently used as base liners to prevent contaminant leakage from landfills, lagoons, etc. Their low permeability also makes them a potential choice for cover applications, particularly in the mining industry. However, a lack of published research on the performance of geomembrane covers may lead engineers and owners to choose a more familiar or predictable option. This research is intended to begin addressing the knowledge gap concerning the performance of geomembrane cover systems.
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The results of the permeability tests showed that the k_sat of the LPL (sand+PSA mixture) decreased with the increase of the proportion of PSA, i.e., between 1E-07 and 1E-08 m/s, compared to the k_sat measured for the sand alone (control) which was 1E-05 m/s, i.e., a reduction of 2 to 3 orders of magnitude. The instrumented column tests also showed that, depending on the PSA dosage, the LPL (sand+PSA) became water impermeable after the PSA turned to gel following rinsing. This suggests that it would be possible to create an effective LPL by amending sand with a very small amount (≤ 1% of the dry mass of sand) PA-Na type PSA.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/80d00e65629d4523971189b94f527079","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","8dfe5ce7-5690-4fe0-8079-770228429ac6","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Tikou Belem","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Revisiting Large-Scale Physical Models for Biogeochemical Studies","PresentationBio":null,"Title":"Dr.","FirstName":"Louis","LastName":"Kabwe","Position":"Research Associate","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Large-scale physical models, also referred to as mesocosms, such as the 2.4 m diameter x 4.6 m high cylinder at Environment Canada’s Innovation Place in Saskatoon, were of sufficient size that relevant chemical, biogeochemical processes were active and thus permitted field behaviour under controlled conditions. The cylinder was filled with 65 t of C-horizon sand excavated at a field site located 10 km south of Saskatoon and was monitored for seven years. Due to a lack of maintenance and application of water to the surface, the top 2 m of the soil was desiccated. Today, several institutions have set up their own large-scale physical models, and thus the 4.6 m cylinder could have served as the basis to evaluate the performance of newer large-scale physical models. This paper revisits the CO2 fluxes measured from the 4.6 m cylinder and a waste pile at the Key Lake uranium mine, using the dynamic closed chamber system.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4fb30a909d654d0f8117841c2e35530f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["8dfe5ce7-5690-4fe0-8079-770228429ac6","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","d09f8bc4-b946-407d-83d7-dc3b24af9be6","36956f07-b520-4064-bd24-ff20e6cc7743","bf82828b-f61c-4e5b-b480-66a1af764c7e","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Louis Kabwe","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Effects of climate conditions on the hydrogeological behaviour of a filtered tailings storage facility located in Northern Canada","PresentationBio":null,"Title":"Mrs.","FirstName":"Madison","LastName":"Chai-Onn","Position":"","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Filtered tailings are an alternative approach to mine waste management that consists of reducing water content of tailings to allow their disposal without the need for impoundments nor dams. However, filtered tailings storage facilities (FTSF) are left exposed to climate conditions during the operations and the interactions between the tailings and the atmosphere may lead to long-term modification of their hydrogeotechnical behaviour and the water table position. The objective of this study was to determine the effects of climate conditions on the hydrogeological behaviour of filtered tailings. An experimental column was constructed and monitored while various climatic conditions were simulated at the surface. These results were used to calibrate a numerical model of the filtered tailings column. The calibrated results effectively matched global laboratory trends. Preliminary results emphasized the need to account for climate conditions, particularly precipitation intensity and initial water content, when assessing the long-term hydrogeological behavior of FTSF.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d24ec3b00a774ea3b381b2f9472b8dfe","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. Madison Chai-Onn","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","StartTimeString":"3:00 PM","EndTimeString":"4:30 PM","StartToEndTimeString":"3:00 PM - 4:30 PM","StartToEndTimeSortString":"3:00 PM - 4:30 PM","DisplayDetails":"Cover Systems","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"3:00 PM - 4:30 PM","StartTimeOverrideString":"3:00 PM","EndTimeOverrideString":"4:30 PM","StartToEndTimeOverrideString2":"3:00 PM - 4:30 PM","BaseStartDateTime":"2023-10-02T15:00:00+00:00","BaseEndDateTime":"2023-10-02T16:30:00+00:00","BaseStartDateTimeOverride":"2023-10-02T15:00:00+00:00","BaseEndDateTimeOverride":"2023-10-02T16:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T22:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T22:30:00.0000000+00:00"},{"Id":"098758e4-5b92-4928-83fd-a7419012010e","SessionBlockId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","Name":"Geoenvironmental 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"15:00:00","EndTime":"16:30:00","StartTimeOverride":"15:00:00","EndTimeOverride":"16:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Effect of Heating and Depressurization on the mechanical behaviour of hydrate bearing sands","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Derrick","LastName":"Ayebazibwe","Position":null,"Organization":"University of Calgary","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0a4ef844f98f444a923205ce48b134dd","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Methane hydrate bearing sand (HBS) deposits, in deep water marine sediments or below the permafrost, are touted as a potential future energy resource. Recovery of the methane gas requires dissociation of the hydrate, which has detrimental effects on the strength and stiffness of the HBS. Long-term methane production scenarios have been investigated using numerical models to predict reservoir behavior. The constitutive models employed in numerical simulations are typically calibrated and validated against experimental laboratory tests performed on intact HBS specimens to determine strength and stiffness as a function of hydrate saturation. The limited testing so far conducted has shown that minor changes in hydrate saturation significantly reduce stiffness (shear modulus) during the early stages of dissociation, when the specimen's ambient conditions are outside the hydrate stability boundary. However, due to the capillary effects within the sand, hydrate dissociation can occur before the bulk hydrate stability boundary is crossed.
To understand the impact of hydrate dissociation, a series of tests were conducted on synthesized HBS sand specimens. An advanced triaxial apparatus, equipped with a Hardin type Resonant Column (RC) testing head, was used to evaluate changes in stiffness and strength after controlled increases in temperature, or reductions in pore pressure, following hydrate formation. Preliminary observations show that significant reductions in small-strain stiffness (particularly in specimens where increases in temperature were applied) occurred, before the specimens crossed the hydrate stability boundary, although minimal increases in pore pressures were measured, suggesting limited hydrate dissociation. Furthermore, specimens exhibited significant reductions in peak strength during triaxial shear compression testing compared to HBS specimens sheared immediately after hydrate formation. Results show that the mechanical behavior of HBS is sensitive to changes in pressure and temperature within the bulk hydrate stability boundary, which suggests that pore scale effects influence the behavior, as alluded to in previous literature.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c902f5d2f17a4a4cb705368817b37b46","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["1e76377a-994c-4b97-ad4b-088a87f37296","c694aeb3-751f-426d-b900-b0f210b4bc46","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Derrick Ayebazibwe","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Ageing effects on consolidation behavior of soft soils ","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Arazooben","LastName":"Patel","Position":"Ph.D. Candidate","Organization":"Carleton University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/3cc59b0d04ac4929b2240858a1f7d139","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The management of young materials such as dredged sediments or clayey tailings is dominated by their consolidation properties, which governs the magnitude and rate of settlement of such soft deposits. Conventionally, the consolidation behaviour of these materials is designed employing large strain consolidation theory. Due to prolong consolidation time associated with young materials, however, the time-dependent effects such as creep and structuration may substantively affect the consolidation behaviour. Ageing, in particular, by increasing the pre-consolidation, can potentially decrease the time required before reclamation can start, but also can reduce the average residual shear strength of the deposit. The ageing process, however, is not well understood, nor easy to predict from any kind of standard geotechnical measurements. This study aims to understand the ageing effects and develop correlations to estimate the magnitude and rate of ageing expected under different deposition scenarios. Subsequently, the experimental findings are incorporated into a large strain consolidation analysis to demonstrate the need for the incorporation of time-dependent effects.

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Arazooben Patel","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Evaluation of the effect of Nanofibrillated Cellulose on the Drying and Dewatering Behaviour of Oil Sands Tailings","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Yunhai","LastName":"Zhang","Position":"Graduate Student","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As a sustainable material derived from natural wood, Nanofibrillated Cellulose (NFC) is increasingly used in reinforcing earth-based materials due to its unique mechanical and physical properties. It has been used in enhancing the geotechnical properties of oil sands tailings for the first time. Preliminary studies have found that NFC can be used to improve the shear strength of oil sand fluid fine tailings (FFT). However, the use of NFC would potentially change the dewatering behaviour of FFT in the meantime. This current study aims to evaluate the influence of NFC addition on the geotechnical properties of FFT, including drying behavior, shear strength gain, soil-water characteristics, and dewaterability. A favorable treatment method for the optimal dose was determined using 4 different sources of FFT based on the near-surface shear strength gain subject to atmospheric drying in the lab. Capillary suction time (CST) and pressure filtration tests were carried out to evaluate the influence of NFC on the immediate dewatering and filterability of FFT. In addition, laboratory experiments using Tempe cell, Pressure plate extractor, and WP4 Dewpoint Potentiometer were conducted to assess the water retention behaviour of the FFT samples, which demonstrate the influence of NFC on the desaturation of FFT. Consequently, it was noted that adding NFC would potentially affect the evaporation rate and push back the desaturation point of FFT. Meanwhile, CST and specific resistance to filtration (SRF) of FFT were found to change with the addition of NFC. 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Yunhai Zhang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Organic contaminants impact on smectite behaviors at a similar double layer thickness","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Vahid Reza","LastName":"Ouhadi","Position":"","Organization":"Bu-Ali Sina University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4d45082f54244a93b5c9ece8e871f96e","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The interaction between clay particles and soil pore fluid significantly affects the smectite properties. Among different factors which govern this interaction process, the dielectric constant of pore fluid, valence of cations, and cation concentration are major controlling parameters. Despite extensive research about soil contaminant interaction, there needs to be more research on the geo-environmental behavior of smectite in the interaction process with different contaminants at similar double-layer thicknesses. Therefore, the main objective of this paper is to study the mechano-chemical behavior of contaminated smectite at an equal double-layer thickness. This research performed a series of geo-environmental experiments on several contaminated smectite samples at a similar double-layer thickness. The experimental study includes a series of unconfined compression tests, Atterberg limits, XRD, and pH tests to address the microstructural changes and engineering properties of contaminated smectite samples.

The results suggest that despite the similar double-layer thickness, changing the type of contaminants has a noticeable effect on the engineering behavior of clayey soils. According to the results, at an identical quantity of double-layer thickness, the increase of unconfined compression of the sample containing methanol and sodium (with the initial input of organic material) is 54% higher than for the clay sample containing dichloromethane and sodium. Furthermore, increasing unconfined compression strength in these samples reduces the strain at the maximum resistance, and the soil sample tends to have brittle behavior. Generally, changes in the structure of methanol-contaminated soil are more than in dichloromethane-containing smectite samples. Besides, smectite samples containing lead, copper, and calcium significantly have a lower liquid limit than contaminated samples with alkaline metals, assuming a similar thickness of double layers. However, the plastic limit of soil samples remained almost constant. Also, the highest drop in the liquid limit happens in lead-containing soil samples.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/040e05c961e34adf8e3badd9a618365c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37e92989-6a53-4e28-a49d-5a869eae7538","dfa5844f-1451-4979-ba56-32beaed56fc6","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Vahid Reza Ouhadi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Creation and segmentation of synthetic images of granular materials","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Harold","LastName":"Simo Tenekam","Position":"","Organization":"École de Technologie Supérieure Montréal","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a9e0c538e31e4b3cb3e2ce08ac5ff413","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Software packages based on image analysis techniques are commonly used to determine the particle size distribution (PSD) of coarse materials in the field based on photographs. Image segmentation is currently the main method used to determine the PSD. Segmentation is the process of assigning a label to each instance of an object in a category that appears in an image. The segmented photograph of a granular material can be used to predict its PSD. There are numerous methods for image segmentation. The earliest approaches rely on applying Gaussian filters to an image, while more recent techniques use deep neural networks. These algorithms delimit each particle to distinguish the superimposed particles from the isolated particles and the fine areas. A major bottleneck in neural network-based approaches is the availability of training data. This article proposes to create synthetic training photographs of granular materials and their corresponding segmented images, without the need for any manual adjustment. We use the fully controlled 3D environment of the Unity game engine to generate a large number of hyper-realistic training images, including their associated PSDs, segmentations and photographic depth of field, given parameters such as desired PSD and the sample weight.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a0e2967d33ad4aafb9774a8769c285d0","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","44d0a4b3-5ada-4396-9564-25c4a0a9ef70","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Harold Simo Tenekam","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Investigating Shear Behaviour of Bituminous Geomembrane(BGM)-overliner Interface in Heap Leach Applications","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Muhammad","LastName":"Asim","Position":"","Organization":"Queen’s University / WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bb2400cbb24246dea1efde511b461906","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Bituminous Geomembranes (BGMs) are currently used in different mining applications including heap leach pads. These pads are typically constructed on slopes to allow the collection of the pregnant leach solution or constructed with slopes to minimize the footprint of the mining application. However, there is a paucity of research examining the shear properties of geomembrane-soil interface when considering BGM as the primary liner material. Thus, a Laboratory investigation is conducted using the large-scale Direct Shear Apparatus to study the interface shear strength mobilized between a BGM and a coarse-grained typically in contact with geomembrane liners in heap leach pads. A customized base plate is used with the apparatus for all the testing to avoid the slippage of the BGM during the interface tests. It is shown that with an increase in normal stress from 50 kPa to 1000 kPa, the observed interface shearing is a function of the BGM thickness, internal structure and the overliner characteristics. Additionally, the interface shear parameters obtained at peak and large displacements are compared to those obtained for the textured and smooth polyethylene geomembranes.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2107ef79264649bbb9e178935d8895be","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","6e139690-e513-4b3a-9368-bbfb8c039f9f","781cdbbf-5ce5-45dd-a14d-4d316abea6ec"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Muhammad Asim","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","StartTimeString":"3:00 PM","EndTimeString":"4:30 PM","StartToEndTimeString":"3:00 PM - 4:30 PM","StartToEndTimeSortString":"3:00 PM - 4:30 PM","DisplayDetails":"Geoenvironmental 2","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"3:00 PM - 4:30 PM","StartTimeOverrideString":"3:00 PM","EndTimeOverrideString":"4:30 PM","StartToEndTimeOverrideString2":"3:00 PM - 4:30 PM","BaseStartDateTime":"2023-10-02T15:00:00+00:00","BaseEndDateTime":"2023-10-02T16:30:00+00:00","BaseStartDateTimeOverride":"2023-10-02T15:00:00+00:00","BaseEndDateTimeOverride":"2023-10-02T16:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T22:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T22:30:00.0000000+00:00"},{"Id":"cea10879-c87b-4712-b5fb-c3c4a7b3f02a","SessionBlockId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","Name":"REDI (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"15:00:00","EndTime":"16:30:00","StartTimeOverride":"15:00:00","EndTimeOverride":"16:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Moving from Intent to Action: Creating Inclusive Workplaces","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Sumi","LastName":"Siddiqua","Position":"Associate Professor","Organization":"University of British Columbia","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/56db5370d8fe4e43be27bdded3f73dd4","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The Canadian Geotechnical Society is a place for many engineers. Among them, some are trained in Canada, and many are from outside of Canada. Additionally, over the years, we have seen a significant increase in the members of the CGS community who are from different cultural backgrounds, races, sexual orientations and religions. This diverse group allows members to identify challenges/solutions regarding Equity, Diversity, and Inclusivity (EDI) in the Canadian Geotechnical Society. We often fail to maintain a cultural safety net and inclusive environment in our communication and interaction with colleagues due to a lack of clear understanding of EDI. The recently established task force aims to initiate the development and implementation of language and processes for CGS members aligned with an equitable and inclusive communication style to promote and enrich our understanding of Women, Ethnicity, and Gender Equity and Diversity within the society.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"Sumi.Siddiqua","_linkedInUrl":"Sumi.Siddiqua","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"Sumi.Siddiqua","LinkedInUrl":"Sumi.Siddiqua","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"http://Sumi.Siddiqua","FullLinkedInUrl":"http://Sumi.Siddiqua","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":5},"SocialMediaLinks":[{"Link":"http://Sumi.Siddiqua","Font":"fab fa-facebook-square","Color":"#3b5998"},{"Link":"http://Sumi.Siddiqua","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Sumi Siddiqua","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Bridging the Data Gap for a more Equitable, Diverse and Inclusive Future in Geotechnical Engineering","PresentationBio":null,"Title":"Ms.","FirstName":"Kaitlyn","LastName":"Diederichs","Position":"Student","Organization":"University of Victoria","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As the benefits of increased Equity, Diversity, and Inclusivity (EDI) in the geotechnical engineering field become more apparent, organizations need to find ways to collect representative data from their employees. This is most often done by distributing surveys asking a variety of demographic questions as well as questions around job satisfaction and workplace culture. These provide valuable information to enable organizations to implement changes that promote EDI efforts, improving employee performance and retention for a diverse range of employees. To maximize the value of the information collected, surveys must be designed such that the right information is being collected in the right way with the right intentions.
Survey design must first consider how the data collected will inform decision making. This involves consideration of the context of the survey, the prospective participants, and the intended use of the data. Questions and response options must be designed to ensure that accurate data is collected in a way that is interpretable by the researcher and consistently understood by the participants. Collected data should be generalizable, allow for reasonable statistical analysis and be usable without compromising the anonymity of the respondents.
Repeat surveys are often used to assess change in sentiments over time, particularly when the effectiveness of an EDI initiative needs to be evaluated. Survey design can be used to create trust in the process from the participants and increase the likelihood of cooperation over an extended period of information collection. This trust needs to be fostered by considering the comfort levels of participants and avoiding unnecessary emotional harm or unnecessarily invasive questions, particularly around sensitive subjects. Transparency in intentions and reassurances on anonymity precautions may also lead to increased candor in responses. Finally, options for participants to request follow-ups to discuss concerns related to the survey topic should be offered.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bcff7a7bc9af42fe887224111c42f00a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d2cb957f-b838-4d12-bb60-5015b2dbd5b7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Kaitlyn Diederichs","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","StartTimeString":"3:00 PM","EndTimeString":"4:30 PM","StartToEndTimeString":"3:00 PM - 4:30 PM","StartToEndTimeSortString":"3:00 PM - 4:30 PM","DisplayDetails":"REDI (Special Session)","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"3:00 PM - 4:30 PM","StartTimeOverrideString":"3:00 PM","EndTimeOverrideString":"4:30 PM","StartToEndTimeOverrideString2":"3:00 PM - 4:30 PM","BaseStartDateTime":"2023-10-02T15:00:00+00:00","BaseEndDateTime":"2023-10-02T16:30:00+00:00","BaseStartDateTimeOverride":"2023-10-02T15:00:00+00:00","BaseEndDateTimeOverride":"2023-10-02T16:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T22:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T22:30:00.0000000+00:00"},{"Id":"4742e7da-aaff-412b-b301-d9f47d0aa379","SessionBlockId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","Name":"Hydrogeology 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"15:00:00","EndTime":"16:30:00","StartTimeOverride":"15:00:00","EndTimeOverride":"16:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A TOWED MARINE TIME-DOMAIN ELECTROMAGNETIC METHOD FOR EVALUATING THE CONTINUITY OF AN AQUITARD","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Ashlee","LastName":"Fudge","Position":"Junior Geophysicist","Organization":"DMT Geosciences","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a7a55063528645aea4acf99513afa4fa","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Time Domain Electromagnetic (TEM) methods have long been used for hydrogeological / groundwater studies. Investigations into hydrostratigraphic units are common because of the ability to map aquifer properties based on grain-size, which is commonly related to electrical conductivity contrasts in the subsurface. However, surface conditions often limit access to some areas, such as densely forested regions, abundant infrastructure, or surface water bodies.

This investigation showcases the use of Geonics Ltd.’s G-TEM system applied in a mobile acquisition setup for waterborne TEM. The goals of the survey were to map the continuity / composition of a conductive glacial clay till unit, underlying a surficial water body. The G-TEM system allowed rapid, high-resolution acquisition across the lake for hydrostratigraphic mapping and evaluation of the clay till aquitard. The lake itself is fed by surface run-off and shallow groundwater, with an inconclusive level of influence from deeper groundwater that may feed into the lake from below the clay till.

Variations in the clay till may indicate zones of interests for possible hydrogeological pathways. Preliminary results showed variability in depth to both the top and base of the clay till, which in some cases corresponded to lineaments identified in a previously acquired airborne magnetic survey. These variations may suggest a connection between structures in the deep underlying units and the glacially deposited till unit. Ground results from the GTEM compared favorably to previously acquired ground TEM surveys when the lake was frozen, as well as two boreholes used for ground-truthing. The results of this survey will be used to identify zones of interest based on variations in the clay till, which will help guide strategic drilling locations to verify the models and further evaluate hydrogeological processes into/out of the lake.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/dd298352bfe84dcc96e6ee35bbe815dd","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["78fd8790-e041-433a-96df-4b72f0647586","c41829f3-ee59-4e42-8f78-e499519408f7","9863398c-8604-4d03-854d-488fde0f5625","37e92989-6a53-4e28-a49d-5a869eae7538","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Ashlee Fudge","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Surface and groundwater interaction in determining baseflow contribution at Davis Creek, SK. ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Anatoly","LastName":"Melnik","Position":"Senior Hydrogeologist","Organization":"Water Security Agency Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Baseflow is a critical component to sustaining Species at Risk (SARA) and is aggravated by climate variability in semi-arid regions. The contribution of ecological flow from shallow groundwater is being assessed by evaluating the surface-groundwater interaction along the Davis Creek, Saskatchewan. The creek is an important habitat area for Mountain Suckers (Catostomus platyrhynchus), is listed as a species of special concern under SARA. The primary threat facing the species includes water availability in the support of ecological flow. Natural groundwater discharge occurs along the creek and is considered a contributing factor to sustained baseflow of the ephemeral stream.

A desktop study followed by drilling and installation of groundwater monitoring wells was completed along the creek. Water levels, temperature, and water quality data were collected between 2020-2022 from four monitoring wells and a staff gauge used to determine the hydraulic responses between the creek and the aquifers. Hydraulic response between bedrock aquifer and the creek is strong; however, the magnitude and direction of fluxes change depending on season, precipitation, stream flow, and location along the stream. Isotopic analysis of O18 and 2H of water followed the meteoric water line suggesting direct recharge from the surface water body. Deeper pools of water occurred along the creek path and are likely supported by groundwater discharge while other parts of the creek may contribute to groundwater recharge. The presence of a diversion channel with control gate and a weir upstream from the investigated site added complexity to the interaction between groundwater and surface water. Overall, the study results suggest that the relationship between the groundwater resource and surface water is dynamic and seasonally variable along Davis Creek. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/30bacf8afed14681bc4f17bf2320a2e2","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","c41829f3-ee59-4e42-8f78-e499519408f7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Anatoly Melnik","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Aquifer-scale Hydraulic Testing to Refine Calibration of a Mine-scale Numerical Flow Model","PresentationBio":null,"Title":"Ms.","FirstName":"Alexandra","LastName":"Hughes","Position":"Hydrogeologist","Organization":"BGC Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A three-dimensional numerical groundwater flow model was developed for an active mine in northwestern British Columbia. The model will support water balance calculations for current and future operations, including closure and climate change scenarios. Assessment of groundwater flow rates, directions, and volumes in the tailings impoundment area (TIA) is critical for supporting these objectives. The TIA is located in a valley with a complex glacial depositional history which has resulted in multiple aquifer and aquitard units with varying degrees of lateral continuity and hydraulic connection. Since 2014, pumping of a deep aquifer beneath the TIA has resulted in up to 40 m of drawdown. In 2020, an opportunity arose to conduct hydraulic testing on the scale of the entire aquifer when pumping was suspended for several weeks, resulting in groundwater levels recovering to pre-pumping levels. Continuous water level data were recorded at approximately 40 observation points in the deep aquifer and 120 points in surrounding aquifers and aquitards using pressure transducers and vibrating-wire piezometers. This resulted in a rich dataset for numerical model calibration using three separate scenarios: 1) steady-state drawdown following six months of constant pumping, 2) steady-state recovered water levels following suspension of pumping, and 3) transient water levels over 2.5 years of variable pumping and aquifer recovery. Calibration was completed using a systematic trial-and-error approach to modify hydrogeologic parameters within the range of available field measurements. A single set of best-fit hydraulic parameters was obtained from calibrating to all three scenarios. The calibrated model was able to reproduce the timing and magnitude of groundwater level response to changes in pumping for the multiple aquifer units. This calibration approach, using data for multiple steady-state scenarios and a long transient period, resulted in a model that well-represents the complex hydrogeological system and an improved confidence in model simulation results.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c41829f3-ee59-4e42-8f78-e499519408f7","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","d09f8bc4-b946-407d-83d7-dc3b24af9be6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Alexandra Hughes","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Long-term performance of fully grouted vibrating wire pressure transducers in overconsolidated argillaceous formations","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Laura","LastName":"Smith","Position":"","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Characterizing the in situ hydrogeologic properties of aquitards is difficult due to slow response times resulting primarily from low hydraulic conductivity (K). For this reason, laboratory-based values for compressibility, specific storage, and K reported in the literature are commonly used in numerical or transport modelling. However, laboratory determined values for these parameters are questionable due to the inherent damage core samples undergo during extraction. Fully grouted, vibrating wire pressure transducers (VWPs) can be used to define the constrained modulus (or compressibility) of overconsolidated argillaceous claystones (commonly referred to as shales) by analyzing the response of the VWPs to known surface pressure fluctuations (i.e., barometric pressure). This method, known as the loading efficiency method, provides the information needed to then estimate the in situ horizontal K by modeling the pore pressure recovery following installation (the recovery method). These methods have not yet been widely applied in deep low-K formations. The high-resolution data of 37 VWPs at two sites in the Williston Basin provide some assurance of the repeatability and reliability of the fully grouted method to characterize the in situ properties of argillaceous formations. The resulting database provides in situ estimates for similar formations without relying solely on data obtained from core samples. Further, the long-term data (14+ and 7+ years for Site 1 and 2, respectively) is presented to assess the longevity and suitability of this type of installation and analysis for deep aquitards.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Laura Smith","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Integrated modelling of groundwater-surface water interactions and nutrient dynamics in an agricultural watershed in the Great Lakes Basin ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ahmed","LastName":"Elsayed","Position":"","Organization":"University of Guelph","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Agricultural activities pose potential threats to water quality and quantity. In some agricultural watersheds, high rates of synthetic fertilizers and manure are introduced to enhance crop productivity. However, these fertilizers contain high concentrations of nutrients (nitrate and phosphorus) that can deteriorate surface water and groundwater quality, posing serious risk to environmental and public health. Examining specific management schemes for agricultural watersheds is of great importance. Using numerical models as tools for understanding nutrient transport in groundwater and surface water, and their interaction, plays a significant role in determining the optimal schemes for watershed management (e.g., crop rotation). They can also provide useful insights about water flow and nutrient dynamics from agricultural watersheds to hydrological receptors. Therefore, in the current study, an integrated model was developed using SWAT+ with the gwflow module to simulate the hydrological processes and groundwater-surface water interactions in an agricultural watershed in southern Ontario, Canada. The Upper Parkhill watershed has an area of 127 km2 and the surficial geology is mainly comprised of clay. In addition, nutrient transport processes in the surface and subsurface water were included in the model scope to simulate the nutrient loss from agricultural fields. The contribution of tile drains to the quality of surface water and groundwater was evaluated. The effect of climate change on the hydrological cycle and surface-subsurface water interaction can be investigated using the integrated model. In addition, the model can be used to investigate the influence of crop rotations and land use on the nutrient transport dynamics. The model results can be used to describe and quantify the interaction between surface water and groundwater from flow and nutrient perspectives under different climate and field conditions. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["dfa5844f-1451-4979-ba56-32beaed56fc6","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","f52f859f-8436-4389-8718-d2d74f5e44c7","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Ahmed Elsayed","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Rising water table: Evidence and consequences of high groundwater levels in the Yukon","PresentationBio":null,"Title":"Mr.","FirstName":"Brendan","LastName":"Mulligan","Position":"Senior Scientist - Groundwater","Organization":"Government of Yukon","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c608eeb623584db6ae5a9be3f4b3946b","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Almost the entire population of the Yukon (estimated to be 44,160 as of September 30, 2022) is dependent on groundwater as a potable water supply. Groundwater supplies important industrial (chiefly mining), agricultural, and other undertakings in the Yukon with critical water resources.

Given the value of groundwater to Yukoners, Yukon Government has been working to develop a robust groundwater program to strengthen understanding of the territory’s groundwater resources. The relatively new groundwater team created and operates the Yukon Observation Well Network (YOWN) to monitor groundwater quantity and quality across the territory.

In 2022, record high groundwater levels were observed in monitoring wells across a large portion of the Yukon. Elevated groundwater levels likely resulted from the higher-than-average snowpack observed across much of the Yukon since 2020. 28 of 74 active YOWN wells had sufficient data quantity and quality for meaningful comparison of 2022 groundwater levels to previous maxima. Of these 28 wells, 75% had higher maximum groundwater levels in 2022 than at any time in their record (the start of record for each well varies between 2001 to 2020).The period of record for observation wells in the Yukon is relatively short (less than ten years in most cases); however, winter flows have been monitored for many decades in several rivers in the Yukon. Record winter baseflows were observed in several of these rivers in 2023, which supports an interpretation that the observed water table rise is a regional phenomenon, perhaps unprecedented in the past half century or longer.

Climate change is disproportionally impacting northern Canada. Assessing the impacts of climate change on groundwater in the Yukon and neighboring regions will require continued monitoring and characterization of this critical resource.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Brendan Mulligan","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"In-situ testing in fractured rock in support of mine inflow reduction using grouting","PresentationBio":null,"Title":"Dr.","FirstName":"Kelly","LastName":"Hokanson","Position":"","Organization":"BGC Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"An in-situ testing program at a proposed underground mine in northern Canada was completed to assess the effectiveness of grouting on reducing potential mine inflows. The proposed underground development will partially extend beneath a lake where previous testing indicated zones with elevated hydraulic conductivity. These zones, if continuous and laterally extensive, could result in mine inflows that could require unnecessary effort to manage. A testing program was designed to evaluate the effectiveness of grouting on reducing rockmass hydraulic conductivity to a level that would reduce inflows from these zones to an acceptable level. The testing consisted of pumping tests completed in two wells installed beneath the lake with drawdown response monitored in 12 vibrating wire piezometers grouted-in in three boreholes located at various distances from the test wells. Following the first round of pumping tests, both test wells were pressure-grouted to create a zone approximately 5 m in radius around each well where the grout penetrated the rockmass. Once the grout set, the grout from the test well annulus was drilled out and a second round of pumping tests was completed. Well yield and drawdown responses observed during the testing were used to assess the rockmass hydraulic conductivity prior to grouting and the reduction in rockmass hydraulic conductivity within the grouted zones following grouting. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9863398c-8604-4d03-854d-488fde0f5625","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","d09f8bc4-b946-407d-83d7-dc3b24af9be6","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","021bb7ef-2f5c-4402-9ad8-2f932b292442","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Kelly Hokanson","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"2d8e676d-a787-4b36-8b6e-7c721b264198","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-02T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","StartTimeString":"3:00 PM","EndTimeString":"4:30 PM","StartToEndTimeString":"3:00 PM - 4:30 PM","StartToEndTimeSortString":"3:00 PM - 4:30 PM","DisplayDetails":"Hydrogeology 2","DateString":"Monday, October 2, 2023","ShortDateString":"Mon Oct 02, 2023","StartToEndTimeString2":"3:00 PM - 4:30 PM","StartTimeOverrideString":"3:00 PM","EndTimeOverrideString":"4:30 PM","StartToEndTimeOverrideString2":"3:00 PM - 4:30 PM","BaseStartDateTime":"2023-10-02T15:00:00+00:00","BaseEndDateTime":"2023-10-02T16:30:00+00:00","BaseStartDateTimeOverride":"2023-10-02T15:00:00+00:00","BaseEndDateTimeOverride":"2023-10-02T16:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-02T22:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-02T21:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-02T22:30:00.0000000+00:00"},{"Id":"53b98b2d-057a-47de-9067-ecf87db955a8","SessionBlockId":"023d0f6f-6fbd-4e66-b631-763a5fede7eb","Name":"Geohazards 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-02T00:00:00+00:00","StartTime":"15:00:00","EndTime":"16:30:00","StartTimeOverride":"15:00:00","EndTimeOverride":"16:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Generation of In Situ Stresses for Analysis of Progressive Failure Mechanism in a Sensitive Clay Slope","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Andries","LastName":"Kirstein","Position":"Phd Student","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0224c975c42748d290e630d73fac4bb4","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The in situ shear stresses in a stable slope play an important role in determining whether the slope will remain stable following a disturbance (such as toe erosion, earthquake, etc.). Specifically, if shear stresses are close to the peak strength, then the likelihood of slope failure is increased. In sensitive soils, the undrained strength of the soil decreases following mobilization of the peak undrained strength, resulting in even greater likelihood of instability due to progressive failure. Thus, understanding in situ shear stresses is an important step in a finite element analysis of slope stability. The paper will present the methodology and results from an analysis of in situ stresses for the spread at Sainte-Monique-de-Nicolet. The analysis is part of a larger project to study the initiating mechanism of spreads by progressive failure in homogeneous sensitive clay deposits. In situ stresses were calculated in the drained condition using two constitutive models available in Plaxis 2D: the effective stress based Hardening Soil model and the total stress based NGI ADP model. Results obtained by both models will be compared both qualitatively and quantitatively, and significant differences in results obtained by the two models will be highlighted. Key output parameters that will be discussed include, but are not limited to: ratio of mobilized to peak undrained shear strength; magnitude of shear strains relative to those at which peak strengths are mobilized; ratio of horizontal to vertical (and minor to major) total stresses; and orientation of principal stresses and strains. The influence of in situ stresses on the failure pattern of the resulting failure surface will be analyzed. Finally, a model will be selected to generate in situ stresses for subsequent analysis of the progressive failure mechanism using NGI ADPsoft, a strain softening soil model developed by researchers at the Norwegian Geotechnical Institute.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0bd4cab4be6f41ccba60f0c246a038c7","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","09cb7404-9950-4521-a577-f832ac3d98f9","e3afa0fa-d963-4569-87aa-11e00052b333","37e92989-6a53-4e28-a49d-5a869eae7538","fca0726e-0e5c-41c2-a066-86103c338a06","9e701609-8fb7-43d1-9b66-638c3852001a","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Andries Kirstein","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"S042 Rock Slope: Combining remote sensing with rock slope rating systems for Geotechnical Asset Management","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Taylor","LastName":"Wollenberg-Barron","Position":"","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Alberta Transportation is currently working towards enhancing their Geohazards Risk Management Program into a more formalized Geotechnical Asset Management program to enhance the province’s ability to monitor the condition and deterioration of geotechnical assets. The long-term goals for this evolution include the identification of geohazards prior to failures occurring. This predictive capability requires robust and consistent tools from initial assessment of geohazard sites through monitoring and possible rehabilitation. A compilation of select rock slope and rock mass rating systems have been employed at the S042 rock slope along with a remote sensing program, spanning five years, to evaluate the effectiveness of each rating systems light of change detection analysis results. The S042 rock slope is located along highway 742 near the entrance of the Spray Lakes Valley, south of Canmore, Alberta. Investigation of the S042 rock slope began in 2013 after a rockfall event narrowly missed a vehicle and group of people. Successfully quantifying the risk level imposed by a geohazard is an important step in the development of the asset management framework and ultimately the implementation of a formalized Geotechnical Asset Management program for Alberta. This paper presents work that is being developed for integrating rock slope (and rock mass) rating systems and remote sensing for informed decision-making within AT’s future Geotechnical Asset Management system.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cb4c72450bb74479a29160adea9e4c6a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","90ec5f94-0e80-45fe-9e68-44fdaf072002","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Taylor Wollenberg-Barron","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Shear Strength of Lake Saskatchewan Clay and Experiences with Slope Instabilities in the Saskatoon Area","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Jon","LastName":"Osback","Position":"Geotechnical Engineer","Organization":"Clifton Engineering Group","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Glacial Lake Saskatchewan, formed during Wisconsinian deglaciation of southern Saskatchewan, deposited considerable depths of deltaic and lacustrine sediments that exhibit an increase in clay content and plasticity with depth, typical of the sedimentary sequence associated with an “on-lapping” delta. The properties of these materials and the associated impact to slope stability along the South Saskatchewan River have been studied for at least the last century; of particular interest, the Beaver Creek Landslide near the southerly limits of Saskatoon, located within the deeper lacustrine clay sequences.

Natural processes have continued to precipitate slope instability within the Lake Saskatchewan lacustrine plain as further development has progressed since the earlier studies. Choosing the appropriate shear strength for these clay sediments is a perennial question for geotechnical slope stability analysts, since it is clear that there are variances in the properties of the clay sediments within the Lake Saskatchewan basin.

This paper will focus on addressing the strength of Lake Saskatchewan clays by presenting further analysis of the Beaver Creek Landslide, supported by four additional case histories where the strength of the clay was determined by both laboratory and back-analysis methods. Further, the results will be compared to published legacy values for similar sediments, with discussion on the behaviour of these sediments with respect to slope stability, remedial design and new construction in Saskatoon.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4442349ff88842e08ac7920b8698ea1c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37e92989-6a53-4e28-a49d-5a869eae7538","e3afa0fa-d963-4569-87aa-11e00052b333","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Jon Osback","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Historical Background and GeoEngineering Assessment of the Military Underground Complex at Canadian Forces Base North Bay ","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Nicholas","LastName":"Vlachopoulos","Position":"Professor","Organization":"Royal Military College of Canada","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c0f0e2ddbb4e474985b1162fc1634c43","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Canadian Forces Base (CFB) North Bay is a Royal Canadian Air Force base that is located in North-Eastern Ontario. The base houses an underground complex (UGC). The base opened on September 1st, 1951 and its primary purpose was the provision of North American air defense during the Cold War. In 1957, Canada and the United States of America decided to form a bi-national command (North American Aerospace Defense Command (NORAD)) for the purpose of air defense against the Soviet Union. As such, North Bay was the site selected for the construction of an underground command and control center for NORAD. The construction of the underground complex began in 1959. Construction was completed three years later in 1962 and the facility opened in 1963. Excavations took place within primarily gneiss rock which also featured intrusions of Kimberlite dykes. The facility remained in service until 2006. The UGC features two main facilities and two access tunnels. The approximate depth of the UGC is 180 m below the surface. The main operations section consists of a large cavern which houses a three-story building. Two vehicular access tunnels make their way to the main operations center and a utility cavern. These access tunnels are named, the North Tunnel and the South Tunnel due to their orientation. The North Tunnel is approximately 2 km long and the South Tunnel is approximately 960 m long. In 2005, the UGC, including the tunnels, were classified as a Federal Heritage building. Since being decommissioned in 2006, the facility requires regular monitoring, assessments, and maintenance. This paper outlines the historical and current site assessments of the ground conditions associated with the UGC since its decommissioning. Of note is the inclusion of data collected from a recent geological site visit and assessment that was conducted in 2022. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/74baaf5c90414af39be59bf6aced4db6","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f23db5b0-9d3a-4e00-b287-6ec782a3bbcb","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","1a28ac89-8042-49f6-b231-5c08f0ea0c35"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Nicholas Vlachopoulos","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Forensic Engineering Assessment of the Failure of a Temporary Sheet Pile Wall","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mrinmoy","LastName":"Kanungo","Position":"Senior Geotechnical Engineer","Organization":"GHD","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A case history documenting the failure of a temporary sheet pile shoring wall at a wastewater treatment facility expansion project is presented. The wall was designed to retain a height (H) of 6 m of soils overlain by 3.8 m high sloping ground behind the shoring. The wall was designed as a cantilever system without secondary supports such as tiebacks and struts, and with nominal embedment depth (D) yielding an H/D ratio of only 0.5. The subsurface conditions consisted of topsoil and fill overlying loose to compact gravelly sand and silty sand, with groundwater levels at a depth of 1 to 1.5 below ground surface. The cause of failure can be attributed to inadequate embedment of the shoring wall leading to overturning failure, lack of secondary lateral supports as well as inadequate flexural capacity of the sheet pile sections. The failure reinforces the importance of adhering to fundamental principles of geotechnical engineering in the design of excavation support systems and the necessity of geostructural expertise in shoring design in interpreting the results of design analysis. The case history serves as another example of the general lack of attention to the design of temporary works in the industry despite the risk of severe consequences associated with failures.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/91e20c9efd4346eea3013a88d8d76809","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","121e3663-257e-4546-af88-c7f8f5210334","7cfcf70b-b7f1-4233-b91d-5d98cc719649","dac43baa-75ca-45b0-98c4-bf678d044448"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mrinmoy Kanungo","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Geological Model Influence on Slope Stability: Torrioni di Rialba Case Study","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Roham","LastName":"Akbarian","Position":"Tunnelling/Geotechnical Designer","Organization":"Arup","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Landslides are among the most destructive types of natural disasters that can cause significant loss of life and property damage within their zone of impact. Comprehensive knowledge about landslide structure, formation and triggering factors are essential for landslide hazard assessment and analysis. Landslide's path and distance-from-origin are also key considerations for landslide risk mitigation.
This paper presents the study on stability of Torrioni di Rialba (Rialba Towers), a 135-m rock cliff located in Abbadia Lariana, northern Italy, during numerically-simulated seismic events of different magnitudes. Torrioni di Rialba is located near a narrow corridor, where important lifelines including rail, road and pipes run alongside each other and connects the northern part of Lombardy to the rest of the country. The study adopted Discrete Element Method (DEM), using Itasca 3DEC, to model the mechanics of the rock cliffs with complex joint orientations, during significant seismic events (with return period of 475 years), recorded in northern Italy. Sensitivity analyses were conducted on key input parameters, including the thickness of underlaying fine-grained soil, which could not be completely explored due to natural restrictions. The results suggested that the dominant possible slope failure mechanism was sliding of the towers along the dip of the slope towards Lake Como. The results conforms to the expected behavior of rigid material (partially cemented rock) overlying a thin layer of fine materials with plastic behavior (clays, shales). The results show high sensitivity to joint properties while remain less sensitive to intact rock properties.
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\r\n\r\nCost: Complimentary. Your conference badge is the only requirement. Guests welcome!

\r\n\r\nWe are pleased to announce the return of the “Rock Show” to the GeoSaskatoon 2023 conference for its 3rd edition! Following the great success of our event at GeoCalgary2022, we invite all conference delegates to join us at the Capitol Music Club, just after the CGS Awards Banquet, on Monday, October 2nd. District, the “house band” of Geophysics GPR, will host a live musical evening that will keep you entertained until the end of the night. This is an event not to be missed!

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The success of every ground-based construction project, whether on Earth or on the Moon, strongly depends on the robust foundation design and the capacity of foundation soils to withstand external loads in the short-, mid-, and long terms. Considering uncertainties and unknown unknowns in an unknown world in the geotechnical design of lunar infrastructure is of paramount importance. Hazards are inevitable, however building substantial infrastructure without understanding the physical and mechanical properties of lunar regolith can result in structural failure due to soil failure.

In this presentation, Dr. Maghoul will discuss the strategic importance of Canada’s presence on the Moon. The state-of-the-art technologies and their limitations in the lunar conditions will be presented. Then, the ongoing research activities in Dr. Maghoul’s research lab regarding lunar geotechnics and known-unknowns, geophysics, space mining and automated prospecting of water-ice, and instrument development will be presented.
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These geohazards can be alleviated or their impact can be reduced by proposing rational design procedures extending our present understanding of unsaturated soil mechanics (USM) considering potential climatic changes. However, there are limited applications of (USM) in geotechnical engineering (GE) practice despite the major research breakthroughs that can be used in reducing the geohazards. In other words, there is an urgent need to bridge the gap between research and practice of unsaturated soils in the GE discipline. The practicing engineers would appreciate the tools that USM can offer to address the present and anticipated challenges associated with global warming and climate change. For this reason, succinct state-of-the-art review summarized in this paper, will provide useful information for practitioners to understand the practical applications of USM extending simple techniques. This background will also be useful for undergraduate students who are the next generation of practitioners and have limited exposure to the USM. The final goal of the authors is to summarize a “handbook” which includes a comprehensive overview of basic USM concepts and a summary of estimation/prediction tools for the unsaturated soil property functions. The handbook will also provide summary of simple techniques for analyzing routine GE application problems such as the slope stability analysis, heave, bearing capacity, pile capacity, retaining walls and excavation support structures that the geotechnical engineers routinely design as practitioners considering site specific conditions. This paper is a succinct summary of the handbook that is in progress. The authors optimistically anticipate that this work receives the attention of national and international geotechnical engineering standards and manuals.

Key words: Geohazards, Climate Change, Unsaturated Soils, Infrastructure, Simple techniques
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These pipelines sometimes run through landslide-prone areas, highlighting a need to better understand their response to ground movements. During a ground-movement event, pipes may be perpendicular, parallel, or oblique to soil movement. There are currently many studies on axially-loaded buried steel pipes. In those studies, a pipe was pulled through a static soil mass, and the responses were investigated. During real landslides, the soil mass moves while the pipe is restrained by stable ground, although it is believed this effect would be similar to pulling a pipe through static soil. A test facility was designed at Memorial University, where a soil mass can move against a pipe restrained on one end, simulating the condition expected during real ground movement. A test program was completed using the test facility at Memorial University to investigate steel pipes subjected to axial ground movements. Tests are performed by pulling a tank filled with dense sand, at a fixed rate, along a buried pipe fixed at one end and free at the other. The axial pull-out force, pipe free-end displacement, and soil-tank displacement were measured during the testing. The pipes were instrumented with a fibre-optic sensor along their length to measure the strains. Multiple pipe diameters are tested to investigate the effects, including 25.4 mm, 60.3 mm, and 114 mm diameter pipes. 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Darren Andersen","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Geotechnical Risk Management for the Saddle River Horizontal Directional Drill","PresentationBio":null,"Title":"Mr.","FirstName":"Jan","LastName":"Bracic","Position":"Senior Associate, Pipeline Geohazards","Organization":"Stantec Consulting","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Trenchless crossings in complex terrain pose significant risks to a pipeline project, both during construction and over the designed operational lifetime of the pipeline. As such, comprehensive pre-construction geotechnical assessments are crucial to limit unexpected conditions that may lead to construction cost overruns, or worse, future slope failures that would compromise the safe operation of the pipeline. This paper focuses on the approach that Pembina Pipeline Corporation and their geotechnical consultant Advisian adopted to manage the geotechnical risk related to a horizontal directional drilling (HDD) crossing under the Saddle River in Alberta, Canada, which was successfully completed in 2019, exceeding a length of 2.2 km and reaching depths of 120 meters (m) below ground surface (mbgs).

To manage the geotechnical risk a focused desktop study was completed, with main reference to the well-documented Rycroft Landslide, which occurred in 1990 and is situated approximately 3 km away from the site. In addition, a geotechnical and geophysical field investigation comprising four boreholes to depths of 60 to 85 m and a 2.6 km long Electrical Resistivity Tomography (ERT) section, were completed.

The desktop study identified a geohazard relevant to the presence of low strength high plastic preglacial clay layers at elevations of 475 m or deeper, expected to be encountered to the west side of the Saddle River. The geotechnical investigation identified zones of low strength clay-like layers within uncemented to weakly cemented clay shale bedrock at elevations of 485 to 470 m, mainly on the east side of the Saddle River. With the aid of the boreholes and the ERT the project team successfully characterized the geological profile to depths exceeding 120 m. The geological model and the interpretation of the extent and mechanism of the Rycroft Landslide were considered to determine the “no-drill zone” of the HDD crossing.
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","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/507c7e1d17bc4fe89780cb843b21c49e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["be2b5d8d-5190-4d9c-a9fd-9eac2dd6a910","e3afa0fa-d963-4569-87aa-11e00052b333","9e701609-8fb7-43d1-9b66-638c3852001a"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Doug Dewar","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Investigation of buried pipes under axial tension and compression loadings","PresentationBio":null,"Title":"Dr.","FirstName":"Ashutosh","LastName":"Dhar","Position":"Professor","Organization":"Memorial University of Newfoundland","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Buried pipes exposed to ground movements can experience soil loads in various scenarios. When the ground movement is parallel to the pipe axis, it experiences axial/longitudinal forces. The longitudinal force can be tension or compression depending upon the locations of the pipe to the moving ground. A downstream pipe segment experiences compression, while an upstream pipe experiences tension. Previous studies focused on investigating the pipe responses to tensile force using axial pullout tests. The compression loading, as well as loading-reloading effects, were not investigated well. The loading-reloading is expected when the pipeline is subjected to intermittent ground movements. This study investigates high-density polyethylene (HDPE) and ductile iron pipes subjected to tension and compression loadings and loading-reloading cycles. For tension loading, a pipe buried in a soil box was pulled axially. For compression loading, the soil box with the buried pipe was placed on a shaking table. Then, the shaking table was moved to push the pipe against a reaction frame. The test results revealed that the maximum axial force needed to mobilize the interface frictional resistance over the entire pipe sample length is the same for tension and compression loadings for the ductile iron pipe. However, for the HDPE pipe, the corresponding axial force was significantly higher for compression than for tension. The higher axial force for the flexible HDPE pipe during compression might be due to the increase in diameter. For the ductile iron and HDPE pipes, the axial force for mobilization of interface frictional resistance reduced with the loading cycle, likely due to the arching effect after releasing the interface bonding in the first cycle. The method recommended in the current design guidelines significantly underestimated the maximum pulling forces observed during the tests. Based on the test results, modifying the method in the design guideline has been recommended.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d3943bf52bcb48f1a8b4fc7b9ee33451","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","e3afa0fa-d963-4569-87aa-11e00052b333","be2b5d8d-5190-4d9c-a9fd-9eac2dd6a910","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Ashutosh Dhar","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Loading-unloading-reloading responses of MDPE \r\npipes in sand subjected to axial ground movement\r\n","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Sudipta","LastName":"Chakraborty","Position":"Ph.D. Candidate","Organization":"Memorial University of Newfoundland","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d1bf9d320ab24baea2ed1d2b9f877fca","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Medium-density polyethylene (MDPE) pipes are one of the common means for gas distribution in Canada and worldwide. These pipes are sometimes exposed to ground displacements caused by landslides and other geohazards. Pipelines can be subjected to load-unload-reload cycles in areas where landslides occur in succession. Repeated loading-unloading-reloading on buried MDPE pipes can affect behavior at the pipe–soil interface and the corresponding pipeline responses. However, very limited study is currently available on the behavior of pipes subjected to loading-unloading-reloading due to landslide. This paper presents a study on the loading-unloading and reloading behavior of MDPE pipes under axial ground movement. A full-scale laboratory facility developed at the Memorial University of Newfoundland was used in the tests. The facility was designed to simulate the axial ground movement where a soil box is moved over two rails. A pipe buried in the soil box was fixed at one end and free on the other end. Ground loads were applied to the pipe by subsequent pulling and pushing of the tank. After each loading or unloading, the test facility was left in a static condition to examine the stress relaxation. Pipes of two different diameters (42.2 mm and 60.3 mm) were tested. The pipes were instrumented with fibre optic strain sensors along the entire pipe length to monitor axial strain during testing. The results show a higher axial resistance in the first loading cycle. A significant drop in axial soil resistance was observed after the first cycle, indicating the damage of soil–pipe interface bonding. Pipe wall strains gradually decrease from the fixed end of the pipe to the free end along the length. Axial forces and strains were compared with corresponding values calculated using the current existing guidelines. 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Sudipta Chakraborty","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Performance Review of Strain Gauges in a Pipeline Geohazard Management Program","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Heidi","LastName":"Manicke","Position":"Geological Engineer","Organization":"Pembina Pipeline","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Vibrating Wire Strain Gauge (VWSG) technology has a long precedence in geotechnical pipeline instrumentation due to the ruggedness of the sensors, ease of installation and lack of ongoing calibration requirements. Other types of strain gauges exist, with benefits and drawbacks in comparison to the industry standard VWSG. This performance review of the use of strain gauges in a pipeline Geohazard Management Program (GMP) in Western Canada examines data collected from over 500 individual strain gauges from 21 different sites, with some strain gauges having been installed over 20 years ago.

Individual gauges were assessed for range, installation quality and failure mode. Installation configurations were examined for trends and efficacy of monitoring pipelines during strain relief and long-term monitoring of pipeline performance.

The discussion will focus on the advantages and limitations of strain gauges in a complementary role to other ground and pipe monitoring technologies. Advice will be provided for installation, monitoring frequencies and data interpretation. Additional topics will include VWSG limitations and sources of error.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4790888a13fa4e70b82dd0588cdd5680","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["fdd71c89-cd6d-4d99-84ef-abbcb234b85b","9e701609-8fb7-43d1-9b66-638c3852001a","be2b5d8d-5190-4d9c-a9fd-9eac2dd6a910"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Heidi Manicke","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Pipeline Geotechnics","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-03T10:30:00+00:00","BaseEndDateTime":"2023-10-03T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T18:00:00.0000000+00:00"},{"Id":"a4b2e894-e1ef-4be4-b585-57ab8b84eecd","SessionBlockId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","Name":"Railways (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"INTRODUCTION TO THE RAIL GROUND HAZARD RESEARCH PROGRAM GUIDELINES","PresentationBio":null,"Title":"Mr.","FirstName":"Roger","LastName":"Skirrow","Position":"Director","Organization":"AB Transportation and Economic Corridors","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bbe92c8963a24cd1a09e238ef6b91772","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The Rail Ground Hazard Research Program (RGHRP) is a comprehensive, collaborative research program that was the direct result of a symposium held in Kananaskis, AB in May 2002, and has been running continuously for 19 years. The RGHRP's goal is to develop risk management solutions for improving safety and reducing losses from ground hazard incidents on Canadian railways. The funding is provided by the Natural Sciences and Engineering Research Council of Canada (NSERC)with partners CPKC and CN. The primary research team of the University of Alberta and Queen's University conduct innovative research in support of the RGHRP. Additional technical expertise is also provided by Transport Canada, the Natural Resources Canada's Earth and Sciences Sector (Geological Survey of Canada) and consultant subject matter experts. Research results from the RGHRP have been shared in approximately 125 journal papers, 225 conference papers, and more than 50 M.Sc. and Ph.D. theses.

In addition to the advancement of the rail industry’s understanding of ground hazard risk management a set of guidelines is under development for use by field staff and track inspectors. Three of these chapters will be presented at GeoSaskatoon 2023 and additional chapters will be presented at future CGS conferences.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Roger Skirrow","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"CHAPTER 1 GROUND HAZARD TERMINOLOGY","PresentationBio":null,"Title":"Dr.","FirstName":"D Jean","LastName":"Hutchinson","Position":"Professor","Organization":"Queen's University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Railway ground hazards (RGH) are broadly defined as potential landslides, subsidence, hydraulic erosion and snow/ice hazard events that have the potential to directly or indirectly result in track blockage, deformation or failure. The common denominator for all ground hazards is that they have adverse ground conditions and active or potentially active processes (geomorphic, physical, or man-made) that increase the likelihood that the hazard process will fail the track. The key to managing the risk associated with RGHs is to systematically understand, manage and mitigate the ground conditions and processes that can lead to the RGH event. This work is assisted by the use of a consistent terminology and systematic classification system that is also clear and understandable. In addition to providing the hazard and risk terminology used in the RGHRP guidelines, this chapter provides a summary of the potential track failure modes and the types of railway loss the ground hazard classification system used and finally, a brief note about the characterization of each ground hazard type within Canadian railway operations. Although the terms used in these guidelines are intended for railway operations, they are also used in the broader geotechnical community.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. D Jean Hutchinson","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"CHAPTER 7 ROCK FALL","PresentationBio":null,"Title":"Dr.","FirstName":"Renato","LastName":"Macciotta Pulisci","Position":"Assistant Professor","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rockfalls are the most frequent natural ground hazards that affect railway alignments in mountainous terrain. Rockfalls can cause derailments, danger to rail workers, damage to track or structures and track blockages. These hazards present safety concerns and lead to increased operational costs in the form of repairs, slow orders, and service disruptions. This chapter presents the state of practice to help identify, assess, monitor and develop mitigation strategies for rockfall hazards. Visual observation to identify rock fall hazards are complemented with advanced techniques using LiDAR and photogrammetric techniques the RGHRP have assessed and implemented. The importance of consistent and timely incident documentation is highlighted and current rock fall hazard rating systems are presented. A discussion of rock fall monitoring and mitigation options completes the chapter.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Renato Macciotta Pulisci","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"CHAPTER 8 SNOW AND AVALANCHEo","PresentationBio":null,"Title":"Mr.","FirstName":"Mario","LastName":"Ruel","Position":"Sr. Advisor Railway Géotechnique And Geo-hazards","Organization":"WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d85c20a487284f0aa75a895f56b40d46","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Railway corridors in British Columbia and Alberta are situated in mountainous terrain that is capable of producing snow avalanches. In BC, approximately 30% of railway subdivisions are affected by snow avalanches. The percentage of track situated in avalanche affected terrain is much less across the rest of the country; however, even small cut slopes can produce avalanches that may affect railway operations and pose safety hazards to railway employees. Assessment of avalanche risk is often provided by external experts who provide avalanche reports that track operators, field staff and inspectors base work activity upon. This chapter defines and describes the key elements and common approaches that railway operators use to managing avalanche risk, including the Railway Snow Avalanche Size Classification System and Avalanche Safety Plans.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Mario Ruel","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Railways (Special Session)","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-03T10:30:00+00:00","BaseEndDateTime":"2023-10-03T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T18:00:00.0000000+00:00"},{"Id":"d28f2597-e4d7-4472-9ff2-6a2b5d53c01a","SessionBlockId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","Name":"Insitu Investigations","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Geotechnical characterization of iron tailings from a mine in South America using the Seismic Cone Penetration (S-CPTu) and laboratory tests ","PresentationBio":null,"Title":"Ms.","FirstName":"Vicki","LastName":"Nguyen","Position":"Senior Geotechnical Engineer, Team Lead, ALB Technical Lead","Organization":"Klohn Crippen Berger","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/405f8ed5f85649a2ae3ec5e1160b5629","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"After recent failures related to tailings storage facilities (TSF), understanding the behavior of tailings became a topic of great interest in the mining industry. However, due to the great variability of elements in the mineralogical composition of iron ore tails, the geotechnical characterization of this type of material is complex. One of the aspects of this complexity is related to its contractive or dilative response behavior under deformation. It should be taken into consideration that the operation of the TSF over time and the subsequent aging process of the tailings can generate changes in the tailing's properties.

This paper summarizes and discusses the results from 60 Seismic Cone Penetration (S-CPTu) field tests and other laboratory tests conducted on three types of iron ore tailings from a TSF located in South America, which has been operating for approximately 50 years. Within this TSF, three types of tailing have been identified: fine, medium, and coarse-grained tailings according to their particle size distribution and plasticity.

The three tailings types are discretized based on the Soil Behaviour Type Index (Ic) for the review of contractive and dilative behavior and identification of possible zones of brittleness using different approaches of interpretation. This characterization will be complemented with the mineralogical composition information obtained from X-ray diffraction tests to evaluate the presence of microstructures and their influence on the contractive-dilative response of the tailings.

Likewise, a statistical analysis is performed to estimate the undrained shear strength of the tailings using the correlations from different authors with S-CPTU data and the results obtained from triaxial tests. A discussion of some limitations of conventional S-CPTu classification and empirical correlation methods, when applied to this type of material, is presented in this paper, along with a framework for interpretation and classification.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/de9bdef7835c4883a499537621bec1c1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["337b6429-ced3-4f03-8be5-c5c309c4e725","dfd9d3e9-efde-40c4-a287-28df102b942a","3dbc2b34-a10e-4976-a91e-57048867125c"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Vicki Nguyen","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Converting between power law and hyperbolic representations of stiffness decay with strain","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Yasmin","LastName":"Byrne","Position":null,"Organization":"Cambridge Insitu","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Cavity expansion testing is widely acknowledged to be a reliable means to determine stiffness. Consistent and repeatable data for shear stiffness can be obtained from cycles of unloading and reloading that form part of a standard test. With higher resolution pressuremeters, it is apparent that the path followed during these cycles is not linear but hysteretic in soils.

To describe this non-linear response, it is common to apply Bolton & Whittle 1999, which uses a power law to describe this non-linear stiffness/strain response. The correlation is generally better than 0.999. This method is valid for measured shear strains between 0.01% and yield strain, typically 1% in clays.

The shear modulus at 0.01% shear strain is likely to underestimate the elastic shear modulus (Gmax). The lower limit from the experimental data obtained using high-resolution pressuremeters is due to a variety of practical reasons. However, the resolution of instrumentation can be sufficient to seeGmax but every change in direction is affected by a small loss due to friction. Additionally, stiffness decay will commence after a tiny proportion of the available strength is mobilised, typically 1%. For a material with a shear strength of 100kPa, allGmax data is represented by a change of 1kPa.

The standard way of representing the stiffness decay is with a hyperbolic function, and numerical modelling software can require stiffness data in this format. However, this requires Gmax as the primary input to define the starting plateau. Additionally, the hyperbolic curve is not a truly faithful representation of the decay. Oztoprak & Bolton (2013) for example apply a modified hyperbolic model to consider the decay curvature.

This paper will describe possible methods for determining Gmax from cavity expansion testing and for converting the power law described non-linear response into a hyperbolic format.

","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a8c42e7129fa4886b049ea805b2d1246","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["021bb7ef-2f5c-4402-9ad8-2f932b292442","17c5189f-b7d7-4c37-a576-5468182c8d08","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Yasmin Byrne","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Comparison of the nonlinear modulus of the Cambridge self-boring pressuremeter in Clearwater Formation Clayshales","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Julian","LastName":"Contreras","Position":"","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bea85217867443d1a390c67fa7f55446","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Successful open pit wall design at Syncrude’s oil sands operations near Fort McMurray have been routinely observed over the last couple of decades. These designs are typically carried out using limit equilibrium analysis (LE) which includes conventional soil parameters of the high plastic Clearwater Formation Clayshales. As part of the monitoring of the open pit walls, displacement rates have been recorded, and unfortunately these do not present baseline values associated with landslide hazards. Commonly used limit equilibrium methods do not allow determining pit wall displacements, therefore, numerical models integrating moduli of elasticity are required to evaluate short- and long-term displacement effects.
Experience with these Clayshale shows their brittleness during laboratory testing, where the reliability of the of strength and stiffness results is reduced by sample disturbance. Syncrude has recently implemented the Cambridge self-boring pressuremeter (SBPM) to quantify the modulus of the pit walls. But to date, these modules have not been documented in comparison with similar materials of well-known behavior.
In this paper, the results of the SBPM in situ test on a Clearwater formation Clayshale are analyzed. A comparison of modulus nonlinearity is made using Edmonton Clayshale, London clay and Gault clay as references. In addition, the initial modulus obtained with shear wave velocity values derived from seismic tests are included.
Finally, this paper defines the stiffness of Clearwater Formation Clayshales with SBPM test and gives a better understanding of the nonlinear behavior of this soil material.
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Julian Contreras","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"In-situ and laboratory investigations on cyclic softening potential of sensitive clay foundation: a case study of a mine tailings stack","PresentationBio":null,"Title":"Dr.","FirstName":"Ali Reza","LastName":"Zafarani","Position":"Geotechnical Professional","Organization":"AtkinsRéalis","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/709259eccd3642b0add5c5d8ee293588","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Eastern Canada has substantial deposits of sensitive clay in southern Quebec and southeastern Ontario. Sensitive clays have a low shear strength, which makes them prone to potential landslides. These landslides have the potential to retrogress under certain circumstances, with significant soil strength loss which results in the soil behaving like a viscous liquid. To ensure the best possible performance of infrastructures built on this type of soil, a precise assessment of the strength and compressibility response of the sensitive clay is necessary. Inaccurate estimates may have a significant impact on the settlement estimates of the site infrastructure prior to construction and may result in corrective remedial work during construction, which adds to the project duration and cost. This paper aims to present a detailed geotechnical characterization of the sensitive clay foundation which exists at the Eleonore Mine filtered tailings storage impoundment (TSF), located in northwestern Quebec, and the stability evaluation of the tailings stack under both static and dynamic loading conditions. Accordingly, laboratory test results from intact clay samples are interpreted and compared with in-situ field measurements including CPTu and SCPTu data. Obtained results from Consolidated Isotropic Undrained (CIU) triaxial tests, Direct Simple Shear (DSS) tests, and Cyclic Direct Simple Shear (CDSS) tests were compared to CPT interpreted results in terms of cyclic softening potential, peak and residual strength, and soil behaviour. The findings in this study should be helpful to the engineering practice to support and improve the assessment of sensitive clay behaviour. 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The study area is located at Edward’s cove, Anaktalak Bay, approximately 25 kilometers southwest of Nain, Labrador. The face of the wharf foundation is constructed of four AS 500 circular cells joined together with six arcs, which also acts as a retaining structure for backfill materials. The very soft clay deposit at the sea bottom within the cellular cells and connecting arcs was not dredged which necessitated instrumentation and monitoring of wharf construction. The paper summarizes the subsurface conditions in the proposed wharf area based on the available numerous borehole information. Details of the instrumentation program consisting of inclinometers, earth pressure cells, piezometers and strain gages is presented. The data from the instrumentation obtained during construction and post construction is presented to demonstrate the successful application of observational approach for constructing the wharf structure in challenging subsurface conditions coupled with short period of construction window.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/41285f1cbecf4ea789660b07ac1d780a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","d2cb957f-b838-4d12-bb60-5015b2dbd5b7","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Ripon Karmaker","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Multiple geophysical techniques to determine groundwater levels and assess the accuracy of a numerical flow model ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Yan","LastName":"Lévesque","Position":"","Organization":"Université du Québec à Chicoutimi","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Two numerical simulations using Feflow® software were conducted to demonstrate the utility of geophysical data to accurately determine groundwater levels and provide additional data to the groundwater modeling community to improve the model's accuracy. One simulation is based on regional piezometric data, and the other uses geophysical data acquired through transient electromagnetic (TEM), electrical resistivity (ERT), and ground-penetrating radar (GPR) surveys. After both numerical analyses, the root mean square errors (RMS) obtained from the piezometric data and the multiple geophysical techniques to confirm the correlation between observed and simulated water levels were similar at 3.81 m and 2.76 m, respectively. Through a discrete modeling approach, this study shows that groundwater levels estimated using geophysical tools and methods and those determined by direct observation are comparable. In addition, before the 3D numerical flow model, a 3D geological model was built to fully represent this highly complex, heterogeneous, and anisotropic hydrological environment of the Saint-Narcisse moraine glacial deposits in eastern Mauricie, Québec. This stratigraphic reconstruction with Leapfrog software was necessary to provide a more detailed and realistic representation of this complex aquifers systems. This study illustrates how geophysical data can complement direct observations to provide additional hydraulic information to hydrologic modelers. Geophysical surveys provide an extensive set of soft data that can be leveraged to improve groundwater flow models and determine water-table heights, particularly in areas characterized by limited direct piezometric information.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","c41829f3-ee59-4e42-8f78-e499519408f7","fca0726e-0e5c-41c2-a066-86103c338a06","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","78fd8790-e041-433a-96df-4b72f0647586"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Yan Lévesque","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Insitu Investigations","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-03T10:30:00+00:00","BaseEndDateTime":"2023-10-03T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T18:00:00.0000000+00:00"},{"Id":"e4a3f301-e1f0-4416-a6f2-9d92d347e03b","SessionBlockId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","Name":"Prairie Ground Water (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Early days of prairie hydrogeology and their relevance today","PresentationBio":null,"Title":"Prof.","FirstName":"Masaki","LastName":"Hayashi","Position":"","Organization":"University of Calgary","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Before the 1950’s groundwater developments in the prairies and elsewhere in Canada were focused on water supplies from individual wells and well fields. Since then prairie hydrogeologists have played important roles in advancing the scientific understanding of groundwater and providing the foundation for groundwater management. Among many scientific contributions made by prairie hydrogeologists, a pivotal moment was the presentations and ensuing discussion by József Tóth and Peter Meyboom at the 1962 Groundwater Symposium in Calgary. Having observed a mismatch in the spatial patterns of groundwater discharge between field observations and the current (at the time) conceptual model based on physical reasoning, Tóth developed a new model of groundwater flow system by analytically solving the differential equation of groundwater flow with the boundary conditions representing the effects of topography. This model had rigorous foundation in physics and mathematics, and paved the way for further development of mathematically-based groundwater models. However, it was limited to a geologically uniform system, which was completely unrealistic in the eyes of Meyboom, who presented another model incorporating the geological characteristics of the prairies (i.e. the ‘prairie profile’), in which a high-permeability aquifer (e.g. buried valley, glaciofluvial sand/gravel) was overlain by less permeable glacial sediments. The desire to reconcile the effects of topography and geology and to balance the mathematical rigor and geological complexity led to the development of numerical groundwater flow models by Allan Freeze a few years later. The topography-driven groundwater flow system, the prairie profile, and numerical groundwater flow models representing geological heterogeneity made a long-lasting influence in hydrogeology. They still remain as the foundation of scientific research and practical management of groundwater in the prairies.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. Masaki Hayashi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"HISTORY OF GROUNDWATER DEVELOPMENT IN SASKATCHEWAN","PresentationBio":null,"Title":"Mr.","FirstName":"Nolan","LastName":"Shaheen","Position":"Senior Hydrogeologist","Organization":"Water Security Agency Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The historical perspective of the Saskatchewan’s groundwater program originated in the 1930’s with the Geological Survey of Canada (GSC). During this time the GSC conducted well surveys and water quality sampling from selected wells. The investigation resulted in the publication of Water Supply papers discussing the province’s groundwater resources. This series provided a general overview of the geology and hydrogeology of Saskatchewan. Following the enactment of the Ground Water Conservation Act in 1959, the Saskatchewan Research Council (SRC) conducted a comprehensive geology and hydrogeology program involving an extensive test drilling program to gain a better understanding of the available groundwater resources in Saskatchewan beginning in the early 1960’s. The program resulted in the development of the 1st generation hydrostratigraphic maps, which helped define the bedrock geology and thickness of the glacial drift. It also led to the development of the provincial observation well program. The intent of the observation well network was to measure the natural fluctuations of the water levels from selected aquifers located throughout the province. To further support the program, the Family Farm Improvement Branch (FFIB) initiated a funding program for the collection of geophysical logs (e-logs) from completed boreholes in the province. In conjunction, the province started to collect water well drilling records and manage a Water Well database system, which provided the lithological information of completed boreholes and wells throughout the province. Information from the e-logs, testholes, well database, etc. helped shape the development of the 2nd generation hydrostratigaphic maps. These maps further refined the bedrock geology but most importantly, the maps provided the stratigraphy of the glacial sediments throughout the province. The 2nd generation maps were instrumental in advancing the understanding and knowledge of Saskatchewan’s complex geological and hydrogeological environment. This advancement resulted in the completion of the 3rd and 4th generation hydrostratigraphic maps. The information gathered over the last 60 years helped shape the current knowledge of the province’s groundwater resources.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/80f5785546564600818835b08984118d","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Nolan Shaheen","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"GROUNDWATER AGES IN PRAIRIE AQUIFERS REVEAL WEAK CONNECTION TO REST OF HYDROLOGIC CYCLE","PresentationBio":null,"Title":"Dr.","FirstName":"Grant","LastName":"Ferguson","Position":"Professor","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Groundwater resources will likely become increasingly important to water security in the Canadian Prairies with climate change. The response of groundwater systems to this changing climate has been explored in several studies with a focus on groundwater recharge. However, much of this recharge appears to remain in local flow systems in the upper weathered zone of glacial tills and glaociolacustine sediments, with only small fluxes of water reaching underlying confined aquifers. Past studies have interpreted some of these groundwaters as subglacial meltwater from the Last Glacial Maximum (LGM). Recent analysis of radiocarbon ages from intertill and buried valley aquifers in Saskatchewan revealed a more complex story. Ages from intertill aquifers ranged from LGM to mid-Holocene with some containing tritium and nitrates, indicating a component of modern recharge. Three samples from buried valley aquifers had ages that were near or beyond the limit of radiocarbon dating (~40 ka) and were likely recharged at a time when the Laurentide Ice Sheet had receded from the Canadian Prairies. Groundwater flow patterns would have been different at that time, which was before the deposition of the uppermost aquitard units over most of the region. Even older groundwaters have previously been documented in the Milk River Group aquifer. The long residence times of many aquifers in the Canadian Prairies indicate that they will be slow to respond to climate change. However, the poor connectivity to the rest of the hydrologic cycle suggests that replenishment following groundwater pumping may also take place over large time scales.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/8794054581d643bfb0972c7ad8b00e05","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Grant Ferguson","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"How does a network of buried-valley aquifers influence groundwater movement and chemistry in central Alberta?","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Brian","LastName":"Smerdon","Position":"","Organization":"University of Alberta","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"On the Canadian Prairies, ancestral rivers originating from the Rocky Mountains incised into bedrock formations creating an extensive drainage network that was covered during glaciation. The remnant sand and gravel deposits in these pre-glacial valleys are often covered by glacially-derived diamict and can form buried-valley aquifers that supply water to communities where other sources are lacking. Here, we examine a network of buried-valley aquifers in central Alberta from the perspective of regional groundwater circulation. The influence of the bedrock valleys on groundwater flow is demonstrated by a 3D flow model that represents the buried-valley aquifer network amongst layered and dipping bedrock units that are overlain by surficial sediments of varying thickness. As linear aquifers, they receive groundwater input along their length and transmit groundwater parallel to the bedrock valley thalwegs until hydrogeological conditions change along the flow path. The buried-valley aquifers are found to function as meso-scale conduits for groundwater flow by linking local to intermediate scale recharge with regional flow path lengths. Regional geochemical trends are interpreted from a combination of domestic well water quality records, and groundwater samples collected within a buried-valley aquifer southwest of Edmonton, Alberta. Spatial distributions of major ion concentrations reveal subtle differences between groundwater in the bedrock formations, buried-valley aquifers, and overlying sediments. Preliminary investigation of the hydrogeochemistry suggests that buried-valley aquifer water quality may be influenced more significantly by the overlying sediment composition than by the surrounding bedrock. The combination of regional groundwater flow modelling and geochemical mapping helps explain the availability and quality of groundwater that can be expected from these unique hydrogeological elements.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Brian Smerdon","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"MONITORING AND MODELLING MULTI-SCALE SOIL MOISTURE IN THE PRAIRIESo","PresentationBio":null,"Title":"Dr.","FirstName":"Andrew","LastName":"Ireson","Position":"Associate Professor","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Soil moisture is critical to crops on the prairies, however, observations are available at a range of different scales. Point scale observations are simple, but may have limited value in representing conditions over the field. Large scale estimates can be obtained from remote sensing and models, but these also may not resolve conditions in a particular field. Field scale observations are possible using various methods, including geological weighing lysimeters. Sub-field scale estimates provide the most precise and useful information, and are needed for precision agriculture, but remain challenging. In this study we examine the performance of a geological weighing lysimeter installed at Duck Lake, Saskatchewan. We use a range of observations and models to critically assess the performance of this field scale estimate of soil moisture. We show that to explain nuanced differences between point scale measurements, field scale measurements, and model outputs, it is necessary to account for the heterogeneous infiltration, evapotranspiration and groundwater drainage fluxes that occur at sub-field scale. Where favourable conditions exist, geological weighing lysimeters can be a useful tool to track long term, high frequency (hourly) changes in field scale soil moisture.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e20b771ef86749f6b948eefd5308e989","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Andrew Ireson","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Prairie Ground Water (Special Session)","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-03T10:30:00+00:00","BaseEndDateTime":"2023-10-03T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T18:00:00.0000000+00:00"},{"Id":"7e49e6d7-63c8-48c8-aa3d-9f53fde502c0","SessionBlockId":"a29fe560-c022-4487-99f0-4b2d7b099ac9","Name":"Geohazards 3","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Dutchman’s Ridge: Results from the analysis of geologic, monitoring and LiDAR-derived data of an extremely slow rockslide","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Camila","LastName":"Troncoso Klein","Position":"","Organization":"Queen's University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Deep-seated rockslides, most commonly found in anisotropic rocks, are often characterized by the presence of one or more shear zones along which displacement occurs. The properties of this layer usually differ greatly from those of the surrounding rock and their characterization is crucial to understanding the behaviour and assessing the stability of the slope.
The availability of subsurface data, especially from boreholes and instrumentation, greatly improves the interpretation of the slide base geometry. In addition, surface information from geologic mapping, remote sensing and displacement monitoring helps understand the role of other features on slope deformation.
Dutchman’s Ridge rockslide, an extremely slow deep-seated instability, just 1.5 km upstream of Mica Dam in the Columbia River, British Columbia, has been extensively monitored due to the risk a landslide wave caused by a sudden failure may pose. Increased displacement after Mica reservoir filling (1973-1976) led to implementation of a drainage adit and drilled drain holes and consequent reduction of the displacement rates in 1986-1988.
A well-defined basal fault, composed mainly of breccia, gouge, and crushed rock, was recognized in drill cores. Inclinometer plots show that, displacement within this fault zone, ranges from localized deformation to displacement distributed over several meters.
After analyzing data collected from different sources, including LiDAR-derived topography, the boundary of the rockslide has been partially reinterpreted. The upper boundary, previously outlined in 1988, has been extended, and a subdivision into several behavioural domains is proposed. Shear faults parallel to foliation and other structures seem to play an important role in the observed surface morphology and slope behaviour.
The results of 2-D slope stability numerical models, considering the new geometry of the rockslide, are presented. The assessment includes both the influence of variation in slide base geometry and the effect of hypothetical increasing water pressures on the stability of the slope.
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Remote sensing is one of the most effective methods of monitoring, specially in remote areas and can be employed to monitor slope’s activity in different infrastructures such as open mines, dams, roads and railways to have accurate estimation of ground movement. InSAR technology, as a remote sensing method can be used to estimate ground movement in different area with high accuracy (mm/year) to monitor and have early warning of unordinary movements. In this research, InSAR data helps to update understanding of landslides’ movement along the Thompson. Thompson River Valley which is traversed by CPR and CNR is one of the most important corridors for transportation system of Canada which connect Vancouver port to other Central and Eastern Canada. This corridor hosts several relatively active landslides. In this paper, the real movement of landslides along the valley is estimated using two different orbits of Sentinel-1 Satellite, and the result is verified using the existed GPS data for Ripley landslide which is the fastest landslide along the valley. Then the kinematics of landslides is updated using the results of defined method as well as previous results at the same area. The results’ accuracy is in mm/year and agree the previous results.
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Monitoring of the slide has been ongoing for more than 50 years, including annual visual inspections, annual survey of surface monuments, and collection of data from instruments including nested piezometers, inclinometers, extensometers and weirs. Technological advancements have improved the quality of the monitoring by allowing the installation, logging and remote monitoring of sensors placed in selected instruments. Historically these have included in-place-inclinometer sensors (IPI’s), pressure sensors in piezometers, and water level sensors in weirs.

During the most recent instrumentation upgrade project it was decided to install new, automated surface displacement monitoring capability using Global Navigation Satellite System (GNSS) technology. The application is unique because the equipment was installed on towers up to 5.5 metres in height to stay above the snow, and because the GNSS receivers, which draw 3W, are powered entirely by local batteries with solar recharge. This paper describes the design, installation, and commissioning of the new GNSS equipment. Data illustrating the performance of the power supply systems, tower tilt due to base rotation, tower bending due to external loading and tower displacement due to slide movement are presented.
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In recent years, landslide displacements have been monitored using in-place instruments such as global navigation satellite systems (GNSS) because they provide an alternative to understand the landslides’ kinematics at low cost with high accuracy. A novel example of these instruments is the adaptation of the Real Time Kinematic (RTK) Surveyor units from SparkFun, a highly cost-effective system comprising off-the-shelf parts that required assembly and testing to function as a landslide monitoring GNSS RTK system. SparkFun units have a wide range of frequency displacement measurements and can achieve a horizontal and vertical accuracy of 14 mm and 10 mm, respectively. 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The mine has been in operation for over two decades, which has provided the opportunity to learn from the pit wall instrumentation data, bench-scale slides, and panel mining activities. Significant safety, practical, and economic benefits may be realized with optimized pit wall designs.

Applying experience and learning, the pit wall design approach has evolved from focusing on 2D limit equilibrium methods to a semi-empirical approach that considers additional credible potential failure modes (e.g., bench block slides, rich ore flows, and adverse clay dips). This paper describes the updated pit wall design approach and recent performance results at the Muskeg River Mine.
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Although not conventional practice, there has been increased interest in monitoring strain throughout a test to study the influence of geological anisotropy and platen geometry on fracture development, and to identify damage thresholds and the true tensile strength of rock. Since strain fields are heterogeneous in rocks, full-field maps, such as those obtained using Digital Image Correlation (DIC) are desirable over discrete foil strain gauge measurements (SG). Compared to other geotechnical applications, using DIC in BTS testing is complexified by the minute scale of the deformation to measure. Strains smaller than 0.1% are expected in hard rock BTS specimens, equivalent to a deformation of 0.005 mm in a 50-mm core specimen. This paper will provide technical guidance to apply two-dimensional (2D) DIC in BTS laboratory testing of hard rocks. This will be supported with data from more than 70 BTS tests completed during the development of a low-cost 2D-DIC system in the Queen’s Advanced Geomechanics Testing Laboratory. To validate the method, each BTS specimen was equipped with a SG on one side, and DIC on the other. The influence of hardware selection, speckle pattern application method, data acquisition, and post-processing parameters will be discussed. So far, DIC for BTS testing of rocks has been restricted to research applications with few specimens because of the rigorous calibration and time requirements necessary for each individual test. As will be demonstrated, novel 2D-DIC procedures can produce highly repeatable and accurate full-field strain measurements with preparation times comparable to those of strain gauges. Overall, the multi-disciplinary knowledge presented in this paper should equip any rock mechanics practitioner with the practical understanding required to critically interpret DIC strain data and facilitate the widespread and proper use of DIC during BTS laboratory testing programs.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5272986dbe2d482c954b9d44275d390f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","4c99a323-71c4-4205-88ee-6e0c6321ba9c"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Miss / Manquer Émélie Gagnon","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Underground Instrumentation Program – Interpretation and Benefits","PresentationBio":null,"Title":"Dr.","FirstName":"Douglas","LastName":"Milne","Position":"Professor","Organization":"University of Saskatchewan","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b0a456fe280042bfb0f9ed4534595b7c","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The interpretation of field instrumentation can be challenging, however, a great deal of information can be gathered, as well as a rewarding degree of insight into rock mass behaviour. This paper summarizes an instrumentation program from a New Brunswick underground mine 3 decades ago. The instrumentation program was conducted to gain information on rock bursting in a highly stressed sill pillar, at a depth of approximately 800 metres. The instrumentation installed included:
•\tMicroseismic monitoring
•\t10 Canmet strain cells
•\tGround Movement Monitors (GMM’s)
•\t11 Extensometers
•\tBorehole camera holes
•\tDrift closure stations

The instrumentation was augmented with frequent underground inspections. This paper looks in detail at the results from field observations, extensometers, closure stations and the Canmet strain cells. The interpretation of instrumentation was based on basic rock mechanics principals, underground observations, as well as observed rock mass properties.

The interpretation of this data provided the following insights on rock mass behaviour at the mine:
•\tChanging areas of elastic and yielding rock mass behaviour were identified
•\tEstimates of initial stress and stress change were obtained
•\tUnexpected shear deformation was identified and linked to hanging wall failure, and microseismic activity.
•\tHanging wall deformation was used in the development of a new approach for predicting failure based on the deformation response to a changing hydraulic radius.

Another benefit of instrumentation programs such as this is the opportunity provided to geotechnical and rock mechanics engineers to better understand the complex response of rock masses to engineering structures. None of the insights highlighted in this study relied upon computer modelling, but instead were based on the application of relatively basic rock mechanics principals, field observations and discussions with colleagues. Programs such as these are key to advancing rock mechanics for individuals and for the profession.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/359c9d7d40794dc78a5163dc1a41b955","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","d09f8bc4-b946-407d-83d7-dc3b24af9be6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Douglas Milne","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Calf Robe Bridge Abutment Stabilization","PresentationBio":null,"Title":"Mr.","FirstName":"Daniel","LastName":"Ferg","Position":"Sr. Regional Engineer","Organization":"GeoStabilization International","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The Calf Robe Bridge is located in Calgary Alberta on the major corridor of Highway 2 also known as Deerfoot Trail. The bridge is located adjacent to the Bonnybrook Wastewater Treatment Plant (BBWWTP) which was being upgraded. A part of the upgrade was to install a discharge conduit downstream of the bridge. The alignment of the conduits was installed through the toe of the bridge abutment. Therefore, a bespoke stabilization solution for the abutment was required.

The bridge abutment and near surface soils consisted of a primarily granular fill, overlying fluvial sand and gravel, overlying sedimentary bedrock. The required excavation was expected to terminate near the bedrock interface, thus an over-steepened excavation was required in non-cohesive soils. Core samples of the bedrock suggested that a shear band is possible within the mudstone that is interlayered with more competent sandstone. The potential shear band was located below the excavation causing concern for deeper seated abutment failure.

The Geotechnical design for slope and abutment stability were led by GSI with critical review points by key stakeholders. A monitoring and controls plan was developed, and the site was monitored by GSI and the owners engineer. Daily surveys and in-situ instrumentation were used to provide confidence to stakeholders that this key piece of infrastructure would remain in service during the conduit installation process.

A design – build solution was chosen to stabilize the abutment to allow for the installation of the conduits. The solution consisted of the installation of 280 hollow bar soil nails with a 150 mm shotcrete facing. To mitigate against the potential shear band the design called for the installation of 118 drilled shafts backfilled with reinforced concrete.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ed3d5d6a702e4fbcb4b861f1d5da9414","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","67594030-c6c7-40a6-af62-8c27daa5f778","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Daniel Ferg","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"The Effects of Temperature on the Axial Response of Fully Grouted Rock Bolts Utilizing Distributed Fiber Optic Sensors","PresentationBio":null,"Title":"Miss / Manquer","FirstName":"Chuyue (Chelsey)","LastName":"Guo","Position":"","Organization":"Royal Military College of Canada","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rock bolts are one of the most common forms of ground support in underground civil engineering works and mining operations. Different types of rock bolts employ various support mechanisms but one of the fundamental concepts of such systems is to create a zone of stability in the rock mass and utilize the inherent ground mass strength to be self-supportive. Fully grouted rock bolts (FGRB) have surged in popularity since their introduction as they are adaptable to a wide range of ground conditions. FGRBs are employed in diverse operational tunnelling environments from permafrost to geothermally active sites and from hard rocks to weak rock masses. As underground operations become more complex, temperatures at the extremes will become more prevalent. These temperatures can potentially affect the bonding and performance of the FGRB. A multitude of global research endeavours have investigated FGRB performance and behaviour through field monitoring, laboratory and in situ testing, analytical methods, and numerical modelling to better understand their properties, mechanisms, and component interactions. However, very limited existing literature has investigated the effects of temperature on these systems. A detailed laboratory investigation will be conducted leveraging the distributed fiber optic sensors (DOS) capability developed by the research group of the authors utilizing Rayleigh Optical Frequency Domain Reflectometry (ROFDR). This methodology has provided an unprecedented spatial resolution allowing for continuous strain measurements along the entire length of the rock bolt. This paper will summarize historical research and innovations of the methodology and expansion into the effects of temperature, as well as the results from various FGRB specimens tested at different temperatures with a view to investigate their performance under a range of temperature and climate conditions. This research aims to bridge selected gaps in the existing literature and determine the true performance of these systems within specific temperature regimes.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/54f60a1e241d462c93be929a12ed18d2","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f23db5b0-9d3a-4e00-b287-6ec782a3bbcb","1a28ac89-8042-49f6-b231-5c08f0ea0c35","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","3ea9d57d-91e7-4c18-ad1e-e8537a49578d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Miss / Manquer Chuyue (Chelsey) Guo","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Representation of progressive shear stress of rock joints using the updated complete stress - displacement surface model, CSDS","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Akram","LastName":"Deiminiat","Position":"Researcher","Organization":"École de Technologie Supérieure Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rock masses are composed of discontinuities and intact rock blocks. Inhomogeneity, discontinuity and instability characteristics of rock masses have made their time dependent deformation behaviour very important for evaluating the stability and safety of rock infrastructures in mine and rock engineering such as backfills, high slope stability and surrounding rocks of tunnels. Previous studies have demonstrated that long-term deformation of rock masses includes not only macroscopic behaviour, but also microcracks and fractures that initiate, propagate, connect macrocracks and finally induce rock failure. It is thus vital to incorporate geomechanical characteristics (e.g., joint roughness) of rock joints and normal loading into rock joint deformation model.

The complete stress-displacement surface model, CSDS, was proposed to describe the full shear behavior of rock joints subjected to differential loads. Due to dependency of the model to curve fitting technique, this model has been recently updated by the authors. A procedural stepwise method was then proposed to calibrate the CSDS model and effectively represent the full shear stress-strain profile of loaded rock joints by considering geomechanical properties.

In this paper, a constitutive model for representing the time dependent response of joints under shear loading conditions has been established based on fractional calculus. A combination of the updated CSDS model and shear stress ratio is obtained to describe the relationship between stress–strain and time for the full stress – displacement profile of rock joints. The existing data are used to validate the proposed model. The investigated rheological models provide useful qualitative perspectives towards the influence of deformation rate and cumulative strain. Additional discussions are provided around the influence of load history and mechanistic limitations pertaining with rheological models to represent geomechanical behavior. This numerical implementation paves the way for more robust time and load-history dependent modelling for rock joints subjected to differential loading. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/9e194839a7224ec9b1d8b6aeb68fca70","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Akram Deiminiat","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Impact of the damage zone around excavations on the behavior of low porosity soft rocks based on simulations with an internal state variable time-dependent model ","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Jonathan","LastName":"Aubertin","Position":"Professor","Organization":"École de Technologie Supérieure Montréal","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f4afae42f26941739643ab0c76bf88b9","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Evaluation of the stress and strain distributions around underground openings in mines of evaporites (rock salt, potash) is essential to determine optimal room and pillar dimensions, minimal distance between levels, and crown pillar thickness. The behavior of such low porosity soft rocks exhibits a strong time and history dependency when subjected to deviatoric loading conditions. While the time-dependent inelastic (creep) deformations inside large pillars can be assumed to be ductile, the rock near the walls may show a semi-brittle behavior with the emergence of damage associated with macrocracking.

The present article focuses on the response of the damage zone around mining excavations in low porosity soft rocks with an emphasis on rock salt behavior. The analysis is based on the strain-weakening effect of damage associated with a reduction in stiffness and potential acceleration of the strain rate, which may lead to tertiary creep. This non-linear behavior of the rock leads to a stress redistribution around the openings, with a peak deviatoric stress that can progressively move away from the excavations boundary.

The investigation evaluates the geometry of the damage zone around underground excavations based on experimental data collected on rock salt. A strain-hardening (SH) model with an internal state variable (ISV) is used to simulate time-dependent (creep) deformations induced by the evolving stress state around mining excavations. The extent of the damage zone is evaluated numerically using the non-linear Mises-Schleicher (MS) criterion, which has been shown to represent well the damage initiation threshold of rock salt. Strain-weakening of rock salt in the damage zone is taken into account by adjusting the elastic properties and the inelastic strain rate function according to the damage conditions. The damage model parameters are obtained from laboratory data on the semi-brittle behavior on rock salt.
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Her expertise is in fractured rock hydrogeology, cryo-hydrogeology, and environmental/isotope tracers. She works closely with First Nations and Indigenous communities to study the impacts of climate change on groundwater resources in cold regions across Canada. She was a NSERC Postdoctoral Fellow at Wilfrid Laurier University and is an Associate Editor for Hydrogeology Journal. ","Title":"Dr.","FirstName":"Stephanie","LastName":"Wright","Position":"Assistant Professor","Organization":"Queen's University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/adef5665ce164746b279f2fd98fbc205","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Past and Future Directions of Cold Regions Hydrogeology in a Warming World: Climate warming is driving unprecedented changes to cold regions globally. In seasonally frozen environments, warming winters are altering the patterns of infiltration and recharge, placing uncertainties on already vulnerable groundwater supplies. In the Circumpolar North, rapid warming is leading to permafrost thaw that is activating groundwater systems, offering opportunities for new drinking water resources, while increasing the risk of contaminant mobilization and impacts to critical infrastructure. To collectively manage and protect groundwater resources, it is imperative to develop community-partnered research that leverages bilateral knowledge exchange and focuses on the needs and priorities of those most affected by climate change.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Stephanie Wright","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a9f2485d-ff7b-43c7-9f7a-a0442db54fca","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"IAH-CNC Keynote","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-03T13:30:00+00:00","BaseEndDateTime":"2023-10-03T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T21:00:00.0000000+00:00"},{"Id":"cebb9786-0239-48e6-a5c9-73a5d6ef59ba","SessionBlockId":"a9f2485d-ff7b-43c7-9f7a-a0442db54fca","Name":"Numerical Models 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Performance of DSM walls on shoring excavation subjected to influence of nearby high building loads and rapid drawdown in the Lower Mainland, Vancouver, BC","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Yasser","LastName":"Abdelghany","Position":"Exp | Geotechnical Lead, Alternative Project Delivery (p3/db), Western Canada","Organization":"Exp Services","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/9e8025dd2d9145adb3393d4e8a4a6290","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The use of deep soil mixing (DSM) as a method of shoring for excavations is a common practice in engineering. This study presents a finite element 2D model in Plaxis to analyze the support of a 4.3 m excavation for a new high-rise development using a DSM wall reinforced up to a depth of 10m, while the rest remains without reinforcement up to another 22 m below ground level. The design of the DSM wall aims to protect the excavation against ground collapse from the self-weight and the presence of a 16-storey existing high-rise building present for about 50 years. To consolidate the ground, stone columns were constructed up to the less permeable soil layers for soil densification, and a preload height of 3.5m was applied. The DSM wall was numerically designed with respect to the superstructure, consolidation settlement for the soft clay layer, and the rapid drawdown during the excavation process. Additionally, the horizontal deflection and vertical settlement of both the excavation wall and the high-rise building were analyzed. The study provides valuable insights into the design of DSM walls for excavations, taking into consideration various factors that can affect the stability of the structure.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cb0056cda1654c358294bfef0f9b6b64","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9863398c-8604-4d03-854d-488fde0f5625","7cfcf70b-b7f1-4233-b91d-5d98cc719649","53984902-7cc6-40fb-9a45-87f5b8866043","fca0726e-0e5c-41c2-a066-86103c338a06","d9828fb3-8997-426c-aa85-5a862406a528","df9f0262-8fa9-4362-a812-f47709e3d0ee","9e701609-8fb7-43d1-9b66-638c3852001a","17c5189f-b7d7-4c37-a576-5468182c8d08"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Yasser Abdelghany","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Impact force estimation of the Deschaillons Landslide in Quebec using material point method","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"John Harry","LastName":"Forero Gaona","Position":"","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4995186b84dd4b6c85c9257818fb83af","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"In eastern Canada, superficial landslides are the most frequent type of landslides in clay slopes. Despite their low volumes ( few tens to few hundreds of cubic meters), they are a high speed phenomenon that can affect structures such as buildings, and in the worst cases, cause loss of human life. On April 27, 2019, such a landslide occurred in Deschaillons-sur-le-Saint-Laurent along the Saint-Laurent River in Québec. The debris, including vegetation, impacted the infrastructure of a marina located near the toe of the slope, although it fortunately caused no deaths. To investigate the post-failure impact force of this case, a model based on the Material Point Method (MPM) is used in this study. A small-scale validation of MPM is performed using an elasto-plastic constitutive model to estimate landslide velocities and thicknesses. The impact force is estimated using the traditional hydrodynamic equation. The Deschaillons case is simulated in 3D using MPM with the pre- and post-failure surface from available Digital Elevation Models (DEM). The sensitive clay material that constitutes the sliding mass is considered viscoplastic and is simulated using the Bingham model, which is incorporated into the MPM simulator. Rheological parameters used in the simulation are obtained from correlations and laboratory tests reported in the literature. The impact force is estimated at various control points within the slide using the maximum velocity and the thickness variation at each point. The results of the MPM simulation are compared with results using the software DAN3D, indicating that MPM is an alternative and appropriate method for estimating the impact force of landslides in sensitive clays.
Keywords: Superficial landslides, impact force, Material Point Method, MPM, sensitive clays.
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References
Elmo D, Stead D, Yang B, et al (2022a) A new approach to characterise the impact of rock bridges in stability analysis. RMRE
Elmo D, Tasnim Z, Borgatti L, Marcato G (2022b) The metaphysical nature of rock bridges and the challenge of measuring their conditional existence. Tucson, AZ, US
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Yalin Li","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Numerical analysis of temperature development around the storage rooms of a DGR, and the influence of facility geometry.","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Othman","LastName":"Nasir","Position":"Assistant Professor","Organization":"University of New Brunswick","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/25e78ce2eaa24b1e958d02eff9eaa618","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The deep geological repository (DGR) is a deep underground facility, constructed in a stable host rock formation to permanently host nuclear waste, including heat generating spent nuclear fuel. This heat source will radiate into the surrounding environment and increase the temperature in the host rock. Temperature rise will create thermal expansion, which within porous media, may lead to thermally induced stress, strain, and cracking, and may also influence other processes such as hydrological and chemical. With reference to DGR’s, this can lead to safety concerns such as tunnel excavation stability, and serviceability issues such as an increase in effective hydraulic conductivity from rock fractures. To minimize this concern, geometry of the facility should be optimized such that such that temperature rise within the host rock from the spent fuel source is minimized, while maximizing the use of space, to minimize the total footprint of the facility. To investigate this, numerical models of a DGR were constructed, and analyzed utilizing FLAC3D. Temperature development in the immediate vicinity around the storage rooms was investigated by the use of a near field model, while the greater rock mass temperature development was investigated via a far field model. The optimized storage room geometry was investigated by altering the spacing of the storage rooms within the near field model, and investigating the effect this has on the temperature rise in the host rock around the storage rooms. Utilizing the optimized storage room design, the thermo-mechanical effect of the temperature rise within the host rock was analyzed by investigating the change in factor of safety of the rock around the storage rooms within the host rock for 150 years post placement. 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Using Shape Array Technology ","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Othman","LastName":"Nasir","Position":"Assistant Professor","Organization":"University of New Brunswick","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/25e78ce2eaa24b1e958d02eff9eaa618","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The corrugated steel culvert pipes (CSCP) deformation response during service load is an essential to assess the integrity and condition of CSCP. The CSCP deformation response is a function of many parameters, including, CSCP geometry, pipe plate thickness and degree of degradation, backfill thickness and properties, and loading (magnitude, location). In this work, the load-deformation response of single CSCP is investigated numerically using FLAC3D. The numerical results are compared to experimental data collected with Shape Array system during a full-scale load test performed on an existing CSP on Route 127 Culvert No.2, in Charlotte County, southwest New Brunswick. The results showed good agreement between numerical results and experimental data. 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When used correctly, all methods should yield a safe and integral structure. However, as different design method account for different assumptions, reinforcement quantities may vary between them. The present study aims to compare various design methods using numerical models by obtaining the safety factor during construction and under post-construction serviceability stages as described in EN-1997. Three reinforced wall designs were attained based on the coherent gravity method, simplified method, and stiffness method (AASHTO 2020). Designs consisted of a 10.5-meter-tall RSW with polymeric strap reinforcements and discrete concrete facing panels. Each RSW was then modelled using a 2D finite element software considering staged construction and live loads surcharge. Serviceability limit states (SLS) and ultimate limit states (ULS) were evaluated and compared at every construction stage, as well as at the end of construction, using a strength reduction method for each wall design. An optimized RSW based on the obtained numerical results was designed and analysed in order to compare the minimum reinforcement quantities required in numerical models against design standards.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/8407a050d7a141f3b76018858c84570f","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["6e139690-e513-4b3a-9368-bbfb8c039f9f","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","67594030-c6c7-40a6-af62-8c27daa5f778"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Anibal Moncada","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a9f2485d-ff7b-43c7-9f7a-a0442db54fca","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"Numerical Models 1","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-03T13:30:00+00:00","BaseEndDateTime":"2023-10-03T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T21:00:00.0000000+00:00"},{"Id":"afbf6c30-7460-4601-a1c1-be8eb32f4c85","SessionBlockId":"a9f2485d-ff7b-43c7-9f7a-a0442db54fca","Name":"Professional Liability and Loss Prevention Seminar - Part 1 (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":"1.\tPrincipals of Good Practice – Contracts, Claims, Professional Liability\r\n2.\tWhen a Claim Comes: Strategies For Effective Outcomes \r\n3.\tCivil Construction Claim Case Studies\r\n4.\tContract Management & Risk Drivers\r\n","Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"a9f2485d-ff7b-43c7-9f7a-a0442db54fca","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"Professional Liability and Loss Prevention Seminar - Part 1 (Special Session)","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-03T13:30:00+00:00","BaseEndDateTime":"2023-10-03T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T21:00:00.0000000+00:00"},{"Id":"7c09be31-de59-4b1c-b8d7-2ab3599ecf58","SessionBlockId":null,"Name":"Poster Session","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"14:00:00","EndTime":"16:00:00","StartTimeOverride":"14:00:00","EndTimeOverride":"16:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#376092","Location":"Salon E - Upper Level","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"An overview of the application of pushed Reaming Pressuremeter Testing in the Greater Toronto Area","PresentationBio":null,"Title":"Mr. / M.","FirstName":"James","LastName":"Rough","Position":"Director Of Operations","Organization":"Cambridge Insitu","PhotoUrl":null,"IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This case study will outline the application of Reaming Pressuremeter (RPM) testing for geotechnical ground investigations in glacial deposits across the Greater Toronto Area (GTA). This testing technique is used to characterize the ground and focuses on determining shear stiffness with a high level of confidence. There is discussion on the key methods of RPM deployment, with a focus on pushed tests. This manner of pressuremeter test involves insertion of the instrument into the cavity left by an SPT or CPT; or in soft materials, pushed directly into the ground. The key constraint for this manner of testing is that the formation of the pocket itself is a cavity expansion, from an initial diameter of zero.

Explaining the Reaming Pressuremeter as a scientific instrument is necessary to communicate how it is effectively utilized. Ultimately successful deployment and operation is dependent on a full understanding of both the equipment and tested materials.

An assessment of 89 tests conducted in the GTA has been undertaken, with the aim to understand the success rate of pushed RPM testing in geologies specific to the GTA. This also allows for the identification of trends found in the determined geotechnical parameters and the material response.

The pushed insertion method results in the test expansion (loading) data being indeterminate, thus the testing procedure and analysis have had to be adapted to accommodate this. Over recent years, work has been conducted to maximize the amount of information which can be obtained from the cavity contraction. One such example is the adaptation of the Manassero method to consider the cavity contraction drained response, this allows for a secondary technique to determine the strength of frictional soils which have commonly been encountered in the GTA.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["17c5189f-b7d7-4c37-a576-5468182c8d08","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","bf82828b-f61c-4e5b-b480-66a1af764c7e","021bb7ef-2f5c-4402-9ad8-2f932b292442","e521135e-8f5c-4d58-a68d-5721614e16a6","1a28ac89-8042-49f6-b231-5c08f0ea0c35"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. James Rough","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Characterization of the basin brines in the Viking and Joli Fou Formations of the Lower Cretaceous of the WCSB.","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Rebeca","LastName":"Espinosa","Position":"","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The distribution and composition of oil and gas are linked to microbiological activity and groundwater flow systems. Active groundwater flow systems and associated microbial activity tend to degrade hydrocarbons; this can be particularly important where meteoric recharge is introduced by shifts in regional groundwater flow and reinoculate microbial systems after they have been pasteurized by the higher temperatures associated with deep burial. Here, we examine this possibility in the Western Canada Sedimentary Basin by examining the relationship between API gravity, aqueous geochemistry, and position within the groundwater flow system. We use API gravity to measure biodegradation, with low values associated with heavy oils that have experienced biodegradation. Preliminary results show a link between increasing API gravity and depth within WCSB overall. However, examining API gravity for individual hydrostratigraphic units indicates that strata with evidence of meteoric recharge tend to host heavier oils than other samples with less apparent meteoric influence. The differences in the API gravity of different strata may provide crucial insights into the large-scale behavior of groundwater flow, the exploitation in the WCSB, the flow patterns, and the distribution and composition of microbial life. Further studies may include a multivariable analysis to extrapolate to other areas. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Rebeca Espinosa","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Compressive behaviour of Mature Fines Tailings treated by microbially induced calcite precipitation","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Shima","LastName":"Atashgahi","Position":"","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d77e867726d74b01aac19d773f4f7050","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The microbially induced calcite precipitation (MICP) technique for soil treatment has been the subject of extensive research; MICP treatment has shown the capability to modify the physical, mechanical, hydraulic, and chemical properties of the bulk soil matrix (DeJong et al. 2010). In this pilot study, the MICP treatment for Mature Fines Tailings (MFT) as a soil stabilization technique is evaluated using experimental studies. The effectiveness of MICP treatment on the compressive behaviour of MFT considering one week of curing time is analyzed using Bacillus pasteurii, an organism with active urease enzymes. Under different water contents (30%, 40%, and 50%) for tailings spills, the 1-D consolidation test was used to evaluate the effect of cementation on the compressive behaviour of the MICP-treated samples. The X-ray CT was used to evaluate the changes in the microstructure of the treated MFT particles with CaCO3 precipitation. The preliminary results have shown that ureolysis-driven MICP can potentially accelerate the settlement of MFT by producing large aggregates with calcite precipitation in the pore spaces. This pilot study could provide a critical evaluation of the feasibility of the MICP application on tailings spills with different water contents.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5e8cd2eda07d43dfab4d17654f086334","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","c694aeb3-751f-426d-b900-b0f210b4bc46","53984902-7cc6-40fb-9a45-87f5b8866043"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"linkedin.com/in/shima-atashgahi-e-i-t-b69149135","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"linkedin.com/in/shima-atashgahi-e-i-t-b69149135","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://linkedin.com/in/shima-atashgahi-e-i-t-b69149135","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://linkedin.com/in/shima-atashgahi-e-i-t-b69149135","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Shima Atashgahi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"MICROSTRUCTURE AND STRENGTH PARAMETER OF CEMENT STABILIZED LOESS","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Axel","LastName":"Mani Belibi","Position":"Ph. D student","Organization":"Chang`an University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/802fd0709b094da490aa7b6bd03c3053","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"In this study, cement is used as the component that provides the stabilizing effect in order to evaluate the hardness and stability of loess soil. To assess the strength characteristics of loess soil reinforced with cement, samples were created with four different cement contents and three different curing times. The materials were put through a series of tests to determine their flexural strength, direct shear strength, indirect tensile strength, and unconfined compressive strength. An appropriate cement dosage was found, in addition to a durability index that could be used to quantify the effect of water absorption investigations on cement-stabilized loess. Both of these discoveries were made simultaneously. Analyses of investigations such as scanning electron microscopy (SEM) and energy dispersive X-ray fluorescence spectrometry (XRF) examinations were carried out so that the fundamental mechanics of the materials could be comprehended. According to the findings, the cohesion of cement-stabilized loess is significantly more sensitive to structure than the friction angle of the material, and the cohesion is responsible for the increase in shear strength after remolding. To get the desired level of strength, it is necessary to adjust the cement's proportions. In addition, as the curing period progresses, we see an increase in the cement-stabilized loess's resistance and stiffness. This is because of the interactions that take place between the structure and the mineral composition. It is believed that this event was caused by the cementation that occurs naturally. As a consequence of this reaction, the production of new cementitious materials takes place. The cation exchange that causes the hydration and pozzolanic reaction that leads to the creation of aggregates and interparticle flocculation is responsible for their production. These findings suggest that cement may be utilized as a simple and effective method of loess stabilization.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/7d15512f4c164ae9871ab50102f24e21","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["53984902-7cc6-40fb-9a45-87f5b8866043","e3afa0fa-d963-4569-87aa-11e00052b333","17c5189f-b7d7-4c37-a576-5468182c8d08"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Axel Mani Belibi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"The Effect of Height to Diameter Ratio on Cyclic Triaxial Tests","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Carmine","LastName":"Polito","Position":"Department Chair","Organization":"Valparaiso University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4428e51967d04f1b9b1f343aa191def7","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The effect of height to diameter ratio of a triaxial specimen is well understood for static tests. If the ratio is too large, there is a risk of the specimen failing in buckling rather than in shear. If the ratio is too low, there is a risk of the failure plane intersecting the platen, thus producing erroneous results. For this reason the height to diameter ratio is typically kept between two and three.

Unlike the case of static triaxial tests, there is no clear understanding as to what effect the height to diameter ratio has on cyclic triaxial tests performed for liquefaction analyses. Because of this there is no clear understanding of what effect the ratio has on the liquefaction resistance measured in the test.

In order to evaluate the effects of height to diameter ratio on cyclic triaxial tests, tests were run on Ottawa sand specimens with height to diameter ratios of 1.0, 1.5, 2.0, 2.5 and 3.0. For each height to diameter ratio, four tests were run at different cyclic stress ratios, the cyclic resistance curve was plotted and the cyclic resistance ratio (defined as the cyclic stress ratio required to trigger initial liquefaction in 15 cycles of loading) was determined. The cyclic resistance ratios were then compared to evaluate whether there was any measurable difference between the various ratios. In addition to cyclic resistance, the average normalized dissipated energy per unit volume required to trigger liquefaction for each ratio was also evaluated between the different height to diameter ratios to determine if it was affected by the different ratios.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6202a1e8455a459ba2378f7c806f459a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","c99f1580-07f6-4737-bcd5-54d87a958f2d"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Carmine Polito","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Combining borehole logging techniques for the characterization of rockmass discontinuities","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Patrice","LastName":"Rivard","Position":"Professor","Organization":"Université de Sherbrooke","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5fc990c12d664107b7cc12e2a573a6b9","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The presence of discontinuities in a rock mass has a significant impact on its stability, mechanical resistance, as well as the stability of structures laid on hard rock. The pupose of this research is to investigate discontinuities with borehole logging techniques in an attempt to better understand their impact on the behaviour of the rock mass.
In this regard, the communication proposed a new methodology for characterizing the geometric (aperture, length) and physical (compression velocity, shear velocity, density, resistivity) properties of discontinuities by combining the responses of two borehole logging techniques: Fullwave Sonic (FW) and Normal Electrical (DN) probes. Both tools have shown potential in detecting discontinuities, as well as their limitations in characterizing these properties. Therefore, the objective is to combine the response of both tools to overcome the limitations of each method and benefit from their distinct characteristics in terms of investigation volume, detected properties, and resolution, in order to accurately characterize the properties of discontinuities.
The work is based on a numerical approach that modeled the response of two logging tools (FW and DN) in the presence of an ideal and isolated discontinuity in a rock mass. This approach defines acoustic loss factors (related to the attenuation and delay of compression and shear waves) and electrical loss factors (related to the decrease in resistivity) and evaluates their sensitivity to the geometric, physical , and electrical properties of a filled discontinuity. By conducting a parametric study, a numerical database of 880 cases was built, and techniques such as multiple nonlinear regression and neural networks were used to create predictive models aiming at characterizing properties of discontinuities. Real FW and DN log measurements made at Bells Corners calibration site (Ontario) were used to validate the developed method. Rsults showed a high potential for identifying discontinuity aperture with centimetre precision.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["78fd8790-e041-433a-96df-4b72f0647586","3ea9d57d-91e7-4c18-ad1e-e8537a49578d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Patrice Rivard","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Evaluating Groundwater Contributions to the Carbon and Water Balance of Thermokarst Ponds","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Reginald","LastName":"Somera","Position":"","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b148350d534f45e19113b5b30f6b8554","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Permafrost develops as mounds in areas where it is discontinuous. In response to climate warming, the permafrost contained within these mounds thaw, leaving depressions enclosed by high ramparts that accumulate water from precipitation and thawed permafrost. Resulting thermokarst lakes are important in the carbon cycle, in sub-arctic and arctic Canada, due to their ongoing emissions of greenhouse gasses (GHGs). One largely overlooked component of thermokarst hydrological systems is groundwater; since permafrost typically acts as a barrier of groundwater flow to thermokarst lakes, this assumption may have been previously acceptable. As permafrost mounds undergo increased thaw in the near-future, hydrological systems, and particularly thermokarst systems, are anticipated to become more connected, above and below the surface.

This research investigates fluxes between thermokarst lakes and groundwater reservoirs in the Tasiapik Valley, near Umiujaq (Nunavik, Québec). Geomorphological and sedimentological observations were first applied to discern lakes of thermokarst origin from those that were not, and to identify conditions conducive to groundwater exchange. For select thermokarst lakes, a water budget was estimated using in-situ field measurements to understand the influence of groundwater. Lastly, groundwater-surface water interactions were interpreted using geochemical and isotopic tracers including major ions, water isotopes, and dissolved carbon forms and their isotopes.

Preliminary findings from this study will present physical observations, flux measurements, and geochemical isotopic signatures at thermokarst lakes and their connected groundwater system, over two summer field seasons. Current values of δ13C-DIC suggest each lake’s water composition is controlled by different factors, specifically the varying connectivity of these lakes to the subsurface. Particular attention will thus be given to dissolved carbon dynamics in the groundwater-surface system and their implications for GHG emissions. This ongoing study will ultimately provide increased insight into groundwater-surface connections of thermokarst lakes, and their mobilized chemical constituents, once underlying permafrost has thawed.
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The shaft capacity of a pile is mainly affected by the soil properties along the length of the pile, such as the unit weight, cohesion, and friction angle of the soil. The toe capacity, on the other hand, is affected by the soil properties at the base of the pile and the capacity of the soil to support the load. The soil properties at the base of the pile may be different from those along the length of the pile, which means that different GRF values are required for the shaft and toe capacity.

This paper aims to develop a method to adjust the recommended GRF value by the Canadian Foundation Manual for the shaft and toe capacity of the pile individually. The resistance factors for the shaft and toe capacity are adjusted based on the results of the reliability analysis and difference between the measured and predicted capacities. The resistance factors are selected then to ensure that the predicted capacity of the pile matches the desired level of reliability. A case study is used to demonstrate the methodology. The results indicate that using different GRF values for the shaft and toe capacity of a pile allows for a more accurate and realistic representation of the capacity of the pile and helps to ensure the safety and integrity of the structure.


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Pedram Roshani","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Aquatic life exposure to per- and poly-fluoroalkyl substances (PFAS) of groundwater landfill plumes ","PresentationBio":null,"Title":"Dr.","FirstName":"James","LastName":"Roy","Position":"Research Scientist","Organization":"Environment and Climate Change Canada","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0c73af32da3244b58efab4b3e5e2ae45","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Historic landfills are a common source of groundwater contamination, as most lack liners and leachate collection systems, including many emerging contaminants, such as per- and poly-fluoroalkylated substances (PFAS). Exposure to aquatic ecosystems from these emerging contaminants can then result where landfill contaminant plumes discharge to nearby surface waters. This study reports on PFAS exposure to aquatic organisms of an urban stream (closed in the early 1960s) and a rural pond (with outflow stream; closed in the 1970s) receiving discharge of leachate plumes at two historic landfill sites. The total concentrations of 19 common PFAS within the shallow sediments (epibenthic zone) reached 30 and 2.6 µg/L in hotspot locations within the discharging plume footprint, for the stream and pond sites, respectively. The overlying surface water (impacting the epibenthic and pelagic zones) showed substantial PFAS concentration dilution for the stream, but a large range in concentrations for the non-flowing pond. The epibenthic and pelagic zone concentrations also varied temporally, with seasonal or event-related patterns. The mass discharge of PFAS off-site in the urban stream and pond outlet-stream were estimated at over 50 and 9 g/yr, respectively. The study results demonstrate substantial but also highly spatially and temporally variable PFAS exposure that differed between various aquatic zones and types of receiving waters.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/995d2c115fee42288c76917e78505165","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. James Roy","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Stratigraphic and hydrogeological controls on the development of suffusion cavities in undisturbed fluvio-glacial sediments","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Erick","LastName":"Guertin","Position":"","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/15e73e31202444c284263d2b0c446e68","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Circular surface depressions threatening road infrastructure and residences have been identified in different regions of Quebec. It is suspected that they are related to a suffusion process that generates internal erosion of fine particles in the subsurface caused by the flow of groundwater through the sediments. There is very little knowledge and research on this internal erosion phenomenon in natural environments. Currently, when these surface depressions in natural slope environments threaten infrastructure, there are no mitigation methods available. This results in costly relocations and expropriations that could be avoided. Therefore, there is a real need to better understand the mechanisms responsible for these collapses in order to develop detection, analysis, prediction, and mitigation techniques. The study site for this research project is at Bellemare Creek in Saint-Louis-de-France (Trois-Rivières, Qc). Since 2019, the road near the creek has been out of use and one expropriation has also taken place due to circular surface depressions and the occurrence of a landslide. The objective of this study is to determine if the stratigraphic and hydrogeologic contexts at this site can allow internal erosion and could be causing the observed collapses. In summer 2022, a sedimentological and hydrogeological analysis were performed. Data collected included stratigraphic surveys, sampling, DGPS measurements, granulometric studies, hydraulic conductivity, water retention, porosity, and density tests in the laboratory, as well as the interpretation of piezometric data. A 2D cross-sectional simulation will be developed using the Heatflow/Smoker model to simulate groundwater flow and advective-dispersive transport and deposition of fine sediments in a coarse-grained matrix. This model aims to determine if the granulometric and hydrogeological parameters of the study site can generate internal erosion.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","9e701609-8fb7-43d1-9b66-638c3852001a","5aaf5623-c72c-46bf-a1b9-67b54aeeb930"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/erick-guertin","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/erick-guertin","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/erick-guertin","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/erick-guertin","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Erick Guertin","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A Comparison of Trencher Method vs. Slurry Trenching for Cutoff Walls, Collection Trenches, and PRB’s","PresentationBio":null,"Title":"","FirstName":"Charlie","LastName":"Krug","Position":"","Organization":"Canada Geo-Solutions","PhotoUrl":null,"IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The chain-style trencher has proven to be a valuable tool for challenging trenching applications including cutoff wall, collection trench, and permeable reactive barrier (PRB) installations. While the trencher method can provide several benefits for these applications relative to conventional slurry trenching, it does have some limitations. This paper will review recent projects and provide technical considerations for design, installation, and performance of both trencher and conventional slurry excavation methods. As authors who have experience with both methods, the goal of this paper is to provide information and suggestions to allow for well-informed decision on method selection.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","337b6429-ced3-4f03-8be5-c5c309c4e725","7cfcf70b-b7f1-4233-b91d-5d98cc719649","10f7e074-8fc3-443e-b203-c12d6d2f121c"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Charlie Krug","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Permafrost thaw contributes to metal(loid) contamination of groundwater resources","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Matthew","LastName":"Fellwock","Position":"MSc candidate","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Permafrost thaw is driving major changes in groundwater hydrology and chemistry within subarctic regions globally. These changes have important implications for groundwater quality including release of naturally-occurring uranium (U) and arsenic (As). Excessive exposure to these and other hazardous metal(loid)s can have serious implications for ecosystem and human health. Metal(loid) contamination is a growing water security concern in Yukon, where groundwater is the primary drinking water source for over 95% of residents. Permafrost thaw increases potential for water-rock interaction in previously frozen sediments and releases organic matter and various inorganic constituents. Although these changes influence metal(loid) mobility, the timing, extent, and mechanisms of metal(loid) release are not known. We performed laboratory column experiments to examine metal(loid) release from composite organic-rich and mineral-rich permafrost samples. We monitored effluent chemistry over time under different post-thaw temperatures that represent future sub-surface conditions (4°C) and near-surface (15°C). Maximum effluent U (> 3000 μg/L) and As (> 50 μg/L) concentrations were observed during the initial 1 to 2 pore volumes from the mineral-rich and organic-rich sediments, respectively. Although concentrations decreased substantially with increasing pore volumes, effluent U and As concentrations exceeded water quality guidelines throughout the experiments. Synchrotron-based spectroscopy revealed association between U and organic matter in the original permafrost samples, which is consistent with correlation between dissolved U and dissolved organic content (DOC) in column effluent. In contrast, As exhibits relationships with iron (Fe), manganese (Mn), and organic matter, which suggest redox reactions are largely responsible for As release. Improving understanding of metal(loid) release mechanisms is critical for assessing groundwater vulnerability to permafrost thaw and, more broadly, to forecasting water security risks associated with climate change in Canada and globally.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7","dfa5844f-1451-4979-ba56-32beaed56fc6","c30879ad-5990-4f54-a64c-61e66c1fba1d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Matthew Fellwock","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Developing correlations between the soil fines content and CPT results using a deep learning approach (PySINDY)","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Kambiz","LastName":"Tahzibi","Position":"","Organization":"Klohn Crippen Berger","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Fines content is a determinant factor affecting the liquefaction resistance of soils within the CPT-based cyclic stress ratio method and seismic settlement analysis. This paper presents the application of cone penetration test, CPT, data for estimating the soil fines content using a Python package tool for the sparse identification of nonlinear dynamics (PySINDY). Data from six site investigation locations across Canada and South Africa were utilized for developing CPT-based correlations between the soil behaviour type index (Ic) and fines content (FC), expressed as a percentage of the soil by mass. The obtained experimental equation was verified using field and laboratory test data from a tailings storage facility (TSF) in Saskatchewan, Canada. This study confirmed the functional link between CPT results and soil fines content, and the accuracy of the developed model's predictions was generally reasonable.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5a10d15f18c646f188784511a769bced","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3dbc2b34-a10e-4976-a91e-57048867125c","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Kambiz Tahzibi","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"7c09be31-de59-4b1c-b8d7-2ab3599ecf58","StartTimeString":"2:00 PM","EndTimeString":"4:00 PM","StartToEndTimeString":"2:00 PM - 4:00 PM","StartToEndTimeSortString":"2:00 PM - 4:00 PM","DisplayDetails":"Poster Session","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"2:00 PM - 4:00 PM","StartTimeOverrideString":"2:00 PM","EndTimeOverrideString":"4:00 PM","StartToEndTimeOverrideString2":"2:00 PM - 4:00 PM","BaseStartDateTime":"2023-10-03T14:00:00+00:00","BaseEndDateTime":"2023-10-03T16:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T14:00:00+00:00","BaseEndDateTimeOverride":"2023-10-03T16:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T20:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T22:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T20:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T22:00:00.0000000+00:00"},{"Id":"b63b1dd3-1334-4ba5-afd6-3a181193e6d1","SessionBlockId":null,"Name":"Day 2 - PM Coffee Break / GEOpardy","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:00:00","EndTime":"15:30:00","StartTimeOverride":"15:00:00","EndTimeOverride":"15:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#D9D9D9","Location":"Salon E - Upper Level","Track":null,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"b63b1dd3-1334-4ba5-afd6-3a181193e6d1","StartTimeString":"3:00 PM","EndTimeString":"3:30 PM","StartToEndTimeString":"3:00 PM - 3:30 PM","StartToEndTimeSortString":"3:00 PM - 3:30 PM","DisplayDetails":"Day 2 - PM Coffee Break / GEOpardy","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"3:00 PM - 3:30 PM","StartTimeOverrideString":"3:00 PM","EndTimeOverrideString":"3:30 PM","StartToEndTimeOverrideString2":"3:00 PM - 3:30 PM","BaseStartDateTime":"2023-10-03T15:00:00+00:00","BaseEndDateTime":"2023-10-03T15:30:00+00:00","BaseStartDateTimeOverride":"2023-10-03T15:00:00+00:00","BaseEndDateTimeOverride":"2023-10-03T15:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T21:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T21:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T21:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T21:30:00.0000000+00:00"},{"Id":"c604ea51-3517-4d0f-9442-29f59214740f","SessionBlockId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","Name":"Dams and Embankments 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:30:00","EndTime":"17:00:00","StartTimeOverride":"15:30:00","EndTimeOverride":"17:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Delayed Slope Instabilities in Earth Fill Dams Due to Creep","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Marvin","LastName":"Malonzo","Position":"","Organization":"University of Manitoba","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1acd655540554c1f9ac49dcd03adeecc","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Several earth fill water-retaining dams that were constructed in the 1950’s in Canada are still operating at hydroelectric power generating stations. Stability of these structures is critical in maintaining their serviceability as well as the safety of surrounding areas. One of the dams in Canada, which was performing satisfactorily for over 50 years, exhibited significant deformation in the upstream side. Investigation revealed that the loss of soil shear strength was brought by creep movement occurring over the service life of the dam. However, the previous analysis was unable to simulate the strain softening of the soil coupled with time-dependent creep movement. To address this, the Time-dependent Model for Structured soils (TMS) developed by Kalos (2014) was proposed to be used. It is an incremental plasticity time-dependent constitutive model based on the Modified Cam Clay model. It incorporates the principles of critical state soil plasticity which can systematically emulate the primary, secondary and tertiary creep phases under increasing stress levels both in drained and undrained conditions. The research will assess the long-term slope stability of water-retaining structures and help in developing remedial measures for existing earth fill dams that do not satisfy long-term slope stability dam safety requirements.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6eac3c84e0a34c349cf9f5ec6da4303c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["337b6429-ced3-4f03-8be5-c5c309c4e725","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/marvin-malonzo-577907180?utm_source=share&utm_campaign=share_via&utm_content=profile&utm_medium=android_app","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/marvin-malonzo-577907180?utm_source=share&utm_campaign=share_via&utm_content=profile&utm_medium=android_app","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/marvin-malonzo-577907180?utm_source=share&utm_campaign=share_via&utm_content=profile&utm_medium=android_app","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/marvin-malonzo-577907180?utm_source=share&utm_campaign=share_via&utm_content=profile&utm_medium=android_app","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Marvin Malonzo","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Toward greater confidence in numerical analysis realists in geotechnical engineering","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Vincent","LastName":"Castonguay","Position":"Research Engineer","Organization":"AtkinsRéalis","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/73c4220dca7e412a9411f549d6523173","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"In an attempt to investigate if static liquefaction was indeed a potential mode of failure for Edenville dam, it was shown by Castonguay (2022) that liquefaction could occur. This simplified investigation used an idealized cross-section based on the limited data available in an interim report on the dam’s failure conducted by an Independent Forensic Team (IFT). The NorSand constitutive model used in stress-strain numerical simulations exhibited static liquefaction as the water level in the reservoir behind the dam increased during the significant rainfall event that led to the dam’s failure.
Now that the IFT’s final report on the dam’s failure was published, updated and more realistic cross-sections were made available where a complex stratigraphy within the dam is revealed. Hypotheses made in the previous simplified investigation need to be revisited and the potential for liquefaction needs to be reassessed.
New stress-strain numerical simulations conducted based on the updated information provided by the IFT’s final report on the dam’s failure reveal that static liquefaction is unlikely. This result contradicts the facts: failure did indeed occur. A piece of the puzzle thus seems to be missing. Numerical simulations where key parameters are varied in an attempt to reach static liquefaction are conducted. The investigation reported in this paper concludes that static liquefaction is improbable if the cross-section, stratigraphy and key soil parameters used by the IFT in their final report are accurate.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c6f367664313412fbe35c1ab6bb20d01","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["fca0726e-0e5c-41c2-a066-86103c338a06","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/vincentcastonguay","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/vincentcastonguay","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/vincentcastonguay","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/vincentcastonguay","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Vincent Castonguay","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"West Val Marie Dam - Spillway Uplift Mitigation Enhancement","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Jorge","LastName":"Gutierrez","Position":"Senior Water Resources Engineer","Organization":"Klohn Crippen Berger","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a525f585c3ad4cdc9d25a1b58cbce6b4","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Water Security Agency (WSA) commissioned Klohn Crippen Berger Ltd. (KCB) to engineer upgrades to the existing concrete spillways of three dams, including the West Val Marie Dam, located on the Frenchman River near the Town of Val Marie. The Dam is of international importance, and the reservoir (Huff Lake) is a source of domestic and irrigation water, has a small fishery and supports recreational activities.

WSA tasked KCB with: 1) assessing the conditions of the spillway, 2) exploring options to provide passive uplift mitigation, 3) engineering upgrades of the existing under-slab drainage system, 4) completing a risk assessment construction, and 5) supervising construction.
The engineering project started in 2021.

Significant technical challenges, including geotechnical, structural, hydrotechnical, and construction, needed to be overcome. This included building an understanding of the site's geotechnical context based on sparse records without the benefit of a geotechnical investigation. An evaluation of long-term plans vs. short-term risks and investment plans was completed to define a design life, a cost-effective approach and the design discharge selection (different from the IDF).

Various configurations were explored, including a structure replacement, a comprehensive rehabilitation, installation of soil anchors, upgrades to develop a monolithic u-shape section, and a concrete overlay. Tailwater assessment and hydraulic jump calculations were completed. Determination of uplift forces, grout-soil bond strength and safety factors were completed.

The selected final design included decommissioning of the existing under-slab drainage system and replacement with a new custom design point-drain system through the slab utilizing well screens; to mitigate uplift, soil anchors consisting of threaded bars attached to the floor slab were installed.

Construction was extremely challenging due to the climate, limited site access and remote location. Construction work is near completion; design objectives have been met.

It has been a great learning process for all involved.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d30ddf09048f41e7b43c666860fd7769","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","015a41a5-802e-4590-8d75-0b291b9cd098","4d2aeee4-69ab-4701-bab7-559db1d9594d","10f7e074-8fc3-443e-b203-c12d6d2f121c","bf82828b-f61c-4e5b-b480-66a1af764c7e","121e3663-257e-4546-af88-c7f8f5210334","9863398c-8604-4d03-854d-488fde0f5625","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Jorge Gutierrez","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design of a tailings dewatering and depressurization system at a tailings storage facility adjacent to a mining-induced subsidence zone ","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Laura","LastName":"Beamish","Position":"","Organization":"BGC Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This presentation describes a tailings dewatering/depressurization case study at a mine in British Colombia, with a focus on the process used to design the dewatering/depressurization system. The tailings storage facility (TSF) has centerline-raised dams with a basal geomembrane liner and stores conventional slurry tailings. A portion of the TSF must be stabilized because subsidence caused by mining is predicted to impact the TSF in the future. Tailings dewatering/depressurization is one stabilization method to mitigate the potential for internal erosion, overtopping, and liquefaction. Few tailings dewatering projects have been documented in the engineering literature, however.

A multi-disciplinary approach was used to develop the conceptual design of the tailings dewatering/depressurization system. First, geotechnical and hydrogeologic characterization of the tailings in the stabilization area was completed. Geotechnical investigations included in-situ testing, laboratory testing, and geophysical surveys. Hydrogeologic investigations included single and multi-well pumping tests, and a long-term pilot dewatering program. Geotechnical and hydrogeological findings were used to create a conceptual tailings characterization model and a conceptual hydrogeologic model of the stabilization area during dewatering/depressurization. In the second stage of the design process, these conceptual models were used to construct a numerical groundwater model for the tailings and the adjacent area. The groundwater model was then used to support the dewatering/depressurization system design by refining the numbers, locations, and desired pumping rates of the proposed pumping wells. During the design, several wellfield configurations were evaluated with the resulting configuration sufficient to reach dewatering targets within the required timeframe. The dewatering/depressurization system is currently in the early stages of implementation, with the groundwater model used as a tool for wellfield refinement and optimization.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Laura Beamish","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Incorporation of measured pore-water pressure readings from Gardiner Dam for 3D deformation modelling","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Kevin","LastName":"Gelleta","Position":"","Organization":"Klohn Crippen Berger","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A study is currently underway to develop 3D numerical models using FLAC3D, to enhance the understanding of the Gardiner Dam’s historical geotechnical performance and serve as a predictive tool to help assess the potential impacts of future displacements or changes to reservoir operations. A key input for calibrating this model is the accurate implementation of historic pore-water pressures (PWP). The construction of Gardiner Dam began in 1959 and it is one of the earliest examples of a large dam where the observational method was applied in its design. As such the facility is unique among its peers due to its extensive, over half-century old piezometer network which has been largely maintained to the current day.

The foresight of establishing this network has allowed for the implementation of PWP distributions in the model based directly on measurements collected during the construction and operation of the dam at the various piezometer tips, with interpolation done between each tip. Given the observed relationship between PWP spikes with fill placement, PWPs were interpolated between tips in terms of their B-bar or ru response, rather than absolute pressure. Zones of high PWP, found to be critical to the model performance, were sometimes uncovered by piezometers installed later in the construction process. In these instances, calibration was improved by using judgement to ‘back-project’ these high PWPs backwards in time to before the installation of the piezometers. Additionally, as the key soil units within and below Gardiner Dam have significantly different PWP responses, the interpolation for each soil unit was performed separately based on only the piezometers founded within that soil unit (e.g., shale, river sand, fill, etc.). Significant effort was also expended to evaluate the appropriateness of the piezometric data used in the model. The above process was found to significantly improve the overall model calibration.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/768eebea13ff463a8fb2e1cf26c98bad","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["17c5189f-b7d7-4c37-a576-5468182c8d08","337b6429-ced3-4f03-8be5-c5c309c4e725","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Kevin Gelleta","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"An Experimental Study on the Influence of Soil Structure on Erosion Behavior of Sensitive Clays","PresentationBio":null,"Title":"Mr.","FirstName":"Amir Hossein","LastName":"Daneshi Sadr","Position":"","Organization":"École de Technologie Supérieure Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Internal erosion is recognized as the most significant risk to the stability and performance of earthen structures such as earthfill dams, dikes, and infrastructure embankments. The erodibility of soils can be influenced by environmental conditions as well as geotechnical properties of soils. In the case of natural clays, the particular aggregated structure of soils plays a pivotal role in the resistance to water erosion. Amongst a variety of experimental approaches developed to investigate the complex nature of internal erosion, the hole erosion test (HET) is considered as one of the most accurate and reliable methods to determine erodibility characteristics, viz. critical shear stress, erosion rate index, and erosion coefficient, along a preformed erosion conduit.
This study aims to investigate the influence of soil structure on the erosion characteristics of natural Eastern Canadian clays. A modified HET apparatus was devised for the accurate determination of instantaneous eroded mass during the test procedure. Hole erosion tests were carried on two types of samples: intact and reconstituted. The natural structure of the soil was preserved for the intact clay. Reconstituted samples were prepared by compacting multiple soil layers in the testing cell. According to the results, intact structured clays exhibit considerable resistance to water erosion due to the strong interaggregate and intra-aggregate bonds within the soil specimen. On the contrary, remolding of natural clays alters interparticle bonding and transforms the structure of the soil sample, which results in progressive erosion along the planes of weakness and inherent heterogeneities within the specimen.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d58ef8e8847d4e3f8fd81e13617e1293","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["5aaf5623-c72c-46bf-a1b9-67b54aeeb930","37e92989-6a53-4e28-a49d-5a869eae7538","337b6429-ced3-4f03-8be5-c5c309c4e725"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"linkedin.com/in/amir-hossein-daneshi-sadr-94b380239","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"linkedin.com/in/amir-hossein-daneshi-sadr-94b380239","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://linkedin.com/in/amir-hossein-daneshi-sadr-94b380239","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://linkedin.com/in/amir-hossein-daneshi-sadr-94b380239","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Amir Hossein Daneshi Sadr","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","StartTimeString":"3:30 PM","EndTimeString":"5:00 PM","StartToEndTimeString":"3:30 PM - 5:00 PM","StartToEndTimeSortString":"3:30 PM - 5:00 PM","DisplayDetails":"Dams and Embankments 1","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"3:30 PM - 5:00 PM","StartTimeOverrideString":"3:30 PM","EndTimeOverrideString":"5:00 PM","StartToEndTimeOverrideString2":"3:30 PM - 5:00 PM","BaseStartDateTime":"2023-10-03T15:30:00+00:00","BaseEndDateTime":"2023-10-03T17:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T15:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T17:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T23:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T23:00:00.0000000+00:00"},{"Id":"ce124988-3fc9-4bf1-b485-39afa61c2462","SessionBlockId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","Name":"Contaminant Transport","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:30:00","EndTime":"17:00:00","StartTimeOverride":"15:30:00","EndTimeOverride":"17:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Assessing toxicity risk to aquatic life from discharging groundwater contaminant plumes using in situ benthic caging","PresentationBio":null,"Title":"Dr.","FirstName":"James","LastName":"Roy","Position":"Research Scientist","Organization":"Environment and Climate Change Canada","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0c73af32da3244b58efab4b3e5e2ae45","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Risks from the discharge of groundwater contaminants to aquatic ecosystems have typically been determined by comparing measured concentrations to aquatic life guidelines. Ideally, in-field measures could provide a clearer picture of potential toxicity given the commonly complex site hydrological and geochemical conditions. For surface water contaminants, in situ toxicity testing with caged organisms is a common field measure of such risk, but this approach has rarely been applied to groundwater contaminants. The objective of this research was to demonstrate and evaluate in situ caging for assessing the toxicity risk to benthic organisms from discharging groundwater contaminant plumes. The caging tests (1-4 week deployments) were performed at surface waters (one river, one stream, one pond) receiving plumes of organics (chlorinated solvents and petroleum hydrocarbons) or landfill leachate. Different cage designs and orientations (horizontal, vertical, mix of both), and various toxicity metrics including organism survival and growth with two test organisms (an amphipod (Hyalella azteca) and midge larvae (Chironomus riparius; stream site only), were examined. All sites showed probable toxicity impact related to the discharging groundwater plumes, though other site conditions confounded the results in some cases. The vertical cages showed a greater toxicity response to groundwater contaminants and harmful conditions than horizontal cages, while a new hybrid design showed promise in its first and only test. Organism survival gave a clearer metric of groundwater contaminant toxicity than did organism growth. The study findings indicate that in situ toxicity cage testing holds promise for providing additional field-based information for aquatic ecosystem toxicity assessments at groundwater-contamination sites and provide some guidance on future deployments.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/403980a39e2d4ee28c0dd54e16baff57","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. James Roy","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Hydrogeological pathways of metal(loid) release in discontinuous permafrost","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Elliott","LastName":"Skierszkan","Position":"Postdoctoral Fellow","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Permafrost is a dominant control on the hydrogeology and geochemistry of water resources in cold regions. Thawing permafrost activates groundwater flowpaths and associated biogeochemical processes that can profoundly alter water chemistry. Here we couple an extensive hydrogeochemical dataset and complementary laboratory thaw experiments to gain insight into the processes and flowpaths that govern metal(loid) release during seasonal and long-term thaw. Field data come from the Dawson Range, western Yukon, a region of discontinuous permafrost and numerous prospective mine projects.

Our results show that seasonal and long-term thawing can activate groundwater flow and drive metal(loid) release, thereby increasing groundwater and associated metal(loid) fluxes to streams. We also show that metal(loid) fluxes are not directly proportional to groundwater fluxes due to varied geochemical properties that influence mass-transfer reactions (e.g., adsorption-desorption, reduction-oxidation, and precipitation-dissolution). Our resulting conceptual model describes hydrogeochemical processes controlling metal(loid) mobilization in discontinuous permafrost regions and offers new insight into potential impacts of permafrost thaw on water resources.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","dfa5844f-1451-4979-ba56-32beaed56fc6","f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","c30879ad-5990-4f54-a64c-61e66c1fba1d","9e701609-8fb7-43d1-9b66-638c3852001a","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Elliott Skierszkan","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Cold-tolerant bioremediation: Linking soil-freezing characteristic curves (SFCCs) to soil microbial responses ","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Wonjae","LastName":"Chang","Position":"Professor","Organization":"University of Saskatchewan","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Soil is a complex material in which physical, chemical, and biological processes are occurring. Linking physical and chemical soil data to biological data can reveal the underlying interactive mechanisms that drive soil microbial responses. Seasonal soil freezing is an excellent example of such soil processes interacting closely. The soil thermal phase change from unfrozen to frozen causes the redistribution of ions in soil pores, as some are excluded from pore ice and become concentrated in pore water of reduced volume (i.e., unfrozen water films). Meanwhile, a seasonal shift in microbial community compositions occurs. Changes in the natural setting at the pore scale are related to the emergence of winter microbial populations. This provides insight into how to leverage cold-loving microorganisms in cold climates (e.g., freezing-tolerant hydrocarbon-degrading bacteria). This study reports the linking of soil-freezing characteristic curves (SFCCs) to soil biological data by reviewing the accumulated outcomes of bioremediation research for cold-climate site soils. The SFCCs of petroleum hydrocarbon-contaminated site soils treated for bioremediation (e.g., various soil amendments and doses) were statistically correlated to changes in microenvironments in different site soils during soil freezing (e.g., hydrocarbon biodegradation, soil respiration activity (CO2 and O2), and microbial community compositions). This finding enabled us to optimize unfrozen water retention in favour of cold-tolerant bioremediation extended to seasonal freezing conditions, resulting in significant hydrocarbon biodegradation in freezing and frozen soil, extending the passive remediation period beyond the short active treatment season. The conventional physical soil parameters of the SFCC (θ = αTβ) can be related to the feasibility of cold-tolerant bioremediation and its optimization. Furthermore, linking soil-freezing data and microbial data led to the development of an integrated soil respiration and thermal modelling tool that is useful for optimizing soil treatments for cold-tolerant bioremediation in remote cold regions, prior to site remediation.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1ad9c5f2e76348349253f9ebbd590847","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["36956f07-b520-4064-bd24-ff20e6cc7743","10f7e074-8fc3-443e-b203-c12d6d2f121c","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Wonjae Chang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Development of a conceptual hydrogeological model of metal and radioactive element transport for the rehabilitation of the St.Lawrence Columbium mining site\r\n","PresentationBio":null,"Title":"Monsieur / M","FirstName":"Alexandre","LastName":"Therond","Position":"Etudiant","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/aaefe74c43804ca2820cea54ebad2ca6","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Since the start of mining activity in the 1960’s at the St. Lawrence Columbium site (Québec), leaching of the mine's waste by natural precipitation has been a major concern to the environment. While acid mine drainage is not an issue at the St. Lawrence Columbium site, the mine exploited a carbonatite intrusion, rich in niobium and radioactive elements which need to be investigated for the site remediation plan. The objective of this study is to develop a conceptual and a flexible numerical model adapted to the site’s unique geochemical conditions, which will allow better understanding of the mobility of different reactive metals and radioactive elements. A conceptual model of the St. Lawrence Columbium site was first developed based on site data, then the finite volume numerical model MIN3P was applied in 1D and 2D domains to simulate reactive transport of uranium oxyfluoride and sulfate complexes linked to metallic ions including manganese and molybdenum. The model was applied along a 1D flowpath then to a 2D vertical cross-section. Model calibration used geochemical data from surface water and abandoned pits. As the project enters a rehabilitation phase, a sensitivity analysis will be performed for the identification of more critical control parameters for the conceptual model.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","021bb7ef-2f5c-4402-9ad8-2f932b292442","d09f8bc4-b946-407d-83d7-dc3b24af9be6","dfa5844f-1451-4979-ba56-32beaed56fc6","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Monsieur / M Alexandre Therond","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Radon, atmospheric pressure, and temperature monitoring of a ‘breathing well’ in Alberta","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"M. Cathryn","LastName":"Ryan","Position":"Professor","Organization":"University of Calgary","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/62a503209e8645039999145df26f3d9c","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Inhalation of radon in indoor air is the sixth leading cause of cancer and the main cause of lung cancer in non-smokers. The U-Th decay series has long been recognized as the Rn source, however geology-based risk mapping has been challenging, suggesting the geologic provenance of the U-Th is not well understood. An 11-day monitoring program in a 'breathing' water well adjacent to a home with elevated Rn concentrations showed consistent variations in downhole [Rn] as atmospheric pressure (PATM) varied over four cycles.

Decreasing PATM caused high [Rn] gases to enter the well in the subsurface and be 'exhaled' from the well casing. Peak [Rn] in the low PATM part of the cycles were > 60,000 Bq/m3 (compared to an indoor air health guideline of 200 Bq/m3). During periods of increasing PATM, air 'inhalation' into the well was evidenced by low [Rn]. Gas composition in daily grab samples showed two end-member gas compositions, with a high [Rn] end member associated with elevated [CO2] and [Ar], and decreased O2 and CH4 concentrations. Noble gas analyses suggest the Rn-rich gas has a deep component.

A combination of vertical temperature monitoring in the well headspace combined with diel air temperature changes confirm the Rn-rich gas was being ‘exchanged’ with the ~60m deep unsaturated zone via a casing break at about 5.6 m bgs. Gas migration is a commonly recognized well integrity issue in oil and gas wells, where deep free phase gas migrates upwards along pathways outside the well (i.e., in the well annulus). Water well drilling and completion may provide a gas migration pathway for radon gas.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ecdf4b95a90b4b9c84fefa400f0976ad","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4d2aeee4-69ab-4701-bab7-559db1d9594d","f52f859f-8436-4389-8718-d2d74f5e44c7","9e701609-8fb7-43d1-9b66-638c3852001a","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. M. Cathryn Ryan","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Controls on regional sulfate distribution in groundwater resources in Alberta ","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Jessica","LastName":"Liggett","Position":"Sr. Hydrogeologist","Organization":"AB Geological Survey","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Groundwater quality within 100m of ground surface is highly variable within Alberta, with sulfate commonly contributing to high total dissolved solids and salinity. Sulfate concentrations >500mg/L influence taste, with higher concentrations reducing groundwater quality and use due to health (gastrointestinal upset), environmental (e.g., soil salinization), and mechanical (scale buildup) concerns (Health Canada, 2022). Previous research shows high sulfate concentrations in Alberta’s groundwater are predominantly caused by recharge through oxidized, pyrite-rich tills. Originally from Cretaceous marine shale bedrock, the pyrite is now widely distributed across the western plains in tills deposited by the Laurentide Ice Sheet during the last glaciation. However, this model does not completely explain the dissolved sulfate distribution across Alberta, particularly where low sulfate concentrations occur in areas overlain by Laurentide tills, or where high sulfate concentrations occur despite a lack of sulfide mineral source area. We examined the provincial-scale distribution of sulfate in groundwater and investigated the likely geological, glaciological, geochemical, and hydrogeological sources and processes. A database of ~145,000 sample records of chemical analyses was compiled from 5 different data sources comprising domestic and industrial water well tests, government groundwater monitoring, and spring sampling. Additional analyses resulted in a new 3D model of sandiness above bedrock, regional mapping of redox depth, and a principal component and cluster analysis of hydrochemical and hydrophysical parameters relating to sulfate mobilization. At a regional scale, the effects of geology, glacial history, ice flow trajectory and climate explain variations in sulfate distribution. At a subregional scale, low sulfate concentrations are generally associated with higher recharge, greater sandiness, and proximity to depressions, where sulfate has presumably been flushed to discharge zones or to deeper groundwater where bacterial sulfate reduction occurs. Although the distribution of sulfate is highly variable, we define domains based on regional distinctions describing sulfate occurrence and fate in Alberta.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","f52f859f-8436-4389-8718-d2d74f5e44c7"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Jessica Liggett","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Groundwater manganese contamination: Assessing heterogeneity and identifying hydrological and biogeochemical drivers","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Debra","LastName":"Hausladen","Position":null,"Organization":"Université de Sherbrooke","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The mobilization of manganese (Mn) into groundwater presents a widespread challenge to ensuring access to clean drinking water, as consumption of Mn-contaminated water has increasingly been linked to serious health issues such as neurotoxicity, cardiovascular impairment, and behavioral and cognitive challenges especially in young children. In response to this, Canada established a maximum acceptable concentration of 0.12 mg/L for Mn in drinking water in 2019. However, elevated Mn concentrations in groundwater have been reported throughout the Estrie region of Québec, where 40% (356,096 residents) of the population depends on groundwater for drinking water. To minimize exposure to Mn, it is crucial to understand the complex hydrological and biogeochemical processes that control its release from primary minerals and subsequent redox transformations that ultimately determine groundwater Mn concentrations. This study investigates the groundwater composition for private drinking water wells in two regions with contrasting wastewater infrastructure to better understand the heterogeneity of groundwater Mn at the lake-catchment scale and highlight the processes influencing groundwater quality. Groundwater samples were collected along six transects at each lake catchment. These samples were then analysed for geochemical parameters and stable isotopic signatures (δ18O, δ2H) to investigate the influence of surface water mixing and anthropogenic inputs on the release of Mn in bedrock aquifers. Our findings provide insight into the spatial heterogeneity of natural Mn sources and the impact of surface water/groundwater interactions on observed groundwater Mn concentrations. The study sheds light on how localized physical and hydrological variations impact the biogeochemical processes controlling Mn mobilization to groundwater at a lake-catchment scale. Ultimately, this knowledge can inform strategies to minimize Mn contamination and develop treatment technologies to improve access to safe drinking water. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","f52f859f-8436-4389-8718-d2d74f5e44c7","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Debra Hausladen","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","StartTimeString":"3:30 PM","EndTimeString":"5:00 PM","StartToEndTimeString":"3:30 PM - 5:00 PM","StartToEndTimeSortString":"3:30 PM - 5:00 PM","DisplayDetails":"Contaminant Transport","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"3:30 PM - 5:00 PM","StartTimeOverrideString":"3:30 PM","EndTimeOverrideString":"5:00 PM","StartToEndTimeOverrideString2":"3:30 PM - 5:00 PM","BaseStartDateTime":"2023-10-03T15:30:00+00:00","BaseEndDateTime":"2023-10-03T17:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T15:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T17:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T23:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T23:00:00.0000000+00:00"},{"Id":"58e33e25-6f5c-4d0f-aff4-807751c0e4c8","SessionBlockId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","Name":"Professional Liability and Loss Prevention Seminar - Part 2 (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:30:00","EndTime":"17:00:00","StartTimeOverride":"15:30:00","EndTimeOverride":"17:00:00","Details":"1.\tPrincipals of Good Practice – Contracts, Claims, Professional Liability\r\n2.\tWhen a Claim Comes: Strategies For Effective Outcomes \r\n3.\tCivil Construction Claim Case Studies\r\n4.\tContract Management & Risk Drivers\r\n","Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","StartTimeString":"3:30 PM","EndTimeString":"5:00 PM","StartToEndTimeString":"3:30 PM - 5:00 PM","StartToEndTimeSortString":"3:30 PM - 5:00 PM","DisplayDetails":"Professional Liability and Loss Prevention Seminar - Part 2 (Special Session)","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"3:30 PM - 5:00 PM","StartTimeOverrideString":"3:30 PM","EndTimeOverrideString":"5:00 PM","StartToEndTimeOverrideString2":"3:30 PM - 5:00 PM","BaseStartDateTime":"2023-10-03T15:30:00+00:00","BaseEndDateTime":"2023-10-03T17:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T15:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T17:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T23:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T23:00:00.0000000+00:00"},{"Id":"ca040207-7316-46ee-8c23-892c72190c8b","SessionBlockId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","Name":"Foundations 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:30:00","EndTime":"17:00:00","StartTimeOverride":"15:30:00","EndTimeOverride":"17:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Continuous Flight Augercast (CFA) Piles as Deep Foundation Elements for a High-Rise Building in Ontario Glacial Tills","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Alexandre","LastName":"Almeida","Position":"","Organization":"Keller","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The construction of a 33-storey residential building in Ontario required a foundation system competent enough to support the applied loads, and, at the same time, mitigate excessive settlements. Continuous Flight Augercast (CFA) Piles were selected as deep foundation elements for the building.
A CFA pile is a cast in place concrete pile, constructed in a single pass process. A hollow stem continuous flight auger is advanced to the pile target design depth and concrete is pumped through the auger hollow core during auger withdrawal. Next, the reinforcement cage is inserted into the freshly placed concrete. CFA pile diameters can typically range from 300 mm to 1200 mm and be drilled to as deep as 50 m or more as well as into a variety of subsurface conditions. The CFA Pile simple and quick installation methodology are key benefits to deep soil deposit profiles, such as deep Glacial Tills deposits in the GTA.
The CFA piles were connected to the structure through a central raft and surrounding pile caps. The ability of the CFA Pile Designer to define the foundation layout ensured the achievement of a cost-effective and technically viable solution. An overview of the project, its geotechnical conditions, foundation design considerations, results of a full-scale static load test, QA&QC program, and the construction results are highlighted in this paper.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2154d6de07a6492c8d917478c1aa1710","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["fca0726e-0e5c-41c2-a066-86103c338a06","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6","4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","d9828fb3-8997-426c-aa85-5a862406a528"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Alexandre Almeida","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Centrifuge Modeling of Cyclic Axial Performance of Helix Piles in Sand ","PresentationBio":null,"Title":"Mr.","FirstName":"Naveel","LastName":"Islam","Position":"PhD Student","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2e9facefbdea4dd5b8baf79d2f1474ec","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The design of helical piles as deep foundations for structures subjected to vertical cyclic load or vertical seismic motions is usually overlooked in practice. During their operational condition, the piles may experience cyclic loads in the axial direction and consequently exhibit excessive settlement or axial pile failure. Limited research on the effect of axial cyclic loading on helix piles was focused only on the pile geometries and the number of cycles. The present article studied the axial load responses of five model aluminum piles subjected to incremental cycles of pseudo-static loads through centrifuge modeling testing in a model box filled with dry sand. Axial strain gauge instrumentations are placed along the pile shaft. The developed centrifuge technique was adapted to accustom the incremental pseudo-static cyclic displacement for average axial displacements of 1%, 2%, 5%, and 10% of the helix diameter in four complete cycles. Finally, a monotonic compressive displacement-controlled loading test up to a depth of 20% of the shaft or helix diameter was applied, to assess the ultimate axial load capacity of the piles. A dual-axis servo-controlled electric actuator, affixed at the top of the pile, was used to apply the designed pseudo-static cyclic effect. The axial cyclic load-time history was obtained from the installed gauges from an inflight centrifuge test at a 20 g scale unit. The effect of the pseudo-static cyclic load on the axial load distribution and internal load transfer with the piles was investigated. The variation of the axial cyclic load transfer to the static load was also shown. Moreover, the effect of helices and variation of inter-helix spacing on the load responses within the piles were investigated. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c17f64682458417291909a5fefbc8082","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Naveel Islam","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Driven Pile Resistance Gain with Time – Evaluation of Pile Load Tests: A Case Study","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Darcy","LastName":"Hansen","Position":"Geotechnical Engineer","Organization":"WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/dad882e257cb49bcbcbba57c4f4201a3","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As part of the Highway 400 and Essa Road interchange reconstruction in Barrie, Ontario, an existing bridge is being replaced under Ministry of Transportation, Ontario (MTO) Contract 2022-2008. The abutments were designed to be supported by approximately 400 30-m to 35-m long HP 310x110 piles driven into very dense silt to sand. Given the significant number and length of piles required in the bridge foundation design, MTO invested in a full-scale static pile load test during design that was designed to evaluate the time-dependent increase in axial capacity of a test pile driven to refusal. This allowed for optimization of the foundation design and development of acceptance criteria to control the installation of production piles.

The test pile achieved a relatively low ultimate geotechnical resistance in the wet silt to sand deposit on initial driving, with negligible increase in ultimate resistance during restrike after seven days. However, the static pile load test demonstrated an appreciable improvement over a multi-week period, with the ultimate geotechnical resistance increasing by approximately 150% and 210% after 40 days and 70 days, respectively. Significant cost and schedule savings were realized in the use of higher geotechnical resistances in the pile design based on the load test data, and the acceptance criteria for the production piles were developed accordingly to account for this demonstrated strength gain with time.

This paper provides a comparison of the ultimate geotechnical resistances assessed for the bridge site by static methods of analysis, static pile load testing including both the ASTM quick and maintained tests, and high-strain dynamic pile testing on the test pile and production piles. The results from this bridge site are also compared with results of other static pile load test at select Ontario sites, and “lessons learned” are provided for consideration in future pile load tests.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/762a8d18d3eb4421b9027372d255f30b","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["874e8955-5b7f-4b0b-b8b9-6e111fa7d63c","bf82828b-f61c-4e5b-b480-66a1af764c7e","4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","121e3663-257e-4546-af88-c7f8f5210334","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","e521135e-8f5c-4d58-a68d-5721614e16a6","c109645c-7192-4056-90c3-0a102e793ee4"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Darcy Hansen","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Bi-Directional Static Load Test for Caissons in Georgian Bay Shale: A Case Study in Greater Toronto Area, Ontario","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Madison","LastName":"Kennedy","Position":"Geotechnical Engineer","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rock-socketed drilled shaft foundations (locally termed caissons) for Ministry of Transportation Ontario (MTO) projects have traditionally involved relatively long sockets relying on a significant proportion of sidewall resistance, which may not take full advantage of the base resistance. A recent design-build project for twinning of the QEW/Credit River bridge in Mississauga, west of Toronto, Ontario, incorporated a shorter, more efficient rock socket design for bridge piers in weak to medium strong Georgian Bay shale. Specifically, 1.5 m diameter, 2 m to 2.5 m long rock sockets were designed using factored ultimate geotechnical resistances of 17,500 kN and 19,000 kN respectively for this “Lifeline” structure.

An axial bi-directional static load test, also called an Osterberg cell or “O-cell” test, was completed to measure the ultimate sidewall and base geotechnical resistances of the rock socket on the test shaft, for comparison to and verification of the factored geotechnical resistance used in the design of the production drilled shafts. The caisson base cleaning procedures were verified using a Shaft Quantitative Inspection Device (SQUID), and the concrete integrity in the test shaft was assessed using crosshole sonic logging (CSL) and thermal integrity profiling (TIP). These results expand the knowledge base for caisson foundation design in the Georgian Bay rock formation, and demonstrate the effectiveness of SQUID, CSL and TIP in quality control during construction.
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Settlement Control of Embankment along Commissioners Street Using the Geopier GeoConcrete Column (GCC) Ground Improvement System

Abstract Body:
The Port Lands Flood Protection and Enabling Infrastructure Project is a $1.25 billion program that will revitalize 800-acres of flood prone land. In connection with the Port Lands Flood Protection Enabling Infrastructure project, a grade raise is proposed along Commissioners Street and Don Roadway to protect local neighbours from floodwaters from the Don River in the event of extreme weather. New fill of up to about 4m in height will be placed to raise the existing grade within the right of way of the roadways. Due to the extensive thickness of compressible peat and organic soils, significant settlement of the foundation soils is anticipated.

Following a comprehensive review of different design alternatives to control the post-construction settlement of the foundation soils supporting the embankment to an acceptable limit, ground improvement utilizing GeoConcrete Column (GCC)® method was chosen as the preferred option. This paper presents the results of the foundation investigation program, the design methodology, the performance specifications, load transfer mechanism, and the results of settlement monitoring of the embankment during and following construction.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f0eb5050f825438ea89441100cec119a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["53984902-7cc6-40fb-9a45-87f5b8866043","e521135e-8f5c-4d58-a68d-5721614e16a6","7cfcf70b-b7f1-4233-b91d-5d98cc719649"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Mark Tigchelaar","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Frost Depth Evaluation Update for Fine-Grained Soil.","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Greg","LastName":"Qu","Position":"Senior Geotechnical Engineer, Associate","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"For frost depth calculation, the current engineering practice typically assumes that all of water in the soil freezes at 0°C, as recommended by Canadian Foundation Engineering Manual (2006). This assumption will lead to underestimate of the frost depth, particularly for fine-grained soils, where the water in soil freezes over a range of temperature from -20°C to 0°C. This paper proposed an improvement in frost depth evaluation by quantifying the unfrozen water in soils for a given temperature. This approach requires the input of one soil parameter, liquid index, which can be obtained from routine soil index tests. The laboratory data of the water/ice content in soils from literature were used to verify the proposed approach. A sensitivity study was provided to illustrate the impact of the proposed approach to the frost depth calculation. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/71d1d849311944199f7c641e67801d88","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["e521135e-8f5c-4d58-a68d-5721614e16a6","dd284edd-147a-4df8-a774-bb62425bd254","015a41a5-802e-4590-8d75-0b291b9cd098","337b6429-ced3-4f03-8be5-c5c309c4e725","c30879ad-5990-4f54-a64c-61e66c1fba1d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Greg Qu","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"192a4285-158d-4390-9265-ee0da41a1c3d","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-03T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","StartTimeString":"3:30 PM","EndTimeString":"5:00 PM","StartToEndTimeString":"3:30 PM - 5:00 PM","StartToEndTimeSortString":"3:30 PM - 5:00 PM","DisplayDetails":"Foundations 2","DateString":"Tuesday, October 3, 2023","ShortDateString":"Tue Oct 03, 2023","StartToEndTimeString2":"3:30 PM - 5:00 PM","StartTimeOverrideString":"3:30 PM","EndTimeOverrideString":"5:00 PM","StartToEndTimeOverrideString2":"3:30 PM - 5:00 PM","BaseStartDateTime":"2023-10-03T15:30:00+00:00","BaseEndDateTime":"2023-10-03T17:00:00+00:00","BaseStartDateTimeOverride":"2023-10-03T15:30:00+00:00","BaseEndDateTimeOverride":"2023-10-03T17:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-03T23:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-03T21:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-03T23:00:00.0000000+00:00"},{"Id":"44088a30-39c7-4571-bf27-b90adde252f0","SessionBlockId":"9f4079dc-1546-4d48-bd6e-61250f002f4a","Name":"Advanced Testing 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-03T00:00:00+00:00","StartTime":"15:30:00","EndTime":"17:00:00","StartTimeOverride":"15:30:00","EndTimeOverride":"17:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Simulation of solid-fluid interaction in granular flow of irregularly shaped particles via coupled LBM-DEM method","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Wenbo","LastName":"Zheng","Position":"Assistant Professor","Organization":"University of Northern British Columbia","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Simulating granular flow in geotechnical engineering is mostly associated with adopting a coupling method to simulate the interaction of solid grains and seeping fluid, such as using computational fluid dynamics to couple with the discrete element method. While this approach has enhanced our knowledge about the underlying mechanisms that trigger geohazards like landslides and internal erosion, most studies simplified soil particles as spheres and the morphological impact of the particle shape is neglected. In this study, the lattice Boltzmann method (LBM) and the discrete element modelling (DEM) are coupled to simulate the interaction between irregular soil grains and fluid using two open-accessed codes. For this purpose, the irregularly shaped particles are represented by multi-sphere clumps in DEM, and LBM accounts for the fluid part interaction at the mesoscale. The accuracy of the coupled method is demonstrated by simulating several benchmark cases and comparing them with the results from the literature. The coupled LBM-DEM method is then used to simulate a single particle with various grain shapes settling in a two-phase fluid as well as the collapse and transport of submerged granular flows to highlight the influence of grain morphology in the solid-fluid interaction. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/9300b5433eb149b69603a0328f457970","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["17c5189f-b7d7-4c37-a576-5468182c8d08","9863398c-8604-4d03-854d-488fde0f5625","5aaf5623-c72c-46bf-a1b9-67b54aeeb930"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Wenbo Zheng","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Utilizing a microfiber-optic pressure sensor in triaxial testing for local measurements in clay samples","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Kevin","LastName":"Wallin","Position":"","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ce3b89d74d984755b2bba854e3f810ac","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This program emerged from measurements collected during mine-by experiments at Mont Terri Underground Rock Laboratory that have clearly shown that shear stresses induced by driving tunnels in the Opalinus Clay parallel to bedding produces significant increases in pore pressure, which contradicts the fundamental model for saturated overconsolidated clay rich soils. The in-situ observations also showed that the magnitude and extents of deformation resulting from tunnelling were much larger and extended much further out from the tunnel than predicted using conventional constitutive models. This difference between in situ measured behaviour, laboratory testing results and existing understanding for this class of material has led the authors to question aspects of laboratory testing and the interpretation of those test results. Specifically, the use of stress-controlled boundary conditions in triaxial tests to establish the hydro-mechanical response.

This paper presents early results from the adaptation of a triaxial device that utilizes micro-fiber optic pressure sensor (MFOPS) to measure local (in specimen) pore pressures generated during shear including a discussion on the methodology employed to verify results. The MFOPS utilizes a single point extrinsic Fabry-Perot interferometer sensor based on micro-electromechanical systems technology. During triaxial testing, the system measures the pore pressure applied at the top and bottom of the sample with standard external pore pressure sensors, which are then compared to the internal measurement captured by the MFOPS. This triaxial testing program is being utilized to confirm the applicability of the MFOPS readings which will then be employed in a direct shear apparatus that can apply a strain-controlled boundary condition, recreating the in situ conditions around underground excavations. To the knowledge of the authors, these direct shear tests will also be the first of their kind to attempt pore pressure readings along the shear plane.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ef116b5e9faa455f8b10371231b2f7ec","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","1a28ac89-8042-49f6-b231-5c08f0ea0c35","37e92989-6a53-4e28-a49d-5a869eae7538"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"Kevin Wallin","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"Kevin Wallin","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://Kevin Wallin","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://Kevin Wallin","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Kevin Wallin","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Non-destructive characterization of sealed geotechnical samples of Shaftesbury Formation shale using industrial computed tomography scanning\r\n","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Mahya","LastName":"Roustaei","Position":"","Organization":"University of Alberta / UGent","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5cf46a2c69d541519c0adffa004602ec","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Shale is a typical heterogeneous geomaterial that can undergo rapid transformation once exposed to the atmosphere. Various methods have been suggested to minimize the effects of this transformation on the laboratory properties. For this study, 61.1 mm (HQ3) diameter core samples were taken as soon as the core was retrieved from the core barrel. The samples were coated in canola oil and sealed in plastic wrap. The samples were then suspended in PVC pipe and filled with wax. The end caps were also PVC and partially filled with wax to ensure the ends of the samples were confined. These ”tubes” were used to store and transport the samples. Non-destructive high-resolution X-ray Computed Tomography (CT) scanning and multi-sensor core logging (MSCL) were used to quickly investigate the mesostructure of the shale cores while within the PVC container and immediately following removal from confinement. Bulk density estimates were done by MSCL and the 3D composition of the core was imaged by industrial CT scanning. Images resolve the distribution of apparent “burrows” and fissures throughout the core samples and a strong agreement was shown between the unopened and opened core scans. We conclude that these methods provide evidence for the value of non-destructive methods and insights into engineering applications. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2b1cbc7f7a3e48ecb64ffa5c14a5941e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["66ce71e8-f3e5-4ac2-bb48-830b36a8d80f"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Mahya Roustaei","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Finer fraction content and the index void ratios of gap-graded Bennett South Moraine (BSM) sand","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Amy","LastName":"Swerid","Position":"Associate, Geotechnical Engineer","Organization":"Stantec Consulting","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e7e967939de64e29a3e596f584ffc583","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Dam owners have a responsibility to manage their dams to a standard where the risks associated with dam failure are as low as reasonably practicable; this includes identifying and assessing the risk associated with internal erosion. Internal erosion is responsible for approximately 35% of all earth embankment dam failures worldwide. In current practice, empirical screening tools are available to assess material susceptibility to internal erosion. Current research now focuses on development of a mechanics-based understanding of such erosion processes, to advance the management of internal erosion risks.

Experimental testing was carried out on granular materials obtained from the W.A.C. Bennett Dam south moraine borrow source to develop a mechanics-based understanding of internal instability. An index void ratio test program was carried out on gap-graded BSM sand to characterize the sand in loose and dense states and assess the effect of changing finer fraction content on the void ratio of a gap graded mixture. During testing, quantifiable particle migration was observed and measured. This paper presents a review of experimental findings and discusses the implications relating to internal erosion and considerations for index test methodologies for gap-graded soils.
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In the present study, behaviour of two sands, namely Ottawa sand and a poorly-graded Silica sand, is investigated by conducting a series of direct simple shear tests. Tests were conducted on dry sands for constant height and constant normal stress conditions. The samples were sheared by monotonic loading. The effects of nonuniformity, soil density, and stress level in constant stress tests will be highlighted. 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Ankan Mohajan","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Laboratory Investigation on the Effect of Roughness Anisotropy on Shear Strength of Rock Fractures","PresentationBio":null,"Title":"Mr. / M.","FirstName":"William","LastName":"Hoyle","Position":"Graduate Student","Organization":"Queen's University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Direct shear testing is a common laboratory method used to obtain the shear resistance of joints and other rock fractures. In laboratory direct shear testing of rock fractures, it is current practice to shear an ellipsoidal specimen in the direction of its longest axis, as this allows for the greatest amount of data collection and is assumed to be the direction of shear displacement for unoriented boreholes with inclined, planar joints. However, it is unclear where the shear resistance at this orientation ranks when compared to alternative shear directions, or whether it is the realistic direction of shear encountered in a rockmass. This paper will demonstrate the impact of changing shear direction on the shear resistance of rock fractures as a result of changing the effective roughness profile. To minimize the effect of natural heterogeneity in rock joint roughness, synthetic joint replicas of natural specimens cast from cement grout using a 3D printed casting mold are used to minimize any changes in the joint roughness profile that would be expected in a suite of natural rock joint samples. Further, as the synthetic specimens are designed to have the same material strength, this allows for an isolated comparison of how different roughness profiles through changing shear directions impacts the measured shear resistance of the synthetic specimens. Correlations will be established between shear resistance and shear direction based on the roughness profiles and applied normal stresses. In addition, the method developed by the Queen’s Geomechanics and Geohazards Group Advanced Rock Mechanics Laboratory for casting rock joint replicas will be improved in this study to ensure samples are level and unaffected by any releasing agent associated with casting. 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The implemented methodology in this study is based on topographical characterization of rock surfaces from their 3-dimensional digital surface models generated by remote sensing tools. A fractal-based approach is utilized as a framework for geomechanical differentiation of geological features to take the scale dependency of measurement into account. An initial recursive roughness-based analysis is performed to quantify scale-dependency along the inspected rock outcrop. A second layer of recursive analysis is performed to subdivide the surface in quadrants and provide comparable sections. Different data sets from tunnels and slopes are identified and subdivided with respect to known geological units. Back analysis of the known topographical characteristics for different geological regions is performed to evaluate the differences in terms of fractal components. Special considerations are given to different geological formations, different weathering conditions, different structures, and different excavation methods.
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Rock slope stability designs are crucial for both mining and civil engineering projects. The Q-slope and SMR systems are empirical methods for assessing stable slope design angles. The stereonet plot is initially used when exposure of fractured rock is available to perform kinematic analysis. Geophysical methods are commonly used to determine the bedrock depth and strength of rock masses. The Q-slope method evaluates the stability of rock slopes based on the geological conditions and engineering properties of the rock mass, while the SMR method considers the slope geometry and the influence of discontinuities orientation on the slope stability. The limit equilibrium method (LEM) is widely used to determine the slope safety factor, which normally requires comprehensive geotechnical investigations. However, sometimes it is challenging or impossible to obtain comprehensive intrusive investigation data in remote areas due to the difficulty in site access (eg, no access road in mountainous terrain). Specialized geological mapping and surface geophysical surveys are more feasible in such situations. Therefore, it is important to adopt alternative design methods for rock slope stability assessment. Firstly, a comprehensive review of Q-Slope and SMR method is carried out. A conceptual approach is suggested in this paper that combines Q-slope and SMR with LEM for preliminary rock slope design under the commonly faced engineering challenge, eg, design with geological mapping, surficial geophysical surveys, and limited borehole investigation data. The kinematic analysis and geophysical data are usually used to develop the conceptual layers for stability section. A design flow chart is provided as well. It is believed that this approach is more suitable in the pre-feasibility or feasibility design and could provide more precise engineering guidance to the detailed design and construction stage.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f7fc4751e73c4c3580a030e0f63acd0b","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb","3ea9d57d-91e7-4c18-ad1e-e8537a49578d"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/jack-yu-guo","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/jack-yu-guo","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/jack-yu-guo","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/jack-yu-guo","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Jack Guo","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"ASSESMENT OF SLURRY TAILINGS MIGRATION AND HYDRAULIC CONDUCTIVITY TESTS THROUGH MINE WASTE ROCK MATERIAL ","PresentationBio":null,"Title":"Miss / Manquer","FirstName":"Samy","LastName":"Garcia Torres","Position":"Postdoctoral Fellow","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Significant amount of waste is generated by the growth of the mining industry, representing a challenge in terms of waste treatment. Depending on the management approach, the adequate placement of waste rock and tailings (WR&T) could generate difficulties in the field due to their hydro-mechanical behaviour. The high void ratio of waste rock (WR) enables a great risk for the material to suffer acid rock drainage, while low shear strength and significant compressibility are expected in the case of tailings.

Co-placement of WR&T is considered a waste management alternative with positive effects. Liquefaction potential reduction of tailings due to the enhanced mechanical properties of WR, is one of this technique advantages. However, countereffects related to the interaction between both materials could arise, particularly due to migration of tailings fine particles inside WR pores, affecting the hydromechanical properties of the mixture.

The objective of this work is to improve the understanding of mine WR&T interaction in terms of hydro-geotechnical properties. A series of 1D slurry tailings migration tests within a large column of WR were carried out. The column has 300 mm in diameter and 900 mm in height, and the slurry was injected at constant pressure of 14 kPa. For the WR materials, a constant dmax=50mm and different dmin=0.15 to 1.5 mm were tested. The results indicate that the retained mass of tailings along the column height presented a variation between 5% to 20% for the different cases, showing a homogeneous behaviour of the tailings migration through the entire column. The saturated hydraulic conductivity of the WR was reduced of about 92% for a dmin =1.5 mm, and 88.5% for a dmin =0.15 mm. These results will contribute to estimate the degree of WR&T mixing properties in co-disposal facilities, in order to assess hydraulic and mechanical properties of representative samples.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4c410e2573934778a3918465602655d1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","d09f8bc4-b946-407d-83d7-dc3b24af9be6","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Miss / Manquer Samy Garcia Torres","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Numerical analysis of the time-dependent response of backfilled openings in creeping rock","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Abtin","LastName":"Jahanbakhshzadeh","Position":"Geotechnical Engineer","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Backfilling is commonly used in underground mines to improve stope stability, safety of the workers and reduces the volume of solid wastes disposed on the surface. Mine backfill can also serve to limit convergence of the walls and maintain the integrity of pillars by adding lateral support. Evaluating the stress state in the filling material and surrounding rock mass is a critical step for the design of backfilled stopes. To date, most analyses for the stress distribution in backfilled openings have been performed for hard rock mines with little deformation of the walls after backfill placement. The analysis becomes much more complex when the rock is subjected to time-dependent (creep) behavior as is the cases in many soft rock (salt, potash) mines and in deep excavations in moderately fractured rock masses. When the rock shows a significant time-dependent response, the stress state in the fill material and surrounding rock mass tends to evolve progressively. This article will present results from recently conducted simulations to assess the interaction between creeping rock mass and the backfill in mine openings. The simulations are performed with FLAC in which the time-dependant ISV-SH model (i.e. Iinternal State Variable model with Strain-Hardening) has recently been implemented. Numerical modelling is used to evaluate the time-dependent stress redistribution due to transient and steady-state creep in underground backfilled openings, considering various geometries, rock characteristics and backfill properties. The results illustrate the effect of backfill on the response of underground openings excavated in creeping rocks.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ea55342c51f244b4b344364136518ce2","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","3ea9d57d-91e7-4c18-ad1e-e8537a49578d","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Abtin Jahanbakhshzadeh","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Decommissioning the RM3 Drain at the Selbaie Mines Reclaimed Tailings Facility: A Field Trial Study","PresentationBio":null,"Title":"Mme.","FirstName":"Anne-Marie","LastName":"Dagenais","Position":"Ing Sénior Gestion Rejets Miniers","Organization":"AMD Solutions","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Selbaie mines generated 45 million tonnes of acid generating tailings stored in the tailings management area (TMA). Reclamation of the site began in 2000 and was completed in 2006. The site is in active care and maintenance. Reclamation of the TMA involved the placement of a 1 m thick cover of till over most of the tailings area. The till cover promotes clean runoff and helps maintain the phreatic surface within the tailings. The cover surface is inclined towards the north of the facility where a spillway was built in Dam RM3 during reclamation. A pond area upstream of the spillway, referred to as the Retention Pond, acts as a water cover over the tailings in that sector of the TMA.

During construction of the Dam RM3 spillway, a rock drain and sumps, referred to as the RM3 Drain, was built. The water collected by the system flows to a manhole, from where it discharges into an outlet pipe, which passes through the spillway concrete wall of Dam RM3. The intent at the time of its construction was to control the water level in the acid-generating waste rock shell of the dam and thus prevent contamination of the Retention Pond.

A field trial procedure was developed to gain knowledge on the feasibility of decommissioning the drain, to simplify water management and improve dam safety by managing the risk associated with the presence of a pipe through a dam. The objective of the trial was to evaluate the impact of closing the drain on dam stability, flow regime in the TMA dams, and water quality in the Retention Pond. The authors will present the trial procedure, the results and the perspective gained from the trial on the alignment of the next phase of the closure strategy review and dam stability assessment.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a2410e03bc4f47f8bda7f1695c8e834b","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mme. Anne-Marie Dagenais","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"Tailings and Rock","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-04T08:30:00+00:00","BaseEndDateTime":"2023-10-04T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00"},{"Id":"bf6f225c-da87-457d-a2f1-05b50cb9cad6","SessionBlockId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","Name":"Unsaturated Soils","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"08:30:00","EndTime":"10:00:00","StartTimeOverride":"08:30:00","EndTimeOverride":"10:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Numerical study of the influence of suction increment duration upon the water retention curve in a Tempe cell ","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Arij Krifa","LastName":"Krifa","Position":"Phd Student","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"
The study of many geotechnical and agricultural engineering problems requires a thorough understanding of unsaturated soils. To fully model the behavior of these soils, one key parameter must be referred to: the WRC (water retention curve) which is defined as the relationship that links the water content θ of a soil and its matric suction ψ.

This curve's measurement requires long laboratory tests usually performed using various devices such as the Tempe cell. Laboratory tests using the latter device involve pushing water from the tested specimen by applying air pressure that increases in time increments. The ASTM D6836-16 standard recommends 24 hours per increment of applied suction. One may question the adequacy of this duration, especially for soils such as silty sands, which become very impermeable when they are subject to suctions that approaches their WEV (water entry value). The evacuation of water becomes extremely slow, and the volume of released water is difficult to detect.

In this paper, a numerical study is carried out on the water retention curve obtained by the Tempe cell on silty sands, with the aim of proving that a 24-hour suction period is in fact not sufficient to complete the drainage. For silty sand, the error on the experimental water retention curve is quantified as a function of the duration of the drainage stages, for the portion of the WRC between its AEV (air entry value) and WEV and then, for the portion of suctions higher than the WEV.

","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c62c6135ced34fe8a9d749f76044ecb1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","36956f07-b520-4064-bd24-ff20e6cc7743"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Arij Krifa Krifa","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Influence of Hydraulic Conductivity of Tension Crack on the Stand-Up Time of Unsupported Vertical Trenches in Unsaturated Soils ","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Bhagya","LastName":"Mayadunna","Position":"","Organization":"University of New Brunswick","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Tension crack has an adverse impact on the stability of a slope since it reduces the resistance to slope failure due to the decrease in slip surface. In addition, when rainfall infiltrates into a tension crack, the strength of a soil in the vicinity of a tension crack significantly decreases, which leads to sudden failure in a slope. This indicates that development of a tension crack in an unsupported trench can cause workplace injuries or fatalities in case where construction operation should be carried out within the unsupported trench by field workers. In the present study, a series of numerical analyses are conducted to estimate the stand-up time of an unsupported vertical trench considering the infiltration of rainfall into a tension crack. Two different approaches are used to simulate a tension crack. First, tension crack is modeled as a void space and rainfall infiltrates into it as a same rate of rainfall intensity. Second, tension crack is modeled as a material with zero strength and the permeability of a tension crack is two magnitudes higher than that of intact soil. The analyses are performed with various levels of water tables and the stand-up times obtained with two different approaches are compared.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/19641e822a374c80baf4227a7754fe42","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["36956f07-b520-4064-bd24-ff20e6cc7743","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Bhagya Mayadunna","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Active Earth Pressure in Unsupported Vertical Trenches in Vadose Zone","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ashkan","LastName":"Shirzadi","Position":"","Organization":"University of New Brunswick","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a10303541d0f425e87cd2b09b004b881","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Accurate calculation of active earth pressure is vital in analyzing the stability of unsupported trenches. In conventional soil mechanics, active earth pressure can be calculated using the earth pressure theories proposed by Rankine or Coulomb. However, typically, unsupported trenches are excavated into soil that is in a state of unsaturated condition. In this case, the field conditions such as type of soil, matric suction profile, and rainfall events should be considered in calculating the active earth pressure. The infiltration of rainfall into unsupported trenches excavated in the vadose zone can result in sudden failure, which poses a severe risk to the lives of field workers. Therefore, it is of utmost importance to estimate the behaviours of unsupported trenches under rainfall events to ensure the safety of field workers within unsupported trenches. In the present study, an attempt is made to estimate the variation of active earth pressure and the location of active thrust in unsupported vertical trenches in unsaturated soils under rainfall events by extending the conventional Rankine earth pressure theory based on the seepage analysis results obtained with SEEP/W (GeoStudio 2020). Analyses are carried out for various levels of groundwater table and rainfall intensities. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/846d04f758fe4cea82b2e6d080f1576c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["36956f07-b520-4064-bd24-ff20e6cc7743","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","dac43baa-75ca-45b0-98c4-bf678d044448"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Ashkan Shirzadi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Impact of specimen preparation techniques on the interpretation of the unsaturated shear strength of granular materials","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Emad","LastName":"Maleksaeedi","Position":"","Organization":"Université de Sherbrooke","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Natural or man-made granular deposits are often unsaturated in practice where the presence of suction may contribute to their shear strength. The unsaturated shear strength of granular materials can be evaluated in the laboratory in conjunction with soil-water-retention (SWR) tests. However, before performing a test, specimen preparation techniques often alter the particle configuration which may consequently impact the interpretation of the achieved results. This paper aims to examine the impact of Moist Tamping and Hydraulic Deposition techniques on the interpretation of unsaturated shear strength test results for granular materials. To do so, a series of unsaturated drained triaxial tests are carried out on glacial till specimens from Quebec prepared with the mentioned techniques at different confining pressure. To complement the shear tests, drying soil-water retention curves of the glacial till are also obtained using the same specimen preparation techniques. The results showed that specimen preparation techniques and the corresponding initial state could affect the shearing behaviour of granular materials. Ignoring a uniform test protocol for laboratory measurements corresponding to the granular deposit formation, in reality, might affect the interpretation of the unsaturated shear strength since their behaviour is dependent on the physical properties of particles such as the particle shape and fabric isotropy.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/13d2cdb125f84663b3913cae8712fb5e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["36956f07-b520-4064-bd24-ff20e6cc7743","17c5189f-b7d7-4c37-a576-5468182c8d08","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Emad Maleksaeedi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A framework for estimating the matric suction of unsaturated soils using two artificial intelligence techniques","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Junjie","LastName":"Wang","Position":"","Organization":"University of Ottawa","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A major obstacle in implementing the state-of-the-art understanding of the mechanics of unsaturated soils into geotechnical and geo-environmental engineering practice is associated with a lack of quick, reliable, and economical techniques for matric suction measurement. Matric suction is a key stress state variable that significantly influences the hydro-mechanical behaviour of unsaturated soils. For this reason, in this paper, two artificial intelligence (AI) models were developed for estimating matric suction based on the support vector regression (SVR) and multivariate adaptive regression spline (MARS) algorithms. The results suggest that both models can reasonably estimate matric suction. Compared to the MARS model, the SVR model is capable of achieving a higher accuracy. Nonetheless, the MARS model facilitates sensitivity analysis and the selection of essential input parameters. An empirical equation is proposed based on the MARS model for the matric suction estimation of low plastic soils with a plasticity index equal to or less than seven. Finally, a framework is proposed for the estimation of matric suction, which combines the strengths of both SVR and MARS models. The study is promising for engineers to implement the mechanics of unsaturated soils into practice because the input parameters used in this study can be determined quickly from conventional soil tests in the laboratory.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c37239e2c7744483a0149ac1d1dbe306","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["44d0a4b3-5ada-4396-9564-25c4a0a9ef70"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Junjie Wang","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"Unsaturated Soils","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-04T08:30:00+00:00","BaseEndDateTime":"2023-10-04T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00"},{"Id":"b7bdd9c6-c33b-41aa-988f-07e50979ae71","SessionBlockId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","Name":"Foundations 3","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"08:30:00","EndTime":"10:00:00","StartTimeOverride":"08:30:00","EndTimeOverride":"10:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and Construction of Rock Anchors in the Mining Industry","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Hafeez","LastName":"Baba","Position":"Engineering Manager","Organization":"AtkinsRéalis","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rock anchors have been used successfully for a wide range of engineering applications. These have been used for increasingly higher loads. Most notable application is for long span suspension bridge; examples of other applications are deep excavation retaining walls and wind turbines. They have been used either as a single or as a group for either temporary or for permanent applications. These can be placed vertically or at an angle as required by the design.

Mining structures are heavy loaded, be it an onshore process facility or a nearshore marine facility. Marine facilities are usually located in deeper waters to allow sufficient draft for heavy loaded bulk ore carriers. Many mining structures design-life keeps on increasing and require upgrades or expansion of the existing facilities. These facilities or their upgrade result in significant axial tensile and lateral loads, often requiring use of rock anchors.

This paper presents few design and construction examples related to mining structures where high strength grouted rock anchors were used to provide an anchorage system to resist uplift and lateral forces. This paper also presents a conceptual design for a related application where a relatively large group of high strength prestressed grouted rock anchors are used to provide a robust anchorage system to resist uplift forces and by prestressing foundation subgrade to provide enhanced lateral resistance. Considering its permanent application, longer design life with no direct access to observe prestress during its service life, unique design, construction, and monitoring features are also discussed.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/8fc32c8f7c41411fbad66dcabbe16c42","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["e521135e-8f5c-4d58-a68d-5721614e16a6","bf82828b-f61c-4e5b-b480-66a1af764c7e","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Hafeez Baba","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Field Research on Soil-Structure Interaction of Sustainable Basement Using Timber Panels ","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Fernanda","LastName":"B. T. Imamura","Position":"Graduate Research Assistant","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fb8374e39a954ed9aec5003ed002b76c","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Reinforced concrete (RC) basement is the most popular solution in low-rise construction in Canada. However, RC basements are known to have performance issues, mainly due to the initiation and propagation of cracks in the concrete, leading to moisture migration problems. Wood-based foundations provide a sustainable alternative solution to RC basements. In addition, mass timber produces lower carbon emissions than concrete in the life cycle. Although building codes recognize the Permanent Wood Foundation system, it has not been widely utilized. The use of resilient and mechanically stable cross-laminated timber (CLT), popular in mid-rise and high-rise buildings, is promising in basement construction for many advantages over concrete. Before implementing a new solution, the geotechnical aspect of timber basements should be examined. A primary objective of this research was to study the long-term soil-wall interaction in the field and to analyze the effects of the seasons on the lateral earth pressure and the response of the structure. A full-scale experimental building with CLT panel basement was completed at a cohesive soil site in Edmonton. The basement was 3 m by 6 m in plan and 2 m deep. The site profile consists of the glaciolacustrine clay, with a more clayey composition at shallower depths. In-situ monitoring instrumentations were used to measure the earth pressure, CLT deflection, timber strain, soil temperature and moisture content. This paper presents findings on the lateral earth pressure and deformation behaviour of the CLT basement wall. Empirical and measured wall earth pressure and strain on the timber walls were compared. The effects of seasonal temperature and wall deformation on the earth pressure were analyzed and interpreted. Results suggested that the strain due to lateral earth pressure was much smaller than empirical apparent earth pressure. The results will provide insight into the design of earth-retaining structures using sustainable timber panels.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f86c3d44616e421d9c735b5e504570b1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["dac43baa-75ca-45b0-98c4-bf678d044448","67594030-c6c7-40a6-af62-8c27daa5f778","e521135e-8f5c-4d58-a68d-5721614e16a6","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Fernanda B. T. Imamura","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Potential Issues on MSE external stability design in light of the recent Canadian and AASHTO Bridge Design Codes ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Nazmur","LastName":"Rahman","Position":"","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"During the participation of the authors to the design of several retaining walls for a major highway project near Seattle in the US there were noted some differences between the applicable Canadian and American codes resulting in an apparent conservatism of the Canadian Highway Bridge Design Code (2019 CHBDC) compared to the American LRFD Bridge Design Specifications (2020 AASHTO). This paper reviews the design specifications for the external stability (bearing-sliding-eccentricity) of the MSE retaining walls aiming to identify the differences and the sources of the conservatism resulting from the CHBDC design. Based on a particular wall example (7.3 m tall and 5.2 m wide) founded on Site Class C foundation soils in a seismic area described by a reference PGA = 0.434g it was determined that:
a)\tFor the similar load combinations ULS-1 and Strength I, the CHBDC design is more conservative than AASHTO by 12.5% and 27.4% at bearing capacity on foundation soils and eccentricity, respectively
b)\tFor the similar load combinations ULS-5 and Extreme I, the example wall would fail at bearing (capacity/demand ratio C/D= 0.73) according to CHBDC design while C/D = 1.03 according to AASHTO
c)\tAASHTO design is more conservative than CHBDC by 8.6% only at sliding at ULS-1 / Strength I.

The differences between the design results originate from some differences in the prescribed load factors, resistance factors, but more so from some major differences in the methods of evaluation of the seismic coefficients and wall inertia forces.

Both codes are ambiguous with respect to the effects of the load inclination on the foundation bearing resistances. In fact, in case of strong earthquakes, the load inclination factors expressions, and hence the bearing capacity, would completely break down. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e1ff7698fc294ab8b827d59804d3b48a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["67594030-c6c7-40a6-af62-8c27daa5f778","e521135e-8f5c-4d58-a68d-5721614e16a6","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Nazmur Rahman","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Evaluation of Creep in a Normally Consolidated Glacio-Lacustrine Clay","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mohammad","LastName":"Kermani","Position":"Geotechnical Engineer","Organization":"WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b88067bbf1c0421cb4e2cbce7142c9cf","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"It is recognized that glacio-lacustrine varved clay in Abitibi region of Quebec, Canada present a moderate level of strain-weakening that needs to be considered in the design limit equilibrium and stress-deformation analyses of embankments over these clays. Moreover, failure under sustained shear load, i.e., creep-induced failure, has been recently identified as a possible failure mechanism. The literature suggests that for a material that is susceptible to strain weakening, any mechanism that causes deformations large enough that breaks the bonds between the particles or generates excess pore pressures high enough to bring the material to instability could lead to a failure. In this study, clues from advanced laboratory testing, extensive field monitoring data, and finite difference numerical modeling were collected to judge whether creep in the normally consolidated clayey foundation of the tailings storage facility (TSF) of a particular mine site could lead to a failure.

Undrained shear tests on the normally consolidated clay showed some level of brittleness in direct simple shear tests, triaxial tests and field vane tests. Therefore, the clay under the dikes is susceptible to strain weakening under undrained loading. The monitoring data on three locations in the TSF along with the construction and deposition stages. It was observed that, the creep is taking place under partially drained conditions, and the clay is being consolidated at the same time. The coupled stress-flow numerical models using FLAC software also indicate that the clay behavior under construction is partially drained. Therefore, it should also behave at least partially drained during creep. Thus, both field data and numerical models indicate that in the stress path space, the clay should not approach the instability line during creep, the same as during construction.

This study contributes to the dam stability assessment of water/tailings retaining dikes founded on glacio-lacustrine soft clays.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/18337840d5ff4078bebfb840e28f50aa","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["09cb7404-9950-4521-a577-f832ac3d98f9","337b6429-ced3-4f03-8be5-c5c309c4e725","015a41a5-802e-4590-8d75-0b291b9cd098","37e92989-6a53-4e28-a49d-5a869eae7538","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","d09f8bc4-b946-407d-83d7-dc3b24af9be6","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mohammad Kermani","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Bedrock Stabilization Design for the World’s Largest Rollercoaster, Qiddiya Six Flags Project, Qiddiya, Saudi Arabia","PresentationBio":null,"Title":"Mr.","FirstName":"Faisal","LastName":"Abou-Seido","Position":"Sr. Geotechnical Project Manager","Organization":"Paterson Group","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Qiddiya Six Flags is a unique project at which the world’s largest theme park is proposed to be constructed in the City of Qiddyia, 40 km southwest of Riyad, the capital city of Saudi Arabia. This record-breaking theme park includes the construction of the longest, tallest, and fastest rollercoaster in the world, that will be located along the challenging mountainous terrain of Tuwaiq mountain chain, an area prominent to sheer cliffs and active rockfall events. Planned to be built on a 65m high cliff and dive into a 160m talus slope, the rollercoaster entails major geotechnical challenges. In this paper, the geotechnical challenges involved in the construction of this project are discussed along with the proposed remedial measures for rockfall stabilization, including but not limited to blasting, slope stability and 3D rockfall analysis, design of netting and rock anchors, and rock catch fence design. The paper also provides an overview of the inspection and monitoring plans that were proposed to ensure the long-term durability of the bedrock face during the design service life of the proposed rollercoaster.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/829227ab67ee45bca2bf8c1c3b92a8a0","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4d2aeee4-69ab-4701-bab7-559db1d9594d","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","9e701609-8fb7-43d1-9b66-638c3852001a","bf82828b-f61c-4e5b-b480-66a1af764c7e","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/faisalabouseido","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/faisalabouseido","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/faisalabouseido","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/faisalabouseido","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Faisal Abou-Seido","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Conception et construction des fondations d'une passerelle pour motoneiges sur la rivière Aisley","PresentationBio":null,"Title":"M.","FirstName":"Pierre","LastName":"Vannobel","Position":"Ingénieur géotechnique","Organization":"Hydro-Québec","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Trois passerelles pour motoneiges ont été construites en 2022 et 2023, afin de pouvoir traverser sécuritairement en hiver la rivière à saumon Romaine ainsi que la rivière Aisley, bras de la rivière Romaine. Les passerelles en acier sont agencées au sentier de motoneiges Trans-Québec no. 3 qui relie Tadoussac à Baie-Johan-Beetz en rive nord du fleuve St-Laurent. Ces passerelles pour motoneiges sont situées en marge de la route 138 à plusieurs kilomètres en aval de l’aménagement hydroélectrique Romaine 1.

Cette présentation traite particulièrement de la conception et de la construction des fondations des culées de la passerelle sur la rivière Aisley, située dans les limites de la mer d’argile Goldtwaith.

Les fondations profondes des culées de la passerelle sur la rivière Aisley, construites à l’abri d’un caisson de palplanches en rives de la rivière au niveau du dépôt d’argile sensible de surface, sont constituées de pieux profonds en acier foncés au refus dans le mort-terrain et au roc. L’argile marine de faible plasticité au site montre un indice de liquidité de l’ordre de 3, ce qui lui confère une grande sensibilité. Ceci a été considéré au niveau de la conception, ce qui a permis le bon déroulement des travaux.

Les vibrations lors du battage des pieux au refus ont été mesurées afin d’assurer le respect des critères de vibration du MTQ au pont de la route 138 à proximité. Des analyses dynamiques ont été effectuées sur les pieux afin de confirmer la capacité adéquate des pieux.
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Pierre Vannobel","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"Foundations 3","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-04T08:30:00+00:00","BaseEndDateTime":"2023-10-04T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00"},{"Id":"dc5e00bb-d166-461f-aa9c-5fe5c9dce153","SessionBlockId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","Name":"Case Studies 1","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"08:30:00","EndTime":"10:00:00","StartTimeOverride":"08:30:00","EndTimeOverride":"10:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"The case for true probabilistic internal stability design of MSE walls","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Richard","LastName":"Bathurst","Position":"Professor Emeritus","Organization":"Royal Military College of Canada","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cd54fedef6134abfbbb5661f06e6cc00","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Current practice in Canada for the internal stability design of mechanically stabilized earth (MSE) walls follows the load and resistance factor design (LRFD) approach adopted in the Canadian Highway Bridge Design Code (CHBDC). If a limit state is just satisfied at time of design then the structure is safe, however, how safe in probabilistic terms is unknown. Probabilistic reliability-based design for internal stability limit states for MSE walls constructed with geosynthetic and steel reinforcement materials provides a more nuanced appreciation of the margin of safety for these systems compared to conventional factor of safety, partial factor, and LRFD approaches. The paper introduces the basics of probabilistic analysis and design for internal stability limit states for MSE walls using the example of PET strap reinforced soil walls. The general approach uses a closed-form solution for reliability index that is easily implemented in a spreadsheet. The paper demonstrates how bias statistics for tensile load and pullout model accuracy have been gathered from instrumented wall load measurements and from laboratory pullout box test databases. These data are a key component of probabilistic design because they capture the uncertainty in load and resistance model predictions (i.e., model error). The paper then goes on to show how these model errors are combined with uncertainty in the choice of nominal load and resistance model estimates consistent with the concept of “level of understanding” found in the CHBDC. The paper concludes with examples of the probabilistic margin of safety for tensile strength and pullout limit states for a PET strap MSE wall using the Stiffness Method that will appear in the next edition of the CHBDC.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4e85baad826f425b8e6121a0acf08fe1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["6e139690-e513-4b3a-9368-bbfb8c039f9f","dfd9d3e9-efde-40c4-a287-28df102b942a","67594030-c6c7-40a6-af62-8c27daa5f778"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Richard Bathurst","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Drilled Shaft Installation Under Polymer Slurry: A Case Study in Barrie, Ontario","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mark","LastName":"Henderson","Position":"","Organization":"WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/66b73eae45834733a9567daacc43b309","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Drilled shaft foundations (locally termed caissons) for Ministry of Transportation Ontario projects have traditionally been installed using temporary or permanent casing as a measure to ensure sidewall stability during construction. Site access, subsurface conditions and caisson sizes (depth/diameter) can result in construction challenges related to laydown area, equipment size demand and installation efficiency. As an alternative to this conventional casing approach, slurry techniques can be an effective method to facilitate caisson installations.

The Highway 400/Essa Road Overpass Replacement Project in Barrie, Ontario involves installation of approximately 20-m long, 1.5-m diameter drilled shafts in silty sands with a high groundwater table. The use of full-depth temporary casing was found to be impractical due to the extremely limited working footprint in the roadway median adjacent to live traffic lanes and existing infrastructure, and the risk of basal instability due to the cohesionless, permeable soils at the base of the caisson. Hence, a polymer slurry drilling system with short surficial casing was selected by the Contractor as the preferred method for stabilizing the shafts in these challenging conditions.

Recognizing the importance of the quality and properties of the polymer slurry, a comprehensive polymer slurry testing program was executed. Drilled shaft base cleaning procedures were developed to meet project design requirements, and the thickness of sediment at the base of the pile was verified using a Shaft Quantitative Inspection Device (SQUID) as specified in the Contract.

The tremie concrete mix design was developed and tested through a trial batch program following the recommendations of the EFFC-DFI Concrete Tremie Guide to achieve the required fresh concrete behavior for polymer slurry-stabilized shafts. The pile installation methods and quality control measures developed for the project met the design requirements and were confirmed through pile integrity testing and cross-hole sonic logging, which demonstrated no anomalies in the piles.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d12cadff7ca24e0488349500fb300157","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"linkedin.com/in/mark-henderson-088635208/","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"linkedin.com/in/mark-henderson-088635208/","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://linkedin.com/in/mark-henderson-088635208/","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://linkedin.com/in/mark-henderson-088635208/","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mark Henderson","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Prediction and mitigation of construction induced ground vibrations on sites in Alberta","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Bernie","LastName":"Mills","Position":"Senior Principal, Geotechnical Engineering","Organization":"Stantec Consulting","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ce156eec0301400aa59964b462a26bc6","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Higher-density development is becoming more common place and has led to more construction within urban residential and commercial areas, and near important pipelines and other underground infrastructure. As a result, the need for better and more reliable vibration prediction tools for the geotechnical engineer has increased in recent years.

Canada does not have a specific vibration standard or code, so the geotechnical engineering community typically references vibration standards from other countries such as Britain, US, Switzerland, and Germany. Having a good understanding of vibration thresholds applicable for a specific project or important infrastructure is crucial to form the basis of compliance and mitigation requirements. Likewise, having a means of accurately predicting construction induced vibrations is also important as an initial screening tool and to establish construction and monitoring plans that reduce the risk of excessive vibrations annoying the public or damaging infrastructure.

In this paper, vibration monitoring results from three Alberta construction sites are described. Vibration sources in the case studies include impact pile drivers, vibratory pile drivers, and vibratory soil compactors. Common industry vibration attenuation models were initially used to establish if predicted vibrations had the potential to annoy the public and/or damage nearby infrastructure. These initial predictions were improved by developing site specific “vibration versus distance” models for the construction equipment used at each site. The measured vibration data allowed calibration of the initial input parameters and attenuation models and formed a basis to better predict future vibrations across each site. The case studies show examples of how these models and tools were used to predict vibrations and how mitigations were implemented to reduce the potential for public annoyance and infrastructure damage.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c8bbbca27a8c4f17b578527b849b3601","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Bernie Mills","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Bridging of Compressive Soils Using Lightweight Cellular Concrete in the Rehabilitation of Hwy 63:08 South of Fort McMurray, Alberta","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ken","LastName":"Froese","Position":"Senior Geotechnical Engineer","Organization":"Thurber Engineering","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bed747e434304375abf32dfe28c27941","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A section of the original Highway 63 (now south-bound lanes) experienced excessive long-term settlement. The settlement was due to consolidation of peat and organic layers which were not removed during original construction. The combined thickness of these layers was up to 2.6 m. With some difficulty, the same soil unit was fully excavated during construction of the new north-bound lanes. Prior to a planned pavement overlay of the south-bound lanes, the area was remediated in 2021. To avoid known construction issues with deep excavation, alternative remediation options were considered. The chosen remediation consisted of sub-excavation to place a 500 mm layer of lightweight cellular concrete (LCC) with a 400 mm clay cap below the pavement structure to reduce embankment loading and bridge the soft subgrade. The embankment loading was further reduced by lowering the vertical gradeline by up to 0.8 m. Extensometers were installed in the remediated zone to determine the rate of settlement after construction. After the first year, the extensometers show a consolidating trend over the deeper organic zone with up to 13 mm of settlement but also indicate that up to 3 mm of heave is occurring in the winter. Two thermistors strings were also installed in this zone and in an untreated pavement section and adjacent grassed terrain as control data. This data regarding the different thermal responses of the LCC-insulated area compared to the controls, and combined with the on-site weather station, provides an understanding of the potential for the formation of differential icing, which is a concern with lightweight fills (expanded polystyrene blocks and LCC). This paper will present the results of the instrumentation monitoring and discuss the performance of the LCC as a remediation option to minimize highway embankment settlement over compressive soils.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/74a876a328db4b119428a1bf2d27db79","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","09cb7404-9950-4521-a577-f832ac3d98f9","c109645c-7192-4056-90c3-0a102e793ee4"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Ken Froese","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and Construction of a Circular Secant Pile Shaft for Connection to a Deep Collector Sewer in Ottawa","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Michael","LastName":"Cunningham","Position":null,"Organization":"Marathon Underground Constructors Corporation","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Construction of Stage 2 of Ottawa’s Confederation Line LRT system required re-routing of a shallow sewer near Cleary Avenue and making a connection for it to the existing 1.5 m I.D. West Nepean Collector (WNC) sewer at about 13 m depth. A water-tight shaft needed to be constructed to make that connection due to ground conditions consisting of glacial till with intermittent thick water-bearing sand layers. An 8 m I.D. circular secant pile shaft was constructed to make that connection. Particular challenges for the design and construction of the shaft including having to span over and around the WNC without damaging it, and how to seal the ‘windows’ around the WNC against groundwater inflow and potential ground loss around the shaft. The WNC was constructed in the 1950’s and the condition of the pipe was a concern. The method of construction of the WNC was also unknown. The pipe was therefore required to be monitored for strains and vibration, and to be continuously inspected by internal video camera feed, for the duration of secant pile drilling above the pipe and during excavation of the shaft. A pre-excavation grouting program of the windows around the WNC was also implemented, through sleeves in the secants, to address the groundwater inflow concerns. This case study provides details on the design, instrumentation, monitoring, construction, and performance of the shaft.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/03bbfb14a8e54fd4b550b11360294a22","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","67594030-c6c7-40a6-af62-8c27daa5f778","7cfcf70b-b7f1-4233-b91d-5d98cc719649"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Michael Cunningham","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"Case Studies 1","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-04T08:30:00+00:00","BaseEndDateTime":"2023-10-04T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00"},{"Id":"33eae2a1-2ec3-44ba-9742-9689b831f5d9","SessionBlockId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","Name":"Numerical Models 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"08:30:00","EndTime":"10:00:00","StartTimeOverride":"08:30:00","EndTimeOverride":"10:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Forensic Evaluation of Construction Induced Damage to a Municipal Water Treatment Plant by Numerical Modelling","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mrinmoy","LastName":"Kanungo","Position":"Senior Geotechnical Engineer","Organization":"GHD","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The soil-structure interaction mechanisms related to the displacement of the excavation support system adjacent to an existing municipal water treatment building are investigated through numerical modelling. The excavation was for the construction of an addition to the existing building. The input parameters for the soil constitutive model were calibrated to laboratory oedometer and triaxial test results. The numerical model was also calibrated to the preloading response of the site that predated the construction of the existing building. The arrangement of the structural members of the existing building and their interconnections were simulated in a simplified manner. The numerical model simulated the entire history of construction related to the water treatment building through a staged construction approach. The numerically estimated structure, ground, and excavation support system displacements were found to be consistent with measured displacements. The results of the numerical modelling coupled with analytical evaluation of other suspected causes of the damage provide valuable insight into issues that can be vital in the selection, design and construction of excavation support systems.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fdf21a5e0e5849c5a5c8189f0d427d7a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["17c5189f-b7d7-4c37-a576-5468182c8d08","7cfcf70b-b7f1-4233-b91d-5d98cc719649","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","121e3663-257e-4546-af88-c7f8f5210334","bf82828b-f61c-4e5b-b480-66a1af764c7e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mrinmoy Kanungo","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Modelling of long-term settlement of organic soils","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Sumi","LastName":"Siddiqua","Position":"Associate Professor","Organization":"University of British Columbia","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/56db5370d8fe4e43be27bdded3f73dd4","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Organic soils are characterized by their high organic contents, high initial water contents, high compressibility, and low shear strength. Organic soils (e.g., Muskeg soils) exhibit high volume changes under loading conditions and undergo significant primary consolidation and continuous long-term secondary consolidation settlement. The mechanical behaviour of organic soils is complex and requires extensive soil testing to obtain representative geotechnical parameters to model the behaviour.
This paper includes a review of the constitutive models generally utilized to model organic soils. Afterward, finite element analysis was completed using PLAXIS 2D for a well-documented case study of an embankment on a very soft organic clay deposit. The finite element analysis results using different constitutive soil models were calibrated against the field measurements from the case study to investigate their adequacy. The analysis aimed to recommend a suitable constitutive soil model to simulate available laboratory tests (i.e., consolidation tests) conducted on Muskeg soil samples collected from a site in Surrey, British Columbia, Canada. The analysis considered different organic contents to verify the limitations and drawbacks of the recommended constitutive model. As a result of this review and the numerical analysis, an approach to simulate the consolidation behaviour of organic soils will be established.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b9de501a7b9a4642bc59eec207b43594","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","d9828fb3-8997-426c-aa85-5a862406a528","09cb7404-9950-4521-a577-f832ac3d98f9","bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"Sumi.Siddiqua","_linkedInUrl":"Sumi.Siddiqua","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"Sumi.Siddiqua","LinkedInUrl":"Sumi.Siddiqua","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"http://Sumi.Siddiqua","FullLinkedInUrl":"http://Sumi.Siddiqua","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":5},"SocialMediaLinks":[{"Link":"http://Sumi.Siddiqua","Font":"fab fa-facebook-square","Color":"#3b5998"},{"Link":"http://Sumi.Siddiqua","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Sumi Siddiqua","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"SEEPAGE AND STABILITY ANALYSES FOR FLOOD BARRIER DESIGN","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Ellen","LastName":"Huang","Position":"Geotechnical Engineer","Organization":"Stantec Consulting","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This paper provides a case study on the geotechnical design of a flood barrier system to reduce the risk of flooding for EPCOR’s Water Treatment Plants (WTP), located on the lower terrace of the North Saskatchewan River (NSR) in Edmonton.
Two types of flood barrier systems were adopted: earthen embankments and concrete flood walls in areas where spatial constraint exists. These systems were designed following the US Army Corps of Engineers (USACE) design guidelines for various loading scenarios and conditions. Coupled seepage and stability analyses were performed to evaluate the potential seepage and stability of the proposed flood embankments and flood walls using GeoStudio SEEP/W and SLOPE/W programs.
Based on the analysis results, the thickness and uniformity of the “impervious” blanket layer (native clay or clay fill) beneath the flood embankments is critical to seepage flow and heaving during the flood event. While the amount of seepage flow is insignificant, the uplift pressure at the downstream toe of the flood embankment could cause concerns of internal erosion and/or heaving.
The USACE method treats flood as a steady state condition. In reality, due to the transient nature of the flood event, the majority of the embankment fill and foundation soil will remain unsaturated during the 1:500-year flood event. Such results and conclusions bring some discussions on the design criteria for similar flood embankments design. The case study also provides more value for future applications with similar conditions for de-risked design and field work.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/afabdf21ed5c47dca16cb7ed6706f989","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","015a41a5-802e-4590-8d75-0b291b9cd098","9863398c-8604-4d03-854d-488fde0f5625","67594030-c6c7-40a6-af62-8c27daa5f778"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Ellen Huang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Application of thermo-hydro-mechanical coupled large-strain thaw consolidation to model sensitivity of transportation infrastructure in permafrost regions to climate change.","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Anna","LastName":"Pekinasova","Position":"Phd Student","Organization":"University of Calgary","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/595499b73c2842bb92726aa459727b8a","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Understanding the dynamic nature of frozen ground and thawing permafrost is vital for engineering adaptation of transportation infrastructure in cold regions to climate change. An appropriate consolidation model of thawing frozen ground is an important component in evaluating the stability and reliability of infrastructure. A large-strain thaw consolidation model is more realistic compared to small-strain models for ice-rich permafrost terrain, fine-grained soils, and frozen ground with excess ice. It is also important to account for the complex and dynamic heat energy boundary conditions which may be influenced by short-wave and long-wave solar radiation, humidity, precipitation, and wind speed in addition to air temperature.

The goal of this work is to better understand the impact of climate change on the long-term behaviour of embankments built on thawing permafrost focussed on consolidation settlement. The study investigates the numerical solution for the thermo-hydro-mechanical framework of one-dimensional large-strain thaw consolidation using nonlinear effective stress – void ratio – hydraulic conductivity relationship with heat transfer in frozen soils due to conduction, phase change, and advection (Gibson et al. 1967, 1981; Xie and Leo 2004; Dumais and Konrad 2018; Yu et al. 2020). A Lagrangian coordinate system is used to capture the moving boundary conditions of the ground surface and the present study enriches the solution space with more flexibility in the assignment of upper boundary conditions capable of handling complex non-monotonic time series of atmospheric conditions. Numerical solutions are implemented within an open-source solution engine to make it more accessible to a variety of users in permafrost engineering and climate science. The tool may be used to identify, characterize, and mitigate hazards associated with thawing permafrost to support sustainable linear infrastructure in permafrost regions.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/05dc69ce3dfe4feb8275090f7acf3a72","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","9e701609-8fb7-43d1-9b66-638c3852001a","c109645c-7192-4056-90c3-0a102e793ee4","c30879ad-5990-4f54-a64c-61e66c1fba1d","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","17c5189f-b7d7-4c37-a576-5468182c8d08","fca0726e-0e5c-41c2-a066-86103c338a06","bcbd0745-a777-4bba-85ca-e65ddd8a1952","d9828fb3-8997-426c-aa85-5a862406a528"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"ca.linkedin.com/in/anna-pekinasova-eit-meng-beng-advdip-0680a22b","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"ca.linkedin.com/in/anna-pekinasova-eit-meng-beng-advdip-0680a22b","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://ca.linkedin.com/in/anna-pekinasova-eit-meng-beng-advdip-0680a22b","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://ca.linkedin.com/in/anna-pekinasova-eit-meng-beng-advdip-0680a22b","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Anna Pekinasova","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Finite Element Modelling of Frozen Soil-Pile Interaction","PresentationBio":null,"Title":"Ms.","FirstName":"Faranak","LastName":"Sahragardjuneghani","Position":"PhD Student","Organization":"Carleton University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Pile foundations are widely used to support structures on frozen soils due to their relatively high bearing capacity, and resistance to frost jacking. In such cold regions, pile foundations derive their bearing capacity mainly from the adfreeze bond that forms between frozen soil and pile surface. The strength of the adfreeze bond, in turn, depends on multiple parameters such as temperature, soil type, pile surface roughness, normal pressure at the interface, loading rate, and ice content the effects of which have been previously explored to various extents, through experimental studies. Nevertheless, the numerical modeling of pile and soil interactions at their interface still poses unresolved questions related mostly to the lack of an appropriate thermo-hydro-mechanical model for such interfaces as well as their numerical simulation. In this paper, frozen soil-structure interface behavior is studied using finite elements method (FEM) in ABAQUS software. After comparing alternatives, the soil-pile interface is modeled via a single layer of cohesive elements (COH3D8). A UMAT subroutine is developed to implement a temperature-dependent constitutive damage model to define the stress-strain relationship at the soil-pile interface. The model parameters are first calibrated for direct shear tests on the interface of frozen soil and metal at different temperatures. The calibrated model is then used to simulate pull-out experiments on a pile in frozen soil. The results indicate that the interface model incorporates enough complexity to reproduce the experiments with relatively good accuracy. The simulations also shed light on details of stress distribution and failure at the interface of the soil and the pile.

Keywords: Adfreeze strength, cohesive element, frozen soil-pile interface, FEM, damage model, permafrost
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This article uses an approach which was developed at the Department of Geocryology of Lomonosov Moscow State University. This approach provides a method to calibrate the thermal boundary condition on the ground surface using borehole soil temperature measurements in combination with thermophysical soil parameters. The article presents thermal calculations using one-dimensional heat conduction. A comparison of the influence of errors arising in the determination of the thermophysical soil parameters and the surface boundary conditions is made by comparing the calculated thermal fields. Suggestions for minimizing the influence of errors, occurring in the temperature modelling, arising from the thermophysical soil properties are suggested. The performed calculations identify the most sensitive parameters of the thermal model and formulate special requirements for field investigations aiming to study and predict the temperature of soils.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e9bcc7dc7ede4f7fa4a0ec774691aeb4","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","fca0726e-0e5c-41c2-a066-86103c338a06","c30879ad-5990-4f54-a64c-61e66c1fba1d"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/konstantin-ozeritskiy","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/konstantin-ozeritskiy","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/konstantin-ozeritskiy","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/konstantin-ozeritskiy","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Konstantin Ozeritskiy","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Probabilistic analysis of an embankment under different rainfall events considering spatial variability of soil strength parameters","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Leila","LastName":"Baninajarian","Position":"Ph.D. Student, Geotechnical Engineer","Organization":"Rocscience","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Studies have shown that shallow failures of embankment slopes are influenced more by extreme rainfall events than deep failures. Furthermore, the results of studies have also indicated that the embankments built with fine materials such as silt are more susceptible to extreme rainfall events than those built with coarse materials. In most of these studies mentioned above, it was assumed that some of the hydraulic parameters such as hydraulic conductivity are random variables together with the consideration of random variability of soil friction angle. However, soil properties and hydraulic properties can vary spatially within a soil profile. This has been shown by several researchers by carrying out stochastic analyses. Therefore, as a preliminary study, this research investigates the influence of spatial variability of soil strength parameters including cohesion, friction angle and unit weight on the probability of failure. A simplistic assumption of constant hydraulic conductivity throughout the soil profile is made. The probabilistic analysis is carried out for rainfall events of different intensities, considering different failure mechanisms, and permeability vs matric suction functions. The results are compared with analyses in which assumption of random variable soil parameters is made. The results show a reduction in the value of the total probability of failure for the case with spatially variable soil strength parameters compared to the case with random soil parameters. The spatially variable case better describes the practical site condition.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fe5be985fb8c4301bdf50f53390c5085","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9863398c-8604-4d03-854d-488fde0f5625","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","dfd9d3e9-efde-40c4-a287-28df102b942a","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Leila Baninajarian","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"5ec8467e-b53b-4fa9-ac91-a0691c220249","StartTimeString":"8:30 AM","EndTimeString":"10:00 AM","StartToEndTimeString":"8:30 AM - 10:00 AM","StartToEndTimeSortString":"8:30 AM - 10:00 AM","DisplayDetails":"Numerical Models 2","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"8:30 AM - 10:00 AM","StartTimeOverrideString":"8:30 AM","EndTimeOverrideString":"10:00 AM","StartToEndTimeOverrideString2":"8:30 AM - 10:00 AM","BaseStartDateTime":"2023-10-04T08:30:00+00:00","BaseEndDateTime":"2023-10-04T10:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T08:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T14:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00"},{"Id":"bff85e28-9539-4400-8c2f-2393e6a60672","SessionBlockId":null,"Name":"Day 3 - AM Break","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:00:00","EndTime":"10:30:00","StartTimeOverride":"10:00:00","EndTimeOverride":"10:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#A6A6A6","Location":"Salon E - Upper Level","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"bff85e28-9539-4400-8c2f-2393e6a60672","StartTimeString":"10:00 AM","EndTimeString":"10:30 AM","StartToEndTimeString":"10:00 AM - 10:30 AM","StartToEndTimeSortString":"10:00 AM - 10:30 AM","DisplayDetails":"Day 3 - AM Break","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:00 AM - 10:30 AM","StartTimeOverrideString":"10:00 AM","EndTimeOverrideString":"10:30 AM","StartToEndTimeOverrideString2":"10:00 AM - 10:30 AM","BaseStartDateTime":"2023-10-04T10:00:00+00:00","BaseEndDateTime":"2023-10-04T10:30:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:00:00+00:00","BaseEndDateTimeOverride":"2023-10-04T10:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00"},{"Id":"6e50478c-63dd-42b3-8bcb-2b923d9075f8","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"Advanced Testing 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#C00000","Location":"Red Room - (Gallery Suite I - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A modified framework to describe stress-strain behavior and volumetric response of hydrate-bearing sand","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Maral","LastName":"Goharzay","Position":"","Organization":"University of Calgary","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/34b124ff5ed94aa0bbef22c1124d6c59","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Gas hydrate-bearing sands (GHBS) contain a large volume of methane in the form of hydrate, which makes them an attractive source of energy. Hydrates exert a strong influence on the mechanical properties of sands, where increasing hydrate saturation (Sh) of the pore space leads to an increase in peak strength, post peak strain softening, and dilation. Field-scale hydrate production tests have been carried out to evaluate the potential for methane recovery, however these have sometimes ended abruptly due to technical failures. As such, numerical models are necessary to assess long-term feasibility of hydrate production to reduce the risk of failure. Thus, the development of an appropriate constitutive geomechanical model that captures the behavior of GHBS is essential to assess the long-term response of GHBS reservoir.
Early attempts at modeling the geomechanical behavior of hydrate-bearing soils modified the Mohr-Coulomb (MC) model by incorporating a relationship between cohesion and hydrate saturation of the pore space. As the MC model did not capture the overall stress-strain, including volumetric, response of hydrate-bearing sands, recent models have considered Rowe's stress-dilatancy theory. Although modifications to Rowe’s theory have included a cohesion component, both soil friction (kinematic) and cohesion are considered to be constants, although recent studies laboratory studies suggest that cohesion is mobilized and subsequently lost during shearing.
In this paper, we introduce the development of a stress-dilatancy model to better describe the stress-strain response of GHBS including the impact of cohesion. The model includes extensions to the well-known equations for Rowe’s theory to incorporate functions that consider the unique hydrate characteristics, as well as soil density and confining pressure. The developed model better represents the geomechanical stress dilatancy behavior applicable to GHBS that can easily be implemented in standard elastoplastic models for use in numerical simulations to perform realistic numerical analyses.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/72634d44e8f8450b89b0c5df4efd219d","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["66ce71e8-f3e5-4ac2-bb48-830b36a8d80f","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Maral Goharzay","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Evaluation of the Relative Accuracies of Two- and Four-Parameter Models for Predicting Maximum and Minimum Void Ratios for Sand-Silt Mixtures","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Carmine","LastName":"Polito","Position":"Department Chair","Organization":"Valparaiso University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/4428e51967d04f1b9b1f343aa191def7","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"It has been shown that the filling coefficient, a, and embedment coefficient, b, can be used in models to predict the maximum and minimum index void ratios of sand-silt mixtures. There are two implementations of these models: four-parameter models and two-parameter models. The four-parameter models use one pairing of the filling coefficient, a, and the embedment coefficient, b, for predicting the maximum index void ratio, emax, and a second pairing for predicting the minimum index void ratio, emin. Conversely, the two-parameter models use one pairing of the filling coefficient, a, and the embedment coefficient, b, for predicting both the maximum index void ratio and the minimum index void ratio.

A study was performed to evaluate the relative accuracies of two-parameter models and four-parameter models in predicting the maximum and minimum index void ratios of sand-silt mixtures. This evaluation was performed by first using previously-developed models to predict either two or four values of a and b. These values of a and b were then used to predict the maximum and minimum index void ratios for each of 564 mixtures of sand and silt contained in a database of 60 unique combinations of sand and silt that had been collected from previous studies. Two series of coefficients of determination (R^2) were produced by evaluating the fit of the predicted values to the laboratory-determined values in the database. These R^2 values were then used to evaluate the relative accuracies of the two- and four-parameter models.

It was found that while the two-parameter models produce accurate estimates of emax and emin (a median R^2 value of 0.972), the four-parameter models produced even more accurate estimates (a median R^2 value of 0.987).
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/719936e7eae74f13b9d5cd0ee8577160","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["5ee9588f-ac4a-46a5-8423-e36e9572d545","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Carmine Polito","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Study of the Impact of Nano-particles on strength and suction development of cemented paste backfill","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Amirreza","LastName":"Saremi","Position":"Ph.d. Candidate","Organization":"University of Ottawa","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This paper evaluates how adding various types of nanoparticles (NP) affects cemented paste backfill (CPB) engineering parameters, including strength and suction development as a function of curing time. To achieve this objective, varying doses of four distinct kinds of NPs, including nano-silica (SiO2), nano-calcium carbonate (CaCO3), nano-iron oxide (Fe2O3), and nano-aluminum oxide (Al2O3), were utilized. To avoid NP agglomeration in the CPB microstructure, which could have a detrimental impact on the CPB's mechanical performance, an ether-based Polycarboxylate Superplasticizer (SP) was used to evenly disperse the NPs throughout the hydration reaction medium. Type I ordinary Portland cement was used to prepare CPB, and tap water was also utilized to blend the CPB components. A comprehensive testing and monitoring programme was developed to evaluate the effect of NPs on the development of the strength and suction of CPB. Uniaxial compressive test (UCS) was done to measure the sample's strength, while suction monitoring tests were undertaken to detect the change in suction over time. Nano-CPB samples or cement pastes were subjected to several microstructural analyses or tests, including thermal analysis (thermogravimetry (TG), differential thermogravimetry (DTG)), mercury intrusion porosimetry (MIP) tests, and X-ray diffraction (XRD) analysis to gain insight into the fundamental mechanisms responsible for the behaviour observed. In the absence of the dispersing agent, the aggregated NPs were found to degrade the strength development of nano-CPB samples. In contrast to the control sample, nano-CPB samples combined with a dosage of SP exhibited greater UCS values and an enhanced negative pore water pressure. Microstructural analysis results indicated that the addition of NPs increased the generation of hydration products, which primarily increased the resistance to shear stress between tailings particles. The highest overall improvement in nano CPB's strength and suction was reported in samples containing a greater concentration of SP (0.25%) and NPs (1%).","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f5f978e6e1b041ffac54190fa8d06218","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","9e701609-8fb7-43d1-9b66-638c3852001a","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Amirreza Saremi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Assessing the creep properties of filtered tailings in continuous permafrost regions: methodological developments and preliminary results","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Weber","LastName":"Anselmo Dos Ramos Souza","Position":"","Organization":"Université du Québec","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Filtered tailings are increasingly popular in the mining industry because they can reduce the risks associated with the physical stability of tailings storage facilities (TSFs), especially for mine sites located in remote and arctic regions. However, ground deformation can occur in filtered TSFs over time. It is mostly the in-situ conditions of the TSF that governs settlement and understanding the creep, long-term strength and compressibility characteristics of frozen filtered tailings is essential in the proper design of filtered TSFs and reclamation covers located in continuous permafrost regions. In this perspective, this article first aims to present the experimental approach that was developed to assess the short- and long-term creep properties of frozen filtered tailings from the Raglan mine using temperature-controlled uniaxial constant load tests. The apparatus is equipped with a cooling system that maintains the tested sample at a constant temperature. Multi-axial displacements and sample deformation were monitored with calibrated LVDTs and photogrammetry. Tests were performed on samples at temperatures, densities, and degrees of saturation representative of in-situ conditions. Preliminary results are presented and interpreted to assess the ability of short- and long-term creep tests to characterize the primary, secondary and tertiary creep behaviour of frozen filtered tailings. Another aim of this article is to evaluate the ability of creep constitutive models to describe and predict the creep of frozen filtered tailings. For this purpose, the most promising constitutive models selected from the literature are presented and used to best-fit test results. Ultimately, this study provides insight into the testing and prediction of short- and long-term creep of frozen filtered tailings.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d2e427ea4f374efebe80d3e5a912fbca","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c30879ad-5990-4f54-a64c-61e66c1fba1d","c694aeb3-751f-426d-b900-b0f210b4bc46","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Weber Anselmo Dos Ramos Souza","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Study of fresh properties of cemented tailings material with ternary cement blends ","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Aparna","LastName":"Sagade","Position":"","Organization":"University of Ottawa","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/78f48828b7654c7c94f758e0e15c4a0a","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"For the sustainable advancement of the mining sector, alternative binders, such as ground granulated blast furnace slag (Slag) and fly ash, have been adopted to partially replace ordinary Portland cement (OPC) in the preparation of cemented paste backfill (CPB). However, the supply of these materials is limited and may not be sufficient for the industry's future demands. Limestone (LS), an inexpensive and abundant resource, has the potential to complement these binders when used as a ternary mix. This paper presents experimental results on the effects of ternary blended cement with slag and limestone powder on key engineering fresh properties of CPB: (i) rheological properties and (ii) setting time. CPB samples with PCI/Slag ratios of 50/50 and 80/20 were considered, and the effect of LS in the ternary mix was investigated by replacing the slag with increasing doses of LS (5, 10, and 20 wt.%). The findings have demonstrated that the replacement of slag by a higher dosage of LS in the ternary binder reduces the yield stress and increases the viscosity of CPB. The effect of LS on the rheological properties of CPB is mainly attributed to the physical (e.g. filler effect, lubrication, particle size) and chemical (nucleation and changes in repulsive forces between CPB particles) effects of LS. Further, an increase in the proportion of limestone in the CPB ternary binder system prolonged the setting time (initial and final) of the CPB mixture due to the nucleation and dilution effects of LS. Overall, the optimal usage of LS and slag in the ternary system can serve as a sustainable alternative to the widely used OPC or OPC/Slag binary binder, thereby decreasing the energy consumption and carbon footprint associated with cement and CPB technology. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fcbb2995d6f6450e99bf7a276711e8e5","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","3dbc2b34-a10e-4976-a91e-57048867125c","d09f8bc4-b946-407d-83d7-dc3b24af9be6","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Aparna Sagade","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Effect of the degree of saturation and mineralogy on acid generating mine tailings critical time.","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Corentin","LastName":"Chevalier","Position":"","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Filtered tailings are more and more considered to increase geotechnical stability, improve management and minimise footprint of tailings storage facilities. Despite their numerous advantages, they also present some limitations and can contribute, when tailings contain sulfide minerals, to increase the risk for acid mine drainage (AMD) generation. Tailings mineralogy and degree of saturation have a major influence on AMD generation and are therefore a critical part of management plan design. In this research, multicomponent reactive transport simulations were conducted to assess the time tailings can remain exposed before AMD generation would start. Laboratory tests were performed on different reactive mine tailings and at different degrees of saturation. Pore water geochemistry evolution was monitored with time and pH and concentrations of sulfate, calcium and magnesium were regularly measured. Numerical simulations were calibrated on laboratory tests and then extrapolated to larger scale of time and for other mineralogy. Results showed that critical time before AMD generation could be predicted, based on tailings mineralogy and degree of saturation. Main results of this study will be presented and discussed in this paper, and a predictive equation to estimate critical time will be proposed. Critical time can be used to design tailings deposition and improve the geochemical stability of filtered tailings storage facilities.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/a3720d8b1cc145d4a765cedc6eb8e03e","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","36956f07-b520-4064-bd24-ff20e6cc7743"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Corentin Chevalier","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Establishment of the mechanical and hydraulic apertures of concrete fractures using 3D scans and hydraulic tests","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Khalil","LastName":"El Mekari","Position":"","Organization":"École de Technologie Supérieure Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Water infiltration through concrete fractures in tunnels causes the deterioration of structural elements, such as rebar corrosion and concrete delamination. Polymer injection is commonly used to seal concrete fractures. The fracture aperture needs to be considered when planning the injection because it affects the fracture hydraulic conductivity, the liquid propagation and the pressure distribution in time during the injection. Two types of apertures can be defined: mechanical and hydraulic apertures. The mechanical aperture is the average aperture obtained after establishing the aperture distribution in space. The hydraulic aperture governs the liquid propagation and the head loss during the injection.

This article presents four methods to establish both apertures. For the mechanical aperture, the physical model of a concrete fracture was built and scanned using the Polyworks software. The second method consisted of X-ray computed tomography (CT scans) on core samples taken from a fractured concrete slab and a construction joint of the Montréal Métro. For the hydraulic aperture, an in-situ test was developed based on the injection of water-glycerol mixtures. A variable-head permeability test was also developed and used with the same core samples for which CT scans were obtained.

The scan results of the physical model indicated an important aperture variation depending on fracture surface location. The aperture values were between 0.5 mm and 1.5 mm. The CT scan results displayed a lognormal distribution of the aperture with an average value of 0.62 mm and 0.59 mm for both drilled sampled. Both the in-situ test and the variable-head permeability test established the hydraulic aperture from the cubic law and Darcy’s law for laminar flow in porous media. The hydraulic apertures of the construction joint and the core sample were respectively 0.5 mm and 0.1 mm.
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Khalil El Mekari","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Advanced Testing 2","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"eb53874c-ed2e-46f7-9ff4-49de0dc9b895","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"Ground Improvement","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Column experiments to investigate the thermo-hydro-mechanical-chemical behavior of sensitive marine clay subgrade stabilized with lime under daily thermal cycles","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Chanda","LastName":"Tunono","Position":"Geotechnical EIT","Organization":"Hatch / University of Ottawa","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"To understand their evolution and interaction in lime-treated sensitive marine clay when exposed to daily thermal cycles, the occurring coupled thermal (T), hydraulic (H), mechanical (M), chemical (C) processes were studied. Two columns in which treated clay was placed, compacted and monitored for 28 days were prepared and equipped with various sensors placed at different heights to observe the evolution of the coupled processes. A heating blanket through which daily thermal cycles were applied to the soil was placed at the top of one of the columns while no heating blanket was placed on the other columns, serving as a control. Eight additional columns with compacted treated clay were prepared from which samples for testing were obtained from the top and bottom to understand the evolution of the properties after 1, 3, 7 and 28 days. To four of the eight columns, thermal cycles were applied while no thermal cycles were applied to the other four. From the results obtained, it was observed that daily thermal cycles significantly affect the chemical (e.g., lime hydration), mechanical (e.g., strength, deformation), hydraulic (e.g., hydraulic conductivity, suction) and thermal (e.g., thermal conductivity, temperature) properties of treated sensitive marine clay. As a result of lime hydration, mechanical properties of the clay were seen to have improved tremendously, however, application of the daily thermal cycles were seen to contribute significantly to the improved properties due to higher curing temperatures which increased the kinetics of the chemical reactions. In addition, suction was observed as an influencing factor in the development of the mechanical properties. The results presented in the manuscript on the effects of daily thermal cycles on the THMC properties or behavior of lime treated sensitive marine clay subgrade would thus, contribute to cost-effective design and maintenance of pavement structures constructed on sensitive marine clay soils. 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Chanda Tunono","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Preloading consolidation monitoring in alluvial sediments for a replacement water control structure","PresentationBio":null,"Title":"Mr.","FirstName":"Joel","LastName":"Hilderman","Position":"Manager - Saskatoon","Organization":"Klohn Crippen Berger","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The existing Crooked Lake Water Control Structure is approximately 80 years old and has exceeded its serviceable life. Water Security Agency (WSA) of Saskatchewan has commissioned the design of a replacement structure, to be located adjacent to the existing structure and founded on alluvial sediments of silt, sand and clay, typical of the Qu’Appelle Valley in southern Saskatchewan. Experience from similar sites in Southern Saskatchewan has shown that these heterogeneous sediments are susceptible to differential settlement which can impede gate operation. The foundation improvement design, selected from an options assessment, consists of a 5 m high preload pile with a network of wick drains, pore pressure monitoring instrumentation, and settlement monitoring instrumentation. Settlement monitoring will be achieved using conventional plate and pipe settlement gauges as well as electronic vibrating wire settlement gauges. Monitoring data from the two types of settlement monitoring instruments will be compared throughout the settlement period, with the intent of evaluating accuracy of the electronic settlement gauges.

Construction of the preload consolidation pile was completed on December 21, 2022. Preliminary settlement data collected during construction indicated a range of settlement between 10 cm and 17 cm, measured by the electronic settlement gauges vs 7 cm to 11 cm, measured by the plate and pipe settlement gauges. This paper will present an up-to-date comparison of settlement observations through the 6-month settlement period and a commentary comparing the two types of settlement instrumentation, accounting for: ease of installation, ease of data collection, cost, reliability, and accuracy. WSA intends to use the results as a case study to apply to other new construction projects.

","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/012d159970cc4bdc9a04092616b6d0e2","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bf82828b-f61c-4e5b-b480-66a1af764c7e","53984902-7cc6-40fb-9a45-87f5b8866043","09cb7404-9950-4521-a577-f832ac3d98f9","37e92989-6a53-4e28-a49d-5a869eae7538","015a41a5-802e-4590-8d75-0b291b9cd098","e521135e-8f5c-4d58-a68d-5721614e16a6","d9828fb3-8997-426c-aa85-5a862406a528","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","bcbd0745-a777-4bba-85ca-e65ddd8a1952"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Joel Hilderman","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"DEEP SOIL MIX APPLICATION IN HIGH TEMPERATURE ENVIRONMENT","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Sachin","LastName":"Patel","Position":"","Organization":"Klohn Crippen Berger","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f8e231a9e2164f01830cee8c6b64591c","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The application of Deep Soil Mixing (DSM) was studied as a method of ground improvement for the foundation of a near-shore embankment and seepage control berm that is subjected to a high temperature environment up to 140ᵒC. The soil to be improved is up to 22 m deep and comprises of quaternary sands (Qm) and mixed alluvial sediments (Qa) that are both considered liquefiable during the design seismic event, and weak soil-like volcanogenic bedrock units (Upper Argillics).
The effect of binder factor was studied with binders including Type G oil well cement, a blend of fly ash and Portland cement, and a blend of ground granulated blast furnace slag (GBFS) and Portland cement. 83 unconfined compressive strength (UCS) tests were performed after curing specimens at temperatures of 30ᵒC, 50ᵒC, 90ᵒC and 140ᵒC. The study focuses on evaluating the mechanical properties of the resulting soil-cement mixtures.
The results show that the deep soil cement mix can improve the strength of soil in high temperature environments and provide a potential solution for stabilizing deep foundations and slopes in such conditions.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/feae4bdebe394ee5afbc7db200e366fc","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["337b6429-ced3-4f03-8be5-c5c309c4e725","5ee9588f-ac4a-46a5-8423-e36e9572d545","09cb7404-9950-4521-a577-f832ac3d98f9","53984902-7cc6-40fb-9a45-87f5b8866043"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/sachin-patel-kcb","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/sachin-patel-kcb","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/sachin-patel-kcb","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/sachin-patel-kcb","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Sachin Patel","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and Execution of Vibro Stone Columns with Drainage and Reinforcing Functions","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Houman","LastName":"Soleimani Fard","Position":"","Organization":"Keller","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/41f6d28783744c99938229e134a860c1","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Stone columns are vertical elements made of coarse-grained materials installed in the ground by different techniques to improve the load bearing behavior of the ground through their reinforcing function. However, regarding the relatively high permeability of the columns, they can also function as vertical drains and not only improve the seismic performance of the ground through faster dissipation of the earthquake-induced excess pore water pressure, but also accelerate the consolidation rate in fine-grained subsoil layers subjected to a surcharge load. In this paper a case study project is presented in which a ground consisted of a 7-m-thick very soft fine-grained layer. First, the ground was treated by stone columns and then preloaded with a 7.5-m embankment. The main objective of this project was to increase the OCR and improve the modulus of deformation of the soft layers through consolidation prior to the main construction. During the course of the consolidation, settlement and piezometric pore water pressure at different points of the ground were recorded. The pore water pressure dissipation and the ground subsidence were calculated using Plaxis software. All material properties needed for the modelling were studied by various field and laboratory tests. The reasonable match between the simulation results and the monitored data validated the employed calculation approach and the selected material properties, with which the long-term consolidation behavior of the stone-column-treated ground under the working load was predicted.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/94e75016da2d449fb0ff253572002ed7","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37e92989-6a53-4e28-a49d-5a869eae7538","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","53984902-7cc6-40fb-9a45-87f5b8866043","bf82828b-f61c-4e5b-b480-66a1af764c7e","bcbd0745-a777-4bba-85ca-e65ddd8a1952","fca0726e-0e5c-41c2-a066-86103c338a06"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/houman-soleimani-fard-phd-958520a9/","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/houman-soleimani-fard-phd-958520a9/","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/houman-soleimani-fard-phd-958520a9/","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/houman-soleimani-fard-phd-958520a9/","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Houman Soleimani Fard","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Performance evaluation of standard grouted anchors versus expanded anchors","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Mudasser","LastName":"Noor","Position":"Senior Geotechnical Engineer","Organization":"Scientific Applied Concepts","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Foundations and tiebacks with expanded elements have been used in the past, namely soil anchors, driven, vibrated and bored piles. This paper presents a test program conducted at a site in Ottawa, Ontario, Canada, comparing performance of a conventional tieback (strand anchor with gravity grouting method) and a shorter tieback with an expanded anchor. The conventional tiebacks (strand anchors) were 150 mm in diameter and were constructed to a depth of 28 meters:18.0 meters of unbonded length and 10 meters bonded in dense sands with gravity grout. Tiebacks anchored with expanded elements were installed in a 228 mm diameter hole, and were expanded at a depth of 7 m in loose to compact sands. The expanded portion was initially 1.2 meters long and about 0.95 meters long after expansion. The remainder of the tieback was unbonded. The results of the tension test conducted on both types of tiebacks showed that the tiebacks with expanded elements provided about three times the resistance measured for conventional anchors, even in less competent soils.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1f76c44ec0634ccea64d96947b473719","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["7cfcf70b-b7f1-4233-b91d-5d98cc719649","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","67594030-c6c7-40a6-af62-8c27daa5f778"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Mudasser Noor","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Exploring the thermo-mechanical characteristics of modified rammed earth with pulp mill fly ash and hydrated lime stabilization","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Sumi","LastName":"Siddiqua","Position":"Associate Professor","Organization":"University of British Columbia","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/56db5370d8fe4e43be27bdded3f73dd4","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The rising demands for housing and the carbon footprints associated with construction materials have urged the relevance of sustainable construction practices that use natural materials and generate low carbon emissions. Rammed Earth (RE) is an ancient technology with some desirable properties: eco-friendly, low embodied carbon and naturally available raw material. The construction sector has been practising stabilized RE, which enhances the strength by adding binders such as Portland Cement (PC), lime, etc. But RE is not widely approved as a standardized building material due to misconceptions related to its strength and lack of structural design and building codes. To meet the current standard of the building codes for concrete, some RE builders use a high amount of PC, up to 20%, to achieve the desired strength; however, it does not serve the greater purpose of carbon footprints.
Many studies in the past have been able to decrease the cement content of RE using various alternative binder contents like fly ash, lime, geopolymers, etc. However, there is a gap in the study that focuses on employing alternate cementitious materials to achieve higher strength requirements. This paper will explore the mechanical and thermal properties of RE with various combinations of selected binder materials, such as pulp mill fly ash and hydrated lime, and investigate the influence of different soil types on the properties of RE. In addition to the mechanical properties, the freeze-thaw durability of RE specimens will also be studied, which is essential in the context of cold regions in Canada with below-freezing temperatures. This study is expected to contribute to the higher acceptance of RE in green building construction.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1a5d81ca339d44e4a1d69bd69f095b94","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["5ee9588f-ac4a-46a5-8423-e36e9572d545","c694aeb3-751f-426d-b900-b0f210b4bc46","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","8dfe5ce7-5690-4fe0-8079-770228429ac6","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"Sumi.Siddiqua","_linkedInUrl":"Sumi.Siddiqua","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"Sumi.Siddiqua","LinkedInUrl":"Sumi.Siddiqua","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"http://Sumi.Siddiqua","FullLinkedInUrl":"http://Sumi.Siddiqua","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":5},"SocialMediaLinks":[{"Link":"http://Sumi.Siddiqua","Font":"fab fa-facebook-square","Color":"#3b5998"},{"Link":"http://Sumi.Siddiqua","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Sumi Siddiqua","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"On the Use of Recycled Waste Material in Ballasted Railway Infrastructure: A Review","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Jana","LastName":"Jarjour","Position":"","Organization":"McGill University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Replacing and maintaining damaged ballasted railway tracks is important for the long-term performance of railway systems. This process can be expensive and requires significant amount of natural materials. Meanwhile, waste and refuse materials are growing globally at a fast pace. Therefore, new ideas to reuse and recycle various waste materials in railway structures are needed. Several studies are available in the literature that confirm the feasibility of reusing waste materials such recycled rubber, plastic, glass, etc. to improve the performance of railway infrastructure. This paper reviews the application and performance of these waste materials in four different parts of ballasted railway tracks. These include: (i) use of recycled plastics, slags, and aggregates in sleepers; (ii) use of recycled ballast, rubber and steel furnace slag in ballast; (iii) use of recycled rubber, plastics, and glass in sub-ballast; and (iv) use of recycled rubber under sleepers and ballast (interface zones). It is found that each of these waste materials has a relatively different effect on the performance and properties of the different parts of the ballasted railway. It could also be generally drawn from this review that reusing waste materials with a certain percentage could be cost-effective and efficient in improving the long-term performance hence the stability of the ballasted track. The findings in this study will support the development of more environmentally friendly and cost-effective ballasted tracks while expanding the understanding of the performance of ballast tracks maintained using waste materials.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6ce828259a1a4f6ebd25e5cd50f98566","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["8dfe5ce7-5690-4fe0-8079-770228429ac6","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Jana Jarjour","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Ground Improvement","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"9aa019fe-3f6b-461a-a7bc-8ef6ce416eb5","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"Cold Regions","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A Review of Ground Temperatures at the Hans Creek Bridge Foundation","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ed","LastName":"Hoeve","Position":"Geotechnical Engineer","Organization":"HoevEng Consulting","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/467deb5c7a96499d81519d1423b07cd6","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The Inuvik to Tuktoyaktuk Highway (ITH) includes eight bridges along its 140 km length. The highway crosses continuous ice-rich permafrost terrain and bedrock is generally too deep to be accessed for foundation construction.
All bridge abutments and piers are supported on adfreeze steel pipe piles. Adfreeze steel pipe piles support loads through the strength of the frozen bond between the steel pipe pile and the permafrost soil. The capacity of adfreeze piles is strongly dependent on the temperature of the permafrost, among other factors, and pile capacity decreases as the permafrost warms.
The bridges are required to have a 75-year design life. Pile design was based on two sets of ground temperature measurements. Overall warming of the permafrost in response to projected climate warming was anticipated during design and it was recognized that at least some of the permafrost could approach the onset of thaw over the design life of the bridges. A means to facilitate future pier pile stabilization was incorporated into the design and construction.
The Hans Creek Bridge is at km 57.3 of the ITH and is constructed on two abutments and two piers. Initial post-construction ground temperature monitoring essentially confirmed the design assumptions at the abutment locations, but ground temperatures at the bottom of the pier piles were found to be significantly warmer than assumed and the warmest observed at any of the ITH bridges.
This paper summarizes the ground temperature monitoring data from the initial six years following construction and compares it with the design assumptions. The design and practical implications are discussed. It is expected that intervention to increase the capacity of the pier piles may be required sooner than estimated at the time of design.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5a1a9ee5961948fcbcf858f7f00d0244","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4995b43b-1eb6-47b0-9c1a-16deb9e4f7b7","874e8955-5b7f-4b0b-b8b9-6e111fa7d63c","c30879ad-5990-4f54-a64c-61e66c1fba1d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Ed Hoeve","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Monitoring of permafrost beneath a stream crossing along the Inuvik-Tuktoyaktuk Highway","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Geoffrey","LastName":"Eichhorn","Position":"","Organization":"Royal Military College of Canada","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"With over 40% of Canada’s landmass situated in regions of continuous permafrost, Climate Change and its effects pose a major concern for northern regions. Warming air temperatures, one driver of permafrost degradation, can lead to geohazards such as slope instability, soil subsidence, and ground movement, all of which increase the risk of infrastructure failure. The Inuvik-Tuktoyaktuk Highway (ITH) in the Northwest Territories was opened for use in 2017 as the only year-round transportation link to the Arctic Coast in Canada. Since its opening, significant maintenance has been required to keep the road operational as a result of changes in the underlying permafrost. At kilometer 131 of the ITH, approximately 14km South of Tuktoyaktuk, the highway crosses Gunghi Creek. The crossing was originally outfitted with a corrugated steel pipe (CSP) culvert, but following significant deformation the crossing was rebuilt in early 2021 with an open bottom arch bridge culvert, founded on 20 adfreeze piles. A ground temperature monitoring program was implemented as part of the rebuild to monitor the performance of the new structure. This has consisted of thermistor strings deployed within the piles, along the road centreline, within the embankment, and other areas of interest. Additional climate data is being collected including temperature, wind, precipitation, and snow depth to assist in numerical modelling to help predict future performance of the structure and others like it. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6820fda3f6ea4179a699c8f0f21dc79b","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c109645c-7192-4056-90c3-0a102e793ee4","c30879ad-5990-4f54-a64c-61e66c1fba1d","021bb7ef-2f5c-4402-9ad8-2f932b292442","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","9e701609-8fb7-43d1-9b66-638c3852001a","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Geoffrey Eichhorn","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Characterization of frozen soils using ultrasonic and electrical resistivity tomography","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Pooneh","LastName":"Maghoul","Position":"Associate Professor","Organization":"Polytechnique Montréal","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/357e9d81d0b542ff82bea0153ca4dfd3","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The ability to quantitatively and non-invasively characterize complex multiphase geomaterials is still a major challenge to the engineering, construction, and geophysical fields. In the context of accelerating climate change, construction on permafrost requires remedial measures and appropriate characterization of permafrost (e.g., ice content, unfrozen water content, porosity, ice lenses, soil type, and mechanical properties). Current techniques are insufficient for the efficient characterization of permafrost samples. In this paper, we propose an ultrasonic technique coupled with Electrical Resistivity Tomography (ERT) to overcome critical gaps in permafrost characterization. The correlation between ultrasonic signal, electrical resistivity, and permafrost properties will be investigated numerically and experimentally. Our study will demonstrate the potential of the ultrasonic and ERT techniques for the rapid characterization of permafrost samples in terms of both physical and mechanical properties.

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The temperature can be adjusted between - 57o C and + 80o C by a computer-aided temperature control unit. Temperature variations can be applied while isotropic or anisotropic consolidation stresses are being applied to simulate real conditions. Since in a conventional burette system, the volume of the sample cannot be directly measured due to the freezing of the pore water, a double-walled cell has been utilized in this innovative triaxial setup. Precise calibration tests have been conducted to assure an accurate and stable volume change measurement in different temperatures. In several creep tests conducted under isotopic consolidation over an extended period, the measurement device has accurately captured volume changes. Furthermore, the triaxial device is equipped with an in-cell ultrasonic-based system to determine in real-time the variation in ice content, water content, porosity, density, and mechanical properties of the samples subjected to various thermal and mechanical loading paths. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c052e32fd50040e6abcca0dad72fb983","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["78fd8790-e041-433a-96df-4b72f0647586","17c5189f-b7d7-4c37-a576-5468182c8d08","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Pooneh Maghoul","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Critical parameters sensitivity analysis in thermal modeling of permafrost ground response to climate warming","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Khatereh","LastName":"Roghangar","Position":"","Organization":"University of Calgary","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Climate change has had a significant impact on the Arctic region over the past few decades, where it poses a threat to the stability of permafrost bringing increased temperatures and changes in weather. The harmonic active layer has been shown to be impacted by climate change at the ground surface, and warmer air temperatures can result in progressive permafrost thaw, resulting in a deeper active layer. This study aims to assess the effects of four critical parameters on the response of permafrost ground to climate warming using the fifth phase of the Coupled Model Intercomparison Project (CMIP5). We used TEMP/W to predict the depth of the active layer in the future by analyzing variations in depth, climate models, water content, and soil types. The results indicate that, for coarse-grained soils, the depth of the model is a more significant parameter than for fine-grained soils. The water content of all soil types is a critical factor in determining the time at which permafrost disappears or the depth at which the active layer is located. There is a significant difference in results when using different climate models for samples containing less water at lower depths.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/8d797acbff694b15b797cb36c306ccc6","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c30879ad-5990-4f54-a64c-61e66c1fba1d","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Khatereh Roghangar","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Hydraulic conductivity assessment of mining dams with frozen components ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Zakary","LastName":"Picard","Position":"Student","Organization":"Université Laval","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/ae6213b3f6f74648b512402e00db018a","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Frozen components are sometimes used as impervious components for dams based on the low hydraulic conductivity of frozen soils. This paper offers an overview of the engineering methods used for the design of frozen components of mining dams. The non-linear relations between hydraulic conductivity, matrix suction, unfrozen water content and the thermal regime of the embankment as well as soil anisotropy are parameters that should be further investigated as they could provide valuable insight for the seepage across frozen components. The evaluation of the hydraulic conductivity is often based on homogeneous conditions. Yet, the heterogeneity of the distribution of the unfrozen water content due to soil type and ice content variability might cause preferential conditions where seepage might be initiated, and thermal erosion can occur. The coupling of seepage and thermal models and the modelling scale are also discussed. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/641ac983ef9c436281a7bd07ebff19dd","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9863398c-8604-4d03-854d-488fde0f5625","c30879ad-5990-4f54-a64c-61e66c1fba1d","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Zakary Picard","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Estimating Thaw-Settlement of Coarse-Grained Permafrost Samples Using Index Void Ratios","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Zakieh","LastName":"Mohammadi","Position":"Phd Candidate","Organization":"University of Calgary","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Climate change is affecting the Arctic and sub-Arctic regions, resulting in the degradation of permafrost, which in turn is negatively impacting the infrastructure. Thaw-induced settlement can lead to compromised safety and serviceability, unforeseen maintenance costs, and reduced life cycles for infrastructure, therefore, it is important to account for thaw settlement when planning for future development. While it is ideal to perform a sufficient number of thaw-settlement tests to make a site-specific and reliable estimation of settlement, this is not feasible in many cases due to remoteness, harsh weather conditions, and high cost. Therefore, this study presents a new approach for estimating the thaw settlement of coarse-grained permafrost sediments by means of estimated maximum and minimum void ratios (index void ratios). This approach uses published predictive tools derived from a sufficiently large database with input parameters such as mean grain size, coefficient of uniformity, and fine content to obtain index void ratios. These values are then used to draw conclusions about the thawed void ratios of coarse-grained permafrost samples and their thaw strain. A dataset containing results of 60 thaw-settlement tests on coarse-grained permafrost samples along with corresponding properties, collected by the Centre d'Études Nordiques, was used to validate the predicted thaw strains against measured values. The results of the validation exercise showed the estimated thaw strain values are in reasonable agreement with the measured values, demonstrating the accuracy and reliability of this approach. Tailored specifically for granular materials and relying only on particle size distributions (commonly reported in site investigation reports), this approach can provide a reliable and cost-effective method for predicting the thaw settlement of coarse-grained permafrost sediments. This approach provides a highly valuable tool for engineers and planners and holds a great benefit when planning for infrastructure development in permafrost regions.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/881ead85e89445a5b12315bb1cd6f104","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d9828fb3-8997-426c-aa85-5a862406a528","dfd9d3e9-efde-40c4-a287-28df102b942a","c30879ad-5990-4f54-a64c-61e66c1fba1d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Zakieh Mohammadi","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Cold Regions","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"743ed5f6-06f2-4460-b4c0-90d4628b118f","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"Dams and Embankments 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Advancing Geophysical Imaging of Earth and Tailing Dams through Machine Learning Techniques","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Daniel","LastName":"Campos","Position":"Vp Operations","Organization":"Geophysics GPR International","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5fa9137f3585436eaa67df7e0cc0b787","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The geotechnical industry has increasingly recognized the importance of ensuring the safety and integrity of tailing and earth dams, following recent catastrophic failures that have caused severe environmental damage, harm to personnel and infrastructure, and risks to downstream populations. Although conventional geophysical methods are commonly used to assess tailing dams, they are typically employed in a reactive manner to address known issues or problems, rather than as proactive monitoring tools.
The authors have developed an innovative approach for the geophysical characterisation of tailing and earth dams aimed at proactively ensuring dam safety and integrity. This approach is built on two innovative elements: the MASwAI machine learning-driven processing algorithm and the TISAR seismic resonance imaging method.
Thanks to the fast-processing capabilities of MASwAI, the high high resolution of seismic resonance imaging, and the integration of IoT instrumentation, the authors have developed a combined approach that allows for the installation of permanent instrumentation (geophones, seismic data loggers, and communication relays), to monitor the integrity of earth dams in real-time. Regular imaging of the dam structure can detect any changes or anomalies in the infrastructure. This approach adds significant value to conventional monitoring techniques, whether used for annual evaluation or more frequent surveillance of critical areas.
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\tThe stability of a typical open-pit mine structure is studied using 2D and 3D slope stability analyses. The water seepage conditions associated with each stability analysis are also simulated in 2D and 3D respectively. The mining structure consists of a loading ramp built out of fill material near the edge of the open-pit mine excavation. The local water seepage conditions and 3D nature of the structure produce factors of safety that differ substantially in 2D and 3D. This study demonstrates that the 3D analyses capture failure features that remain hidden when 2D cross-sections are studied without accounting for the 3D nature of the domain geometry. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/cbdc9ed18e5b4e97a973f814c998693c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9863398c-8604-4d03-854d-488fde0f5625","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","d09f8bc4-b946-407d-83d7-dc3b24af9be6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Kathryn Dompierre","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Influence of Material Damping Characteristics On the Seismic Behavior of Rock-fill Dams ","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Seyyed Kazem","LastName":"Razavi","Position":"","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Multi-dimensional nonlinear ground response analysis are slowly become the norm in earthquake engineering practice. However, they require advanced cyclic models that can reproduce the soil’s dynamic behavior with a high accuracy. In this study, a nonlinear cyclic model, developed combining and modifying the formulations of existing nonlinear cyclic models, is introduced. The model is capable of taking any desired damping and shear modulus reduction curve as input. An example of simulation is presented in which a set of reference curves is used to perform a 2D dynamic analysis to study the seismic behavior of a rock-fill dam. The simulations are also performed with input curves obtained from the Masing rules to investigate the effect of material damping characteristics. Results indicate that the damping curves generated by the Masing rules produce lower amplification in PGA for strong earthquakes, while higher PGA is observed for weak earthquakes. Using the Masing rules and attempting to modify the shear modulus reduction curves to generate damping curves closer the reference curve resulted in softer material, which significantly reduced PGA amplification in the dam.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/77becba576ea4bebaa7a98a4644708a3","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["337b6429-ced3-4f03-8be5-c5c309c4e725","015a41a5-802e-4590-8d75-0b291b9cd098","9e701609-8fb7-43d1-9b66-638c3852001a"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/seyyed-kazem-razavi-0a2117206","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Seyyed Kazem Razavi","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Recent Slurry Cutoff Walls: Applications and Lessons Learned","PresentationBio":null,"Title":"","FirstName":"Charlie","LastName":"Krug","Position":"","Organization":"Canada Geo-Solutions","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Cutoff walls are commonly used throughout Canada for many applications including groundwater control, dam and levee construction, and environmental barriers. Canada Geo-Solutions (GSI) has installed many cutoff walls in Canada via slurry trenching and other methods over the past decade for numerous applications and industries. This paper will serve as a culmination of the lessons learned from those projects while highlighting the variety of industries and applications. In addition, this paper will discuss some recent trends in cutoff wall installations, including deformation and elastic modulus requirements, minimum/maximum strength criteria, and GUL cement. For each topic a realistic expectation will be provided for those requirements based on past project data.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1b4e51baa9c347c29e2258f4948b4833","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["dfd9d3e9-efde-40c4-a287-28df102b942a","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","9863398c-8604-4d03-854d-488fde0f5625","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","bf82828b-f61c-4e5b-b480-66a1af764c7e","7cfcf70b-b7f1-4233-b91d-5d98cc719649"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Charlie Krug","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Study on Borehole Backfill Grout Mix for Geotechnical Instruments in Embankment Dams","PresentationBio":null,"Title":"Mr.","FirstName":"Kevin","LastName":"Freistadt","Position":"Project Manager","Organization":"AtkinsRéalis","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The fully grouted installation method for geotechnical monitoring instruments has been popular over the conventional sand filter - bentonite seal. A general guideline for a grout mixture is available, however, the effectiveness of a grout mixture with reference to the intrinsic engineering characteristics of soils for given applications has not been fully understood. A well performing grout mixture requires properties that are comparable to those of the surrounding soil, particularly in strength, elasticity, and hydraulic conductivity.
Whilst successful long term performance of grouted instruments can be assured by designing a proper grout mixture for the ultimate properties, a grout also needs to have balanced pumpability and viscosity during installation. An assessment was completed for four (4) industry standard grout mixtures, each with a unique Water: Cement: Bentonite ratio governing the grout properties. To assess the impact of mixing ratio and property change with respect to time, unconfined compressive strength, Young’s modulus, and hydraulic conductivity were tested at 7 days, 28 days, and 84 days. Moreover, pure bentonite (free from polymers) and two commercially available bentonites (with polymers) were tested with each grout mixture to ascertain the potential impact of polymers on grout performance. The objective of this study was to understand the performance of each grout mixture and to provide a standardized procedure to mix a grout with respect to given geotechnical application and local geology.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bbf5d089478343898181b7b80e041644","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["015a41a5-802e-4590-8d75-0b291b9cd098","c694aeb3-751f-426d-b900-b0f210b4bc46","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Kevin Freistadt","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Application of Aggregate Filled Shipping Containers as a Temporary Retaining Wall","PresentationBio":null,"Title":"Mr.","FirstName":"Kun","LastName":"Yang","Position":"Geotechnical Engineer","Organization":"Kiewit","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"A temporary retaining wall consisting of two levels of intermodal shipping containers stacked on top of each other was constructed to provide a work platform. The platform was constructed within the downstream bays of concrete sluiceways to facilitate refurbishment of existing permanent structures at an existing hydroelectric station. Filled with loose sand and gravel, the containers functioned as a temporary gravity retaining wall to support an upstream working platform for construction equipment, including a 300T crawler crane, loaded dump trucks and excavators. The container wall was 5 meters high, retaining 6.3 meters of back fill behind it. The working pad behind the container wall was constructed of granular fill with uniaxial geogrid reinforcement to reduce active pressure on the containers. The container wall was monitored for lateral and vertical movement post construction and during the service life for about one year duration. Right after commissioning, significant initial movements were observed, that stabilized over a one-month period. Two-dimensional numerical modelling in Plaxis was used to understand the wall movement response and predict the response for use of different equipment from the back of wall with variables offsets. The successful application of the filled container wall demonstrates a cost-effective solution compared with traditional retaining structures for temporary engineering services to expedite construction of permanent structures.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6202fe4e499142c39e197f0cce887ddf","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["6e139690-e513-4b3a-9368-bbfb8c039f9f","67594030-c6c7-40a6-af62-8c27daa5f778","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Kun Yang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Could regular satellite InSAR monitoring have helped prevent the Jagersfontein tailings dam failure?","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Andrew","LastName":"Lees","Position":"Global Application Technology Manager","Organization":"Geofem","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The use of space technologies for infrastructure asset monitoring and assessment has seen a great increase in recent years. New satellite constellations, advancing technologies and increasing awareness of safety have contributed to the endorsement of satellite based assessments for infrastructure assets.
Over the years, collapses of mines and tailings dams have caused loss of human life, environmental and economic catastrophes. In September 2022, a major breach occurred in the Jagersfontein diamond mine tailings storage facility in Free State, South Africa. A mudslide occurred that killed three with a further four missing, swept away nine homes and damaged more than twenty. The sludge continued across the landscape, inundating rivers and grazing land.
This paper presents the results from a satellite based analysis using the freely available Sentinel-1 data from the Copernicus constellation. Differential interferometric synthetic aperture radar (DInSAR) analysis was used to retrospectively measure displacement in the dam prior to and leading up to the failure. A clear acceleration of dam movement in the vicinity of the collapse occurred weeks before the breach. Had this or any other suitable monitoring technique been in place prior to the collapse, adequate warning would have been provided to deploy appropriate prevention, mitigation or warning measures that would have lessened the impact or avoided the collapse altogether.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/d5ff1db4f35f4f2d86ddef865f4cabfc","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","e3afa0fa-d963-4569-87aa-11e00052b333","90ec5f94-0e80-45fe-9e68-44fdaf072002","121e3663-257e-4546-af88-c7f8f5210334","337b6429-ced3-4f03-8be5-c5c309c4e725","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","021bb7ef-2f5c-4402-9ad8-2f932b292442","bf82828b-f61c-4e5b-b480-66a1af764c7e","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Andrew Lees","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Dams and Embankments 2","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"9ec1e536-3f9f-45d2-b6ab-cd5b1d701def","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"CFEM (Special Session) & CGS/GBA (Special Session)","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":"CGS/GBA Special Session: 10:30-11:15\r\n\r\nTopic: Learning from Others’ Pain – Loss Prevention through Lessons Learned

\r\n\r\nYou chose to work in a very risky profession. Whether you are a geotechnical engineer, environmental engineer, scientist, geologist, testing and inspection professional, designer, or support those fields, the environment where we work is risky. This is a good thing. Yes, risk is good because without it, the world would not need smart, creative problem solvers like you. Without risk our jobs would be boring and routine.

\r\n\r\nManaging risk is critical to loss prevention.

\r\n\r\nWhat are some of the project risks associated with what you do as a professional?

\r\nThey may include:\r\n•\tunanticipated subsurface conditions\r\n•\texpansive or compressive soil\r\n•\tpast land use\r\n•\tliquefaction\r\n•\tseismic events\r\n•\tweather related risks \r\n\r\nIn addition to project risk, business is risky too. Clients, contractors, subcontractors, and sometimes, even our own employees can increase risk.

\r\n\r\nEvery day we go to work, we experience risk. And with risk, mistakes happen. \r\n\r\nThe best part about this is that MISTAKES ARE OPPORTUNITIES! Mistakes are opportunities to learn and to get better. Sometimes, those opportunities to learn are painful and take lots of time, energy, and money. There is a better way.\r\n\r\nWhat if we could learn from other people’s mistakes?

\r\n\r\nAttend this session and learn about GBA’s library of Case Histories. Real life projects that went horribly wrong. Learn how you can avoid risk by learning from other people’s real-life losses. Most importantly learn the most common lessons learned so you can avoid them on future projects to be smarter, stronger, and more successful.

\r\n\r\n\r\n\r\n\r\nCFEM Special Session: 11:15-12:00 : \r\n\r\nAfter four long years of a long, concentrated effort by an army of volunteers, the 5th edition of the Canadian Foundation Engineering Manual 2023 is now finished and will be available for purchase, if not at GeoSaskatoon, then immediately thereafter. There will be a booth in the exhibition area where you the prospective user will be able to view and try out the latest edition. We trust that you will bring your credit cards along and place an order. \r\n\r\nThe special session will recognize and thank the many volunteers, and introduce and highlight the new features of the Manual. We invite everyone, including the Senior Advisory Committee members, the Chapter Leads and contributors, and all reviewers to join us, as well as all attendees at the conference. We look forward to “throwing the switch” at GeoSaskatoon.\r\n","Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#E46C0A","Location":"Orange Room (Regal Room - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Learning from Others’ Pain – Loss Prevention through Lessons Learned","PresentationBio":"Joel G. Carson is the Geoprofessional Business Association’s CEO and Executive Director. He leads, directs, and manages the association’s operations to achieve its Purpose, Vision and Strategic Plan and he acts as the primary liaison for the organization with members, external parties and the public.

Prior to his selection as GBA’s Executive Director, Joel was a practicing geoprofessional consultant for more than 25 years and upon his retirement from Kleinfelder had served as a Senior Vice President, and Senior Principal owner. While with Kleinfelder, he was an active volunteer leader for GBA where he served as Task Force Leader, Committee Chair, and on the Board of Directors.

Mr. Carson is a seasoned public speaker who has presented loss prevention and business optimization topics to thousands of geoprofessionals across the globe. He will educate, entertain, and inspire your audience as he shares his experiences working with leaders from across North America.
","Title":"Mr.","FirstName":"Joel","LastName":"Carson","Position":"Executive Director","Organization":"Geo Professional","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/61c754a24cba4851af06528a8052e43e","IsPresentingAuthor":false,"Order":null,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"You chose to work in a very risky profession. Whether you are a geotechnical engineer, environmental engineer, scientist, geologist, testing and inspection professional, designer, or support those fields, the environment where we work is risky. This is a good thing. Yes, risk is good because without it, the world would not need smart, creative problem solvers like you. Without risk our jobs would be boring and routine.

Managing risk is critical to loss prevention.

What are some of the project risks associated with what you do as a professional? They may include:
•\tunanticipated subsurface conditions
•\texpansive or compressive soil
•\tpast land use
•\tliquefaction
•\tseismic events
•\tweather related risks

In addition to project risk, business is risky too. Clients, contractors, subcontractors, and sometimes, even our own employees can increase risk.

Every day we go to work, we experience risk. And with risk, mistakes happen.
The best part about this is that MISTAKES ARE OPPORTUNITIES! Mistakes are opportunities to learn and to get better. Sometimes, those opportunities to learn are painful and take lots of time, energy, and money. There is a better way.

What if we could learn from other people’s mistakes?

Attend this session and learn about GBA’s library of Case Histories. Real life projects that went horribly wrong. Learn how you can avoid risk by learning from other people’s real-life losses. Most importantly learn the most common lessons learned so you can avoid them on future projects to be smarter, stronger, and more successful.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. Joel Carson","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"CFEM (Special Session) & CGS/GBA (Special Session)","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"02ed01ad-92b9-48d2-a551-d4faf28d9422","SessionBlockId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","Name":"Geoenvironmental 3","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"10:30:00","EndTime":"12:00:00","StartTimeOverride":"10:30:00","EndTimeOverride":"12:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Preliminary Assessment of Antioxidant Depletion from a Polypropylene Coating on a Geosynthetic Clay Liner","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Samuel","LastName":"Makinde","Position":"PhD Student","Organization":"Queen's University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/7aa014ff03b84d7fbbcb8ebe26148872","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Multicomponent geosynthetic clay liners often have a polypropylene coating about 200 g/m2 applied to a standard geosynthetic clay liner (GCL) to substantially reduce the hydraulic conductivity and minimize premature hydration of the GCL. These multicomponent GCLs may be used in applications with design lives of 100 years or more. However, the service life of the coating is unknown. This paper described testing that is being conducted to evaluate the depletion of the antioxidants used to protect the polymer from thermal oxidative degradation. Samples of the impregnated coated geotextile (GTX) are immersed into a simulated municipal solid waste leachate aged at 40oC, 55oC, 65oC, 75oC and 85oC. By monitoring the rate of antioxidant depletion at different temperatures, Arrhenius relationship is established that will allow the prediction of the time to antioxidant depletion at temperatures relevant to a particular landfill application. Based on data available at the time of writing, the paper will provide the first preliminary estimates of the time to antioxidant depletion and hence the critical stage in the service life of the coating component of a multicomponent GCL.

","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/70d0c4ec420c40dc96e2d6d82143ca4d","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["6e139690-e513-4b3a-9368-bbfb8c039f9f","37e92989-6a53-4e28-a49d-5a869eae7538","70f3ef96-808f-4c2b-aa50-01f0bb3ea500"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Samuel Makinde","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Assessing the Impact of Hydraulic Hysteresis with Air Entrapment Consideration on Water and Salt Transport in the Vadose Zone","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Rashid","LastName":"Bashir","Position":"Associate Professor","Organization":"York University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Brine-produced in oilfields is a major source of saline water, leading to the contamination of soil and groundwater. The interaction of meteoric water and atmospheric evaporative energy with the unsaturated soils controls the water balance at the ground surface, hence dictating the water movement and salt/solute transport in the subsurface. Considering that unsaturated soils typically undergo frequent cyclic drying and wetting events, hydraulic hysteresis, including air entrapment consideration, plays an important role in the movement of water and solutes within the vadose zone. In most instances, hysteresis in hydraulic functions is ignored, and land-climate interaction analysis is carried out, solely by representation of soil water characteristics by either the initial or the main drainage curve, even to represent intermittent cycles of climatic drying and wetting. This research utilizes a variably saturated flow and transport model to study the impact of hydraulic hysteresis on the salt transport in the subsurface using multiyear climate data for varying climatic conditions across the province of Alberta. The hysteretic soil water characteristic curves used for assessment also consider the air entrapment, which is usually excluded in hysteretic analysis. The results show that the inclusion of hysteresis in the land-climate interaction analysis, results in dissimilar solute distributions in the subsurface when compared with non-hysteretic analysis. Furthermore, the relative impact scale of hysteresis on the solute transport is the function of climate type and degree of air entrapment. A larger impact of hysteresis on solute transport can be observed for fine textured soils. In addition, the results also show that excluding air entrapment in hysteretic analysis underestimates the advective flux of the solute and can potentially lead to improper assessment of solute transport.

","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fbec75ecbca744f3a1be82e3078af747","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","dfa5844f-1451-4979-ba56-32beaed56fc6","f52f859f-8436-4389-8718-d2d74f5e44c7","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Rashid Bashir","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Test Sample Development for Fractured Cement-Based S/S Research","PresentationBio":null,"Title":"Mr.","FirstName":"Hadi","LastName":"Matin-Rouhani","Position":"PhD Candidate","Organization":"Dalhousie University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/c7e04c692c014ffdb098cc43e347079f","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Understanding the long-term performance of cement-based solidification/stabilization (S/S) systems at limiting contaminant migration from remediated sites is important for environmental professional decision makers. Design of these systems usually involve creating a low-hydraulic conductivity material such that contaminant flux from these materials is diffusion-controlled. However, environmental loadings such as temperature and moisture have the potential to induce microcracking of these systems in the long term, which introduces a complex relationship between the matrix of the cement-based S/S system and the fractures that develop in the material. This relationship may induce additional contaminant flux from these systems. Research to better understand and prediction contaminant flux from fractured S/S materials is ongoing at Dalhousie University. This paper will describe the mix design development of a silty sand material used in this S/S fractured system research.
Results of basic characterization testing of a silty sand (sieve, limits, moisture density) are presented and the procedure followed for ensuring consistent a grain size distribution of the silty sand for S/S sample preparation is described. In order to develop a brittle, low hydraulic conductivity S/S material from the silty sand, a mix design process is described in which different water:cement ratios are prepared at different cement contents. Visual descriptions of the resultant hardened mix are presented, as well as results of unconfined compressive strength tests on mortar cube size samples from the different mixes. Based on this preliminary work with the mix design, a target mix design is selected to develop a moisture density relationship for the soil-cement mix at different water contents (i.e. water:cement ratios). Results of flexible wall hydraulic conductivity testing of some of the water contents of the soil-cement mix is presented. Justification for the selection of the diffusion-dominated cement-based s/s mixture for future research is described.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5308a8784a954ce88c2485bf20692a8a","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6","10f7e074-8fc3-443e-b203-c12d6d2f121c"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/hadi-matin-rouhani-20276848","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/hadi-matin-rouhani-20276848","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/hadi-matin-rouhani-20276848","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/hadi-matin-rouhani-20276848","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Hadi Matin-Rouhani","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Hydraulic properties of crushed-rock bentonite mixtures used as low permeability materials in mine wastes confinement structures","PresentationBio":null,"Title":"Ms.","FirstName":"Yosra","LastName":"Hfaiedh","Position":"","Organization":"Université du Québec","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Safe storage of mining materials often requires their confinement in structures such as dams and engineered cover systems. Such impervious boundary layers can be made of various materials, but typically require one (or more) layer of fine-grained materials that act as the main barrier between the mine wastes and the environment. In some contexts, and especially for remote Arctic mine sites, natural fine-grained soils are not always economically available at the construction site. Therefore, soil- or crushed rock-bentonite mixtures could offer an interesting alternative to fine-grained materials.
This study aims to characterize and optimize the hydraulic properties of crushed-rock bentonite mixtures for potential use as construction materials in mine wastes confinement structures. This article first presents the material preparation procedure as well as the basic geotechnical properties of the tested materials. Then, several permeability tests were performed to assess the effects of the (1) type of bentonite, (2) bentonite content and (3) grain-size distribution of the crushed rock on the saturated hydraulic conductivity of crushed rock-bentonite mixtures. The test matrix involved measuring the saturated hydraulic conductivity of crushed rock-bentonite mixtures made with two different sodium bentonites at bentonite contents ranging from 5.0 to 9.0%. The uniformity coefficient of the base crushed rock material ranged from 6.5 to 23.0. Results show that the saturated hydraulic conductivity of crushed rock-bentonite mixtures varied from 2.0×10-7 to 3.5×10-8 cm/s. Crushed-rock bentonite mixtures with higher bentonite contents and greater uniformity coefficients generally resulted in lower measured saturated hydraulic conductivities. Test results also highlight that the hydration process has a significant impact on the saturated hydraulic conductivity. The results of this study provide insights on the factors governing the saturated hydraulic conductivity of crushed-rock bentonite mixtures and their potential use as low permeability materials in mine wastes confinement structures.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e2b3bf64af954adc8b00d9fe633ec434","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["16c99a9a-6ded-4064-ab6b-d52e0dccee53","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb","acdf2ed2-b10b-4c97-81a1-008bbe9d3ab6"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Yosra Hfaiedh","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"LABORATORY ASSESSMENT OF THE CLAY-BASED COVERS ABILITY \r\nTO LIMIT THE ACID MINE DRAINAGE PRODUCTION.\r\n","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Kakou Emmanuel Evrard","LastName":"Niamke","Position":"Student","Organization":"Université du Québec en Abitibi-Témiscamingue","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Clay materials deposit cover a large area in the Abitibi region but are less used in mine site reclamation due to their susceptibility to freeze-thaw (FT) effects. These effects induce changes in their hydrogeological properties and increase their saturated hydraulic conductivity (ksat). Recently, Abitibi clay materials (CM) were amended in the lab and submitted to different FT cycles. Investigation results show that FT effects on the ksat were very limited.
To evaluate the possibility of using the amended clay materials as low hydraulic layer (with sand and/or silt material up to 25%) in the mine site reclamation, this study was initiated. Eight Laboratory-based, instrumented experimental columns, were used to simulate, low saturated hydraulic conductivity covers (LSHCC) made with different amended clay materials and submitted to wetting-drying cycles, where volumetric water contents, and suctions were measured. Investigation results show that during tests, the amended clay materials remained close to water saturation and the water infiltration across LSHCC were very limited. These results allow to conclude that amended clay materials can be used adequately as LSHCC.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1040c8e876c54a778aaaff291239a5d7","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","37e92989-6a53-4e28-a49d-5a869eae7538"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/emmanuel-niamk%C3%A9-kakou-bsc-in-mining-engineering-833374bb?trk=contact-info","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/emmanuel-niamk%C3%A9-kakou-bsc-in-mining-engineering-833374bb?trk=contact-info","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/emmanuel-niamk%C3%A9-kakou-bsc-in-mining-engineering-833374bb?trk=contact-info","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/emmanuel-niamk%C3%A9-kakou-bsc-in-mining-engineering-833374bb?trk=contact-info","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Kakou Emmanuel Evrard Niamke","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design and construction of instrumented buried field columns to assess the environmental fate and transport of munition residues in the vadose zone in cold regions.","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Marc-Alexandre","LastName":"Fillion","Position":"","Organization":"Institut National de la Recherche Scientifique","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/954a94b6814b490dbf6e11a672ba7318","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Over the past 30 years, environmental contamination problems have been identified worldwide in connection with the use of military munitions, sometimes resulting in plumes of contaminants in aquifers. Therefore, it is important to study the environmental fate and transport of munitions residues generated following destruction/demilitarization of military items. Most laboratory techniques do not allow to accurately quantify the effects of seasonal freezing and thawing on the water balance and mass transport of contaminants, whereas large-scale field test does not provide the required level of control on experimental parameters. For this purpose, an infrastructure composed of 12 instrumented buried field columns (0.45m diameter and 1.25m long) was constructed in Valcartier (Quebec) to assess the mobility of propellant and explosives in unsaturated soils from a destruction site. Such setup has the advantage of allowing the monitoring of the complex snow-ground-infiltration interactions observed during the spring and assess their impacts on contaminant transport. The infrastructure is divided in three clusters of four columns, allowing to study three types of contaminants concurrently. Each cluster is configured and instrumented in a way to assess the materials’ thermo-hydrogeological behaviour, the total dissolved mass of munition residues (input function) as well as the fate and transport of selected munitions residues in unsaturated sand. All columns are connected to a water sampling (tipping bucket) device hosted in a buried concrete tank. A remote climate and environmental monitoring station is also implemented at the site. This study will provide insights into the water and mass flows of dissolved ammunition residues in unsaturated sand in cold regions and provide the Department of National Defence (DND) with information on the potential migration of munition residues. The proposed infrastructure will allow to conduct environmental fate studies of other common and emerging contaminants in different climatic and hydrogeological settings.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0026537621f64236b440d95996681ba3","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["36956f07-b520-4064-bd24-ff20e6cc7743","dfa5844f-1451-4979-ba56-32beaed56fc6","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Marc-Alexandre Fillion","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Groundwater Flow and Transport for Fractured Rocks Using Geostatistical Simulation under Uncertainty Quantification Framework","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Huyen","LastName":"Nguyen","Position":"","Organization":"Matrix Solutions","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2a6976b384a948df82436a5228003e07","IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This presentation describes a numerical modelling methodology applied to investigate fate transport in groundwater of fractured rocks using geostatistical Sequential Indicator Simulation (SIS) and an iterative Ensemble Smoother algorithm (PESTPP-iES) for quantitative uncertainty analysis. A three-dimensional (3D) numerical model was set up with the horizontal mesh using quadrilateral mode to represent the shale and sandstone at the site under fully saturated condition. The 3D mesh layer elevations were designed to be aligned with bedding plane strike and dip of the bedrock units. To capture heterogeneity and uncertainty in the hydraulically connected fractures network, equiprobable realizations were constructed using SIS which have the same proportion of sandstone (30%) and shale (70%) as observed from geophysical logs and core analysis. This approach was able to reproduce a 3D spatial heterogeneity expected from a fracture network within a porous bedrock. Coupled steady-state and transient calibration were conducted using PESTPP-iES with model parameters within the range of measured values. Pre-pumping groundwater condition, hydraulic responses to pumping tests, and historical dissolved chloride concentrations within the monitoring well network was used to perform historical matching. The result of this process is an ensemble of calibrated realizations that are being used for estimating posterior probability distribution of calibrated parameters. This ensemble was used under a quantitative uncertainty analysis to predict contaminant plume migration and potential changes to the groundwater system’s conditions from different future groundwater withdrawal scenarios. 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Huyen Nguyen","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"fc3481f1-d1e5-4fb1-a174-fe712b216411","StartTimeString":"10:30 AM","EndTimeString":"12:00 PM","StartToEndTimeString":"10:30 AM - 12:00 PM","StartToEndTimeSortString":"10:30 AM - 12:00 PM","DisplayDetails":"Geoenvironmental 3","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"10:30 AM - 12:00 PM","StartTimeOverrideString":"10:30 AM","EndTimeOverrideString":"12:00 PM","StartToEndTimeOverrideString2":"10:30 AM - 12:00 PM","BaseStartDateTime":"2023-10-04T10:30:00+00:00","BaseEndDateTime":"2023-10-04T12:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T10:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T12:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T16:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00"},{"Id":"6ca56b6f-e47a-40ff-beda-355ccef107a8","SessionBlockId":null,"Name":"Heritage Lunch","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"12:00:00","EndTime":"13:30:00","StartTimeOverride":"12:00:00","EndTimeOverride":"13:30:00","Details":null,"Overview":null,"Bold":true,"Tracks":[],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#808080","Location":"Salon A/B/C/D - Upper Level","Track":null,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Journey into Unsaturated Soil Mechanics","PresentationBio":"Delwyn G. Fredlund has spent over 40 years conducting research into the behavior of unsaturated soils. Most of his career was spent at the University of Saskatchewan, Saskatoon, where he organized the Unsaturated Soils Group for the study of all areas of unsaturated soil behavior. Del Fredlund obtained his B.Sc. degree from the University of Saskatchewan, Saskatoon in 1962. In 1966 Del Fredlund joined the Department of Civil Engineering at the University of Saskatchewan, Canada. In 1973 he obtained his Ph.D. from the University of Alberta. Dr. Fredlund’s research studies have resulted in the authorship of two books, namely, “Soil Mechanics for Unsaturated Soils”, and “Unsaturated Soil Mechanics in Engineering Practice” published by John Wiley & Sons. Dr. Fredlund published approximately 500 journal and conference research papers and has delivered many keynote lectures at conferences. He has been the recipient of numerous awards. ","Title":"Dr.","FirstName":"Delwyn","LastName":"Fredlund","Position":"","Organization":"Unsaturated Soil Technology","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/75db340edc404978b1018391aad0dd2a","IsPresentingAuthor":false,"Order":null,"Documents":[],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":[],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. Delwyn Fredlund","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"6ca56b6f-e47a-40ff-beda-355ccef107a8","StartTimeString":"12:00 PM","EndTimeString":"1:30 PM","StartToEndTimeString":"12:00 PM - 1:30 PM","StartToEndTimeSortString":"12:00 PM - 1:30 PM","DisplayDetails":"Heritage Lunch","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"12:00 PM - 1:30 PM","StartTimeOverrideString":"12:00 PM","EndTimeOverrideString":"1:30 PM","StartToEndTimeOverrideString2":"12:00 PM - 1:30 PM","BaseStartDateTime":"2023-10-04T12:00:00+00:00","BaseEndDateTime":"2023-10-04T13:30:00+00:00","BaseStartDateTimeOverride":"2023-10-04T12:00:00+00:00","BaseEndDateTimeOverride":"2023-10-04T13:30:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T18:00:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T19:30:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T18:00:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T19:30:00.0000000+00:00"},{"Id":"19ded03c-019f-484e-8351-00cd9827ae41","SessionBlockId":"dc12478e-39e1-4576-b421-300d34c8ab4d","Name":"Innovative Geotechnical","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#00B0F0","Location":"Blue Room - (Gallery C - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"The importance of data quantity in machine learning: how small is too small?","PresentationBio":null,"Title":"Ms.","FirstName":"Beverly","LastName":"Yang","Position":"","Organization":"University of British Columbia","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The past decade has seen rock engineering become more data-driven, resulting in increased use of machine learning (ML). ML is a type of artificial intelligence that involves the development of mathematical models, resulting in a computer system capable of making predictions with minimal human involvement. Such a powerful tool can help rock engineers efficiently uncover complex relationships between data and has been used to predict rock mass properties, mining and tunnelling hazards, and slope stability. However, the success and reliability of ML models are directly linked to the quality and quantity of data available; ML models for rock engineering applications are generally trained using either poor-quality data and/or limited data. This inherently leads to poor and unreliable results with potential real-life adverse impacts. Both data quality and quantity pose significant challenges in rock engineering due to the subjective nature of many commonly used rock engineering parameters (resulting in poor-quality data) and the limited data available in the early stages of the design process. While there has been an increased awareness of the importance of data quality for ML among rock engineers, there has yet to be a comparable increased awareness of the importance of data quantity. Many rock engineering research articles focused on ML are training their ML models on only a few hundred data points, with some as few as 80 data points. However, these results can be misleading due to the stochastic nature of ML models and how the data is shuffled before data splitting, resulting in unreliable models. Using publicly available data as well as synthetic data and surrogate models, this paper aims to demonstrate the importance of data quantity in ML, and it recommends using caution when using small datasets for ML.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b7a7e9b1da4944daaf826c10581d8a1c","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["44d0a4b3-5ada-4396-9564-25c4a0a9ef70","3ea9d57d-91e7-4c18-ad1e-e8537a49578d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Beverly Yang","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Development of an Augmented Reality/Virtual Reality Soil Mechanics Laboratory","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Pooneh","LastName":"Maghoul","Position":"Associate Professor","Organization":"Polytechnique Montréal","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/357e9d81d0b542ff82bea0153ca4dfd3","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The integration of laboratory testing into engineering mechanics courses has always been limited due to multiple factors. For instance, the time in each laboratory session is limited and the number of students enrolled in an undergraduate soil mechanics course in Canadian Universities does not allow the laboratory technicians to spend enough time with each student to allow a deep understanding of concepts. Also, the soil mechanics equipment is often expensive, and its maintenance cost would not allow inexperienced students to freely tamper with the devices and test specimens. Today, virtual reality (VR) and augmented reality (AR) can be used by instructors to deepen students’ understanding of the course material in a cost-friendly manner. AR/VR applications and head-mounted displays are becoming more and more popular among the new generation of students. Presenting scientific concepts in an AR/VR environment could help students experience soil mechanics laboratory testing that otherwise they would not have the opportunity to participate in. The students can virtually touch and play with different virtual soil mechanics laboratory objects and soil samples which are developed and animated by robust 3D modeling tools such as Autodesk Maya. With this approach, students can view 3D models of soil samples subject to different types of loading, improving their understanding of the principles of laboratory testing. In this paper, multiple AR/VR models are presented for a deepened understanding of geotechnical engineering concepts in an interactive virtual environment. Building an AR/VR laboratory is a breakthrough in teaching soil mechanics.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6c51784f03cf43b68ca76840b2d048f9","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","d2cb957f-b838-4d12-bb60-5015b2dbd5b7"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Pooneh Maghoul","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Insights in Data Management Planning: Lessons Learned and Best Practices","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Emily","LastName":"Ballent","Position":"Sr. Data Analyst","Organization":"DDMS","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"For successful enterprise-level data management systems, it is no secret that a good Data Management Plan (DMP) can lower costs, increase efficiency, build confidence in data, and lead to new insights through leveraging an organization’s data assets. Properly implemented DMPs allow organizations to make the best decisions for everything from site characterization to site remediation to informed regulatory reporting.
Planning a successful DMP blueprint starts with aligning data collection and management plans with the questions the organization needs to answer and the issues the organization needs to resolve. A DMP needs to be adaptable to a seemingly ever-increasing list of requirements and complexities, making data more accessible, more instantaneous, and more transformable into actionable information.
Developing and implementing a successful DMP can be a huge challenge. It requires a team that is committed to making the transition, and a unicorn; a person who understands the organization’s goals with a full understanding of the technology used to collect, maintain, and present that data. This person has the experience to bridge the gap between data technology, real-world field data collection, data analysis, data reporting and visualization.
In this presentation we will review lessons learned and best practices related to gathering requirements, technology selection, stakeholder engagement and standardization. We will address evaluating technological debt, developing digital field-to-lab workflows and implementation plans. Using some of the most advance software available, we will demonstrate some examples of field data collection workflows, report automation and dashboard visualizations.
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Emily Ballent","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Enhanced wick-drain in dewatering of Iron Mine tailing - Large scale test","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Reza","LastName":"Mahmoudipour","Position":null,"Organization":"Englobe","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bdca44a0f8574481aa2b8acdf4bdc7da","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"In geotechnical engineering, two conventional methods, electro-osmosis and wick drains (also known as prefabricated vertical drains or PVD), are commonly employed to mechanically enhance fine-grained saturated soils. This research aims to combine these two methods to develop a novel approach. Various configurations were examined, and comparisons were made between the new product and each method individually to identify the optimal configuration, pattern, and degree of improvement. Samples were collected from the thickener at the Golgohar iron ore mine and arranged into seven large-scale testing pools. Square and triangular patterns, along with constant and alternating poles, were investigated in this study. The results demonstrated that the combination of these technologies improved the mechanical properties, with the most significant enhancement in undrained shear strength observed in pools employing an enhanced Wick drain featuring constant poles and a triangular pattern.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/5cc7e2bd615540b489d6483943f4a344","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","53984902-7cc6-40fb-9a45-87f5b8866043","6e139690-e513-4b3a-9368-bbfb8c039f9f","09cb7404-9950-4521-a577-f832ac3d98f9","9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e","bf82828b-f61c-4e5b-b480-66a1af764c7e","70f3ef96-808f-4c2b-aa50-01f0bb3ea500","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Reza Mahmoudipour","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Experimental study of filtration and internal erosion of two soils in a rigid-walled permeameter","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Sirine","LastName":"Ben Slima","Position":"","Organization":"Polytechnique Montréal","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Most theoretical and practical studies of filter materials assume that adjacent layers are not only homogeneous with invariable properties but also have constant grain size distribution curves and hydraulic conductivities. Yet, these assumptions are not always valid and applicable on the construction site. In fact, heterogeneity may arise during placement, compaction or following a flow (e.g., Sherard 1979; Cedergren 1974, 1980; Chapuis et al. 1996).
Thus, materials properties change due to the particles’ movement from one soil to another adjacent one which can cause two different problems: internal erosion and filtration. Internal erosion, for instance, can occur following solid particles’ movement from one soil through its voids into an adjacent one whereas filtration can take place if the movement of solid particles of a soil is done either through adjacent soil’s voids or through openings in a drainage pipe.
This article studies the migration of particles from one stratum to another before setting up a scale model that includes these strata. These materials were placed in a rigid-walled permeameter. After the sample’s saturation, a variable head permeability test was carried out. Once this test was accomplished, five layers were taken into account: the lower and upper parts of each soil and a fifth part representing the interface. The movement of particles is detected by particle size analyses of all the layers followed by modal decomposition ones in order to reconstitute the percentages of the materials, to determine the quantities as well as the particle size of each soil in each layer and to verify the mass balance for each material. Very good results were drawn from our study example with a slight deviation of 1% on the solid mass balance which quantifies a negligible movement of solids from one material to another.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fb7f5f8c53bd4b75b2c494a02c3a6731","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["c694aeb3-751f-426d-b900-b0f210b4bc46","5aaf5623-c72c-46bf-a1b9-67b54aeeb930","d8e38d31-d1b7-4f78-85e7-85eb9e0330fb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mrs. / Mme. Sirine Ben Slima","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"dc12478e-39e1-4576-b421-300d34c8ab4d","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"Innovative Geotechnical","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-04T13:30:00+00:00","BaseEndDateTime":"2023-10-04T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T21:00:00.0000000+00:00"},{"Id":"7ffe2da1-5226-4d32-9afa-64f0bbc8f6df","SessionBlockId":"dc12478e-39e1-4576-b421-300d34c8ab4d","Name":"Geohazards 4","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#9BBB59","Location":"Green Room - (Gallery B - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Cyclic Peak Particle Velocity (PPV) as a new approach to investigate ground vibrations","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Silvia","LastName":"Nobre","Position":"PhD Candidate","Organization":"University of Manitoba","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/bcbe7bb1ff1241648a616f185c0931a0","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Ground vibrations are measured in the field in terms of displacement, velocity, acceleration, or frequency. In 1960, the results of a pioneering work developed in Canada revealed that the parameter “peak velocity” was the best correlation between transient vibrations from blasting and damage to buildings. Since then, peak particle velocity (PPV) has been used in international guidelines as the limit to be followed in human-caused ground vibrations. Some of these guidelines, such as British Standards and Eurocode reduce the limiting PPV by 50% if the waves are generated from a source of continuous vibration, as opposed to transient vibration. In this research, field data of particle velocity from the installation of rockfill columns are presented. The installation used a vibrodriver with continuous waves. The PPV is identified and compared against the particle velocities from the full installation of rockfill columns. Results show that the vibration from the continuous source changes shape and propagates in the ground in a transient form. It also shows that PPV for this site was a single-event, and that continuous vibration could be better represented with the highest particle velocity to repeat at least three times. This approach herein named Cyclic PPV was introduced in the literature but has not been studied extensively. 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Silvia Nobre","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Use of Gabion Earth Retaining Structures for Ministry of Transportation of Ontario (MTO) projects","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Rajib","LastName":"Dey","Position":"Senior (Lead) Geotechnical Engineer","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Gabion walls (Gabions) have a long history of high performing civil engineering structure used for various purposes. They are widely used as an economical, efficient, and durable solution for retaining earth and erosion control applications. To facilitate adequate drainage, gabion walls are also considered an alternative option to gravity and cantilever walls. To maximize their functionalities, the quality of the Gabion structure, workmanship, construction inspection and administration are the crucial components. This paper provides a summary of uses of Gabions for different Ministry of Transportation of Ontario (MTO) projects including laboratory testing of stones, case studies and important activities in the Construction Administration and Inspection works during the construction of Gabions. It also provides an update of Construction Administration and Specifications (CAIS) Manual used in MTO for Gabions. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/b8db5dda19ed4b2ea764793d97678f23","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["5aaf5623-c72c-46bf-a1b9-67b54aeeb930","67594030-c6c7-40a6-af62-8c27daa5f778","bf82828b-f61c-4e5b-b480-66a1af764c7e","e521135e-8f5c-4d58-a68d-5721614e16a6"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Rajib Dey","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Field monitoring and change detection of municipal infrastructure using cost-effective techniques","PresentationBio":null,"Title":"Mr.","FirstName":"Prabin","LastName":"Acharya","Position":"PhD Student","Organization":"University of Alberta","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/1d78a91a281d484cb0c6e086f534a755","IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Canadian municipalities spent on average between $12 and $15 billion annually on infrastructure projects, including repairing existing, ageing structures (Federation of Canadian Municipalities and National Research Council 2003). While the costs of repairing and maintaining infrastructure have increased over the last two decades, the ability of smaller municipalities to proactively monitor and repair ageing infrastructure has not kept up at the same rate. Water-retaining structures constructed and maintained by Canadian municipalities are directly impacted by the soil-structure interactions under freeze-thaw cycles and seasonal ice pressure at different scales, especially under the direct influence of extreme weather events due to climate change. Soils that experience freezing and thawing may have different properties depending on the thermal state, which can result in frost heave and thaw settlement (or weakening) that damages the retaining structure. In this pilot study, we implemented a novel, cost-effective field monitoring program for a water/ice-retaining wall for critical infrastructure in a small municipality in AB. The wall displacement was monitored using GPS, routine total-station surveying, and terrestrial laser scanning (TLS). The survey was conducted on benchmarks and target points for two years. The TLS data was used to create a 3D model (point cloud), and change detection was performed using the M3C2 algorithm. Results showed the critical portion of the retaining structure moved more than 30 mm/year, with evident seasonal and cyclic deformation behaviour due to the interplay between ice-load (winter) and soil-weakening (autumn). The results support the use of routine surveying and remote sensing as cost-effective monitoring techniques for identifying temporal and spatial changes as well as failure modes. The techniques used in this study serve as the foundation for developing an early-warning system for infrastructure in municipalities with limited resources.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/7a0f0d0a5681432dad8213c6d17e5aed","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["dac43baa-75ca-45b0-98c4-bf678d044448","9e701609-8fb7-43d1-9b66-638c3852001a","90ec5f94-0e80-45fe-9e68-44fdaf072002","bf82828b-f61c-4e5b-b480-66a1af764c7e","fdd71c89-cd6d-4d99-84ef-abbcb234b85b"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"www.linkedin.com/in/prabin-acharya","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"www.linkedin.com/in/prabin-acharya","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://www.linkedin.com/in/prabin-acharya","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://www.linkedin.com/in/prabin-acharya","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Prabin Acharya","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Performance of buried natural gas distribution pipes in a landslide area: Observations from nine years of pipe strain monitoring","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Lalinda","LastName":"Weerasekara","Position":"","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The long-term performance of buried natural gas pipes in an ongoing landslide area was monitored as a part of a collaborative research program between the University of British Columbia and FortisBC Energy Inc. In 2013, a research site was established within a slow-moving landslide in the Marble Hill area of Chilliwack, BC by installing five, 24-m long Medium Density Polyethylene piping. Four pipes were installed such that their alignments are mostly parallel to the direction of the ground movement, while the remaining pipe length was placed approximately perpendicular to the ground movement. A total of 187 strain gauges were installed at predetermined locations to obtain an accurate estimation of axial and bending strain distributions induced due to ground movement. In addition, 11 GPS survey hubs were utilized to monitor the ground displacement. Since the installation (with 77% of gauges functioning after nine years), the largest ground displacement of 460 mm was recorded at a hub located in the upslope area, while this displacement reduced to about 250 mm in the downslope area. This differential ground displacement has resulted in a peak compressive strain of 1% in pipes parallel to landslide, which were in concurrence with the ground failure/movement features that were identified from LiDAR images, aerial photographs, and on-site observations. The computed pipe strains from the real-life field observations are compared with those independently estimated using the analytical model proposed by Weerasekara (2011) to validate the model applicability and identify any limitations thereof. While the model was able to estimate the strain distribution, the most difficult task was the identification of the slide geometry and differential displacements especially when two soil masses converge. If fewer survey hubs were utilized, the differential displacement would have been overestimated. Other limitations in estimating pipe strains using analytical or numerical models are also discussed.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f1276073986548fea36ca063010268c5","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["be2b5d8d-5190-4d9c-a9fd-9eac2dd6a910","e3afa0fa-d963-4569-87aa-11e00052b333"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Lalinda Weerasekara","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Re-evaluation of the Windsor Sinkhole of 1954","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Storer","LastName":"Boone","Position":"President","Organization":"Ground Rules Engineering","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The search for a new crossing of the Detroit River between the highways of Ontario and Michigan prompted an evaluation of a large sinkhole that formed over a salt solution mining site in Windsor, Ontario in 1954. This sinkhole and others nearby were the focus of research in the late 1950s through the 1970s in attempts to understand the mechanics of void propagation upward through hundreds of metres of Silurian and Devonian rock formations. Re-examination of the sinkhole included use of new field data from twelve 500 m deep boreholes, surface seismic reflection surveys, down-hole geophysics, cross-hole seismic reflection survey, development of a 3D geologic model, review of fracture and joint patterns in exposures of Michigan Basin rock formations, and detailed numerical modelling using the Universal Distinct Element Code. This paper describes the analysis methods and a summary of the results of this unique investigation and a comparison of the modelling outcome to prior research. The resulting failure hypotheses are consistent with the field exploration data, geologic character of the formations, site history and surface manifestations of the deep void propagation and may provide valuable insights for future risk evaluations for vertical propagation of sinkholes over abandoned mines. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/92404a25232e4f1e921e1a0a3c782a70","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","bf82828b-f61c-4e5b-b480-66a1af764c7e","9e701609-8fb7-43d1-9b66-638c3852001a","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd","66ce71e8-f3e5-4ac2-bb48-830b36a8d80f"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Storer Boone","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"dc12478e-39e1-4576-b421-300d34c8ab4d","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"Geohazards 4","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-04T13:30:00+00:00","BaseEndDateTime":"2023-10-04T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T21:00:00.0000000+00:00"},{"Id":"bd324053-1735-472e-84dd-6c489de794c3","SessionBlockId":"dc12478e-39e1-4576-b421-300d34c8ab4d","Name":"Rock Mechanics 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#FFFFFF","AgendaTypeName":"Session","BackgroundColor":"#7030A0","Location":"Purple Room - (Gallery D - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"A new approach to determine the rock/shale compressive strength using cutting process","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Iman","LastName":"Rostam Sowlat","Position":"","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The objective of this paper is to investigate the influence of rake angle on the magnitude of the intrinsic specific energy and the inclination of the force acting on the cutting face of a Polycrystalline Diamond Compact (PDC) sharp cutter while tracing a groove on the surface of a rock/shale sample. An extensive and comprehensive set of cutting experiments are performed on a range of quarry rock samples and black/red shale formations using a state-of-the-art cutting equipment. Additional uni-axial compression (UC) tests were conducted on the rock and shale specimens to independently estimate the compressive strength of each specimen. The results conform with the previous studies by other researchers; the intrinsic specific energy (ε) is in good agreement with the uni-axial compressive strength (q) of the rock/shale samples when the cutter is positioned at back rake angles between 5° and 20°. New results on a few rock samples were also obtained by performing novel experimental tests at very large rake angles (θ> 70°) as well as negative rake angles, showing that the intrinsic specific energy increases dramatically once the back rake angle exceeds 75°.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2ec9515714ca4ce39223a1c36d6fd305","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4c99a323-71c4-4205-88ee-6e0c6321ba9c","3ea9d57d-91e7-4c18-ad1e-e8537a49578d","4d2aeee4-69ab-4701-bab7-559db1d9594d"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Iman Rostam Sowlat","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Analyzing in situ stress: challenges in quantifying stress domains","PresentationBio":null,"Title":"Mr. / M.","FirstName":"M. Amir","LastName":"Javaid","Position":"PhD Student","Organization":"University of Toronto","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e619c14c98e444078fe85db934eeb037","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Accurately characterizing the state of in situ stress in rock is important for the design of all underground engineering projects, but is crucial for safety‑critical projects such as deep geological repositories for nuclear waste. This endeavour often involves extensive campaigns designed to determine the in situ stress at various locations in a 3D space that comprises the entire project volume, with both indirect and direct methods of stress estimation routinely being used. However, designers continue to be confronted with the challenging task of characterizing the significant variability and uncertainty found in the in situ stress state across the project volume, and particularly identifying separate stress domains.

One approach routinely deployed for working with in situ stress data that display significant variability is to partition, or group, them on the basis of depth below ground. However, there is no well‑established heuristic for this, but rock mass properties – particularly the intensity and characteristics of fracturing – often serve as a primary subjective basis for demarcating the boundaries of stress domains.

In this paper we discuss customary approaches to identifying stress domains, and present a new approach based on multivariate Bayesian linear regression of Cartesian stress components. Two multivariate metrics, namely effective variance and Euclidean distance, are applied to the regressed stress tensors with the aim of identifying domain boundaries. We use synthetic data to demonstrate the method, and then apply it to a large number of overcoring measurements in crystalline rock obtained at the Forsmark site in Sweden.

Using our results, we identify and discuss some challenges associated with partitioning of stress data. We conclude that use of a Bayesian approach is beneficial as it allows formal incorporation of valuable geological information that is in addition to stress measurements.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/2cfe4e82ee4a463cbebbea41601a9f8d","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","021bb7ef-2f5c-4402-9ad8-2f932b292442","dfd9d3e9-efde-40c4-a287-28df102b942a"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. M. Amir Javaid","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Thermal-Hydro-Mechanical coupled numerical analysis of a faulted zone in a Quebec’s potential geothermal engineering site","PresentationBio":null,"Title":"Mr.","FirstName":"Saeed","LastName":"Vadiee","Position":"Researcher","Organization":"Concordia University","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Previous studies showed that deep geothermal energy can be a promising solution to support Canada’s
energy transition, which is particularly valuable for remote northern communities. Due to the production and injection of fluids, geothermal reservoirs are susceptible to experiencing significant variations in both pressure and temperature. These alterations have the potential to affect the fault stability in a geothermal reservoir located in a fault zone. In this study, we carry out finite element numerical analysis on thermo-hydro-mechanical (THM) coupled processes due to fluid production or injection operations in a potential deep geothermal energy project in Kuujjuaq, Canada. The system simulates a doublet system within a faulted zone with hydraulically stimulated injection and production wells at a targeted depth of 3950 meters. Regional in-situ stresses are obtained based on previous investigations. Laboratory tests are conducted to obtain the mechanical properties of rocks retrieved from the studying site. The slip tendencies along the fault under different injection-production sceneries are quantified based on the numerical results.
","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/0a47826a8dd14046a813683471b26634","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["65caa53f-eedd-40fb-952b-2b9acf8a866a","3ea9d57d-91e7-4c18-ad1e-e8537a49578d","37b3ad40-ad6c-4b03-9ff9-3cf7c16f86bd"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"saeed vadiee","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"saeed vadiee","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"http://saeed vadiee","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":6},"SocialMediaLinks":[{"Link":"http://saeed vadiee","Font":"fab fa-linkedin","Color":"#007bb6"}],"Bio":null,"Presentations":[],"DisplayName":"Mr. Saeed Vadiee","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Probabilistic Methods for Stability Analysis of Rock Slopes: A Review","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Moustafa","LastName":"Ibrahim","Position":"","Organization":"McGill University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/6d2155e630494c3ab2faa3c3ccee94a8","IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Stability analysis of rock slopes requires numerous reliable input parameters such as rock mass strength and joint conditions such as infillings, thickness, roughness, water pressure, dip, and dip direction. Generally, deterministic, and probabilistic methods are used to analyze the stability of rock slopes. The deterministic analysis utilizes the mean values of each input parameter for calculating the safety factor, and subsequently, the natural variability and uncertainty of these parameters are neglected. Probabilistic analysis, however, is based on calculating the probability of failure instead of the safety factor which is a more realistic and accurate approach for calculating the risk. Owing to accounting for the natural variability of input parameters, probabilistic methods have been proven to provide superior reliability estimates compared to deterministic methods. Several reliability analysis methods of rock slope stability have been presented for evaluating the slope reliability index. This includes Monte Carlo simulation (MCS), the Point Estimate Method (PEM), the Response Surface Method (RSM), First- and Second-Order Reliability Methods (FORMs and SORMs), and the First-Order Second-Moment method (FOSM). This paper presents an overview of the literature on some of the main probabilistic reliability-based methods available for the stability analysis of rock slopes. The review presented herein aims to provide a systematic summary of each approach, formulation, and challenges associated with each method","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/65e569cb26a54748a4969b1b72c26cd0","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["3ea9d57d-91e7-4c18-ad1e-e8537a49578d","121e3663-257e-4546-af88-c7f8f5210334","dfd9d3e9-efde-40c4-a287-28df102b942a","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Moustafa Ibrahim","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Feasible Borehole Angles for 3D Stress Estimation with D3 Method","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Cui","LastName":"Lin","Position":null,"Organization":"Memorial University of Newfoundland","PhotoUrl":null,"IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The three-dimensional stress field existing in the ground plays a significant role in developing underground infrastructures and ensuring safety. The orientations and magnitudes of these stresses are required for planning and design of excavations, as well as ground stabilization and failure prevention. 3D stress measurement by overcoring needs specialized skills and is time-consuming and costly.
\tAn alternative method by differential-direction drilling - the D3 method, has been developed for estimating the 3D rock stresses with no need of overcoring. With this method, borehole deformations measured in three non-parallel boreholes are combined to solve for a complete solution to the 3D stresses by back-analysis. It can be used to estimate the complete 3D field stresses in mining and petroleum industry. In this paper, the relative borehole orientations in field applications, which may affect the reliability of the results of the D3 method, are investigated. It is discovered that when the space angle between each two boreholes is smaller than 20°, large errors existed and the back-analyzed stresses are not acceptable. The accuracy of the solution can be improved by increasing the space angle. As the space angle gets close to 90°, nearly perpendicular to each other, the back-analyzed stresses agree well with the real solution. In practical application, the recommended space angle should be larger than 60°. This work can provide a guidance in selecting the borehole directions when using the D3 method. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/301c12f8265e4a4db77caecdcb553312","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["d09f8bc4-b946-407d-83d7-dc3b24af9be6","3ea9d57d-91e7-4c18-ad1e-e8537a49578d","7cfcf70b-b7f1-4233-b91d-5d98cc719649"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Cui Lin","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Quantification of mineralogical characteristics and mechanical properties of Montney Formation by SEM image processing and indentation test","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Wenbo","LastName":"Zheng","Position":"Assistant Professor","Organization":"University of Northern British Columbia","PhotoUrl":null,"IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Rocks are heterogeneous and anisotropic in nature, and the mechanical properties are controlled by the mineralogical characteristics and microstructures of the rock. The conventional methods to obtain the mechanical properties of the rock are the uniaxial test, triaxial test and Brazilian test et al. However, conventional tests have some shortcomings. These tests have usually broken the rock after the test, which is expensive and time-consuming to make numerous specimens for repetitive tests. Meanwhile, specimens for these tests are inch-size, while the mineral grain size ranges from millimetres to micrometre size; the testing scale cannot match the study scale. In order to study the influence of mineralogical characteristics and microstructures of rock upon rock mechanical properties, the observation scale needs to be narrowed to microscopic size.
This research used non-destructive testing methods, instrumented indentation test and SEM analysis on the core samples underneath two thousand meters from the Montney Formation and introduces a method of image processing for SEM images. The instrumented indentation test is used to obtain the mechanical properties of rock. Meanwhile, based on the chemical formulas of different minerals, the method combinates the pixel matrix of SEM element images to acquire the mineral distribution map, which is consistent with the loading area of the indentation test. The mineral distribution map and instrumented indentation test results are used to analyze the relationship between minerals and microstructures of rock and mechanical properties.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f1491eeb81f04360b5379e4943b3dfd1","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["4c99a323-71c4-4205-88ee-6e0c6321ba9c","3ea9d57d-91e7-4c18-ad1e-e8537a49578d","f23db5b0-9d3a-4e00-b287-6ec782a3bbcb"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Dr. / Dr. Wenbo Zheng","TimeDisplay":null}],"Chairpersons":[],"Sponsors":[],"TrackHeadings":[{"Id":"84b266d3-aab2-4d82-9517-1d449da2a02e","EventId":"dfd4fcae-9175-4f25-9fac-9e511fbeaa98","Name":"Track 1","UniqueCode":null,"Date":"2023-10-04T00:00:00+00:00","Track":1,"Bold":true,"TextColor":"#FFFFFF","BackgroundColor":"#FFFFFF"}],"Keywords":[],"TimeZoneId":"Mountain Standard Time","HasExtraDetails":true,"MergedSessionId":"dc12478e-39e1-4576-b421-300d34c8ab4d","StartTimeString":"1:30 PM","EndTimeString":"3:00 PM","StartToEndTimeString":"1:30 PM - 3:00 PM","StartToEndTimeSortString":"1:30 PM - 3:00 PM","DisplayDetails":"Rock Mechanics 2","DateString":"Wednesday, October 4, 2023","ShortDateString":"Wed Oct 04, 2023","StartToEndTimeString2":"1:30 PM - 3:00 PM","StartTimeOverrideString":"1:30 PM","EndTimeOverrideString":"3:00 PM","StartToEndTimeOverrideString2":"1:30 PM - 3:00 PM","BaseStartDateTime":"2023-10-04T13:30:00+00:00","BaseEndDateTime":"2023-10-04T15:00:00+00:00","BaseStartDateTimeOverride":"2023-10-04T13:30:00+00:00","BaseEndDateTimeOverride":"2023-10-04T15:00:00+00:00","Offset":"-06:00:00","StartDateTimeUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeUtc":"2023-10-04T21:00:00.0000000+00:00","StartDateTimeOverrideUtc":"2023-10-04T19:30:00.0000000+00:00","EndDateTimeOverrideUtc":"2023-10-04T21:00:00.0000000+00:00"},{"Id":"ee61f638-f3a9-4a16-b69c-a8fedf445314","SessionBlockId":"dc12478e-39e1-4576-b421-300d34c8ab4d","Name":"Case Studies 2","IsSession":true,"ShowTimes":true,"Date":"2023-10-04T00:00:00+00:00","StartTime":"13:30:00","EndTime":"15:00:00","StartTimeOverride":"13:30:00","EndTimeOverride":"15:00:00","Details":null,"Overview":null,"Bold":true,"Tracks":[1],"SessionName":null,"TextColor":"#000000","AgendaTypeName":"Session","BackgroundColor":"#FFCC00","Location":"Yellow Room - (Gallery A - Main Level)","Track":1,"SpanToTrack":null,"AdditionalTracks":[],"Speakers":[{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Rock Fall Hazard Management in High-Use Public Areas, Grassi Lakes Park, Canmore, AB","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Tyler","LastName":"Clay","Position":"Geological Engineer","Organization":"Thurber Engineering","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/477926fd07d64930b036f0299fb4ab28","IsPresentingAuthor":false,"Order":1,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"The Grassi Lakes Day Use Area is a popular visitor attraction located outside Canmore, Alberta. The scenic trails and the limestone cliffs have become a heavily used hiking and rock climbing destination. The relative ease of access and popularity of the Grassi Lakes site brings many visitors in close proximity to the cliffs, exposing them to rock fall hazard. Rock fall hazard is an inherent risk for outdoor climbing and is typically accepted by climbers. For a park facility, the risk for personal injury to the public from exposure to rock fall hazard should be managed by controlling access and by performing rock fall mitigation where feasible. This paper presents a summary of the methods used to evaluate the potential rock fall initiation mechanisms and site factors contributing to rock fall hazard along with a discussion of specific mitigation options. A qualitative risk assessment was performed to address the frequency and consequences of rock fall across the site and to rank the potential mitigation options. The outcome of selected mitigation works (targeted scaling and administrative controls) is discussed. The assessment applied the concept of tolerable risk for the different user groups and for specific regions of the site. The methods employed are considered an effective strategy to assess and manage risk where quantitative site data is either unavailable or not economically feasible to acquire, typical of many geohazard sites. These findings will be used to help guide re-development and improvements of the park, recognizing the different needs and expectations of both casual visitors and climbers","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/f775ded892e249ba8f804c97d68adebb","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9e701609-8fb7-43d1-9b66-638c3852001a","121e3663-257e-4546-af88-c7f8f5210334"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Mr. / M. Tyler Clay","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Comparison between 2D and 3D Factors of Safety Calculated Using Shear Strength Reduction and Limit Equilibrium Methods","PresentationBio":null,"Title":"Ms.","FirstName":"Maryam","LastName":"Saaly","Position":"Geotechnical Engineer","Organization":"Klohn Crippen Berger","PhotoUrl":null,"IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Tailings dam stability is important to be studied since their failure can lead to significant ground displacement, which could potentially cause loss of human lives, and damage to the environment and infrastructure. Various geotechnical software can be used to calculate the slope stability for tailings dam, such as FLAC, FLAC3D, Slope/W, and Plaxis LE. The factor of safety can be estimated by shear strength reduction (SSR) or limit equilibrium (LE) methods. Accuracy of the estimated Factor of Safety (FS) is sensitive to model parameters such as the mesh refinement in the critical zones. This paper investigates the stability assessment of a simplified geometry of a tailings dam. The presence of a thin weak foundation layer was assumed to exist below the embankment causing potential stability concerns. The same embankment geometry, geology, and material parameters were incorporated in FS models constructed for a 2D section in FLAC and Slope/W, and a 3D model using FLAC 3D and Plaxis LE. The results indicate that for the studied case, FS obtained from the SSR and LE methods showed good agreement and the 3D FS were higher than the FS calculated in the 2D models.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/e9c877f6e2da46619c21fc1bd3fe5d67","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["9f1e15f4-a37a-4d3c-9dc8-3e2faf70192e"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. Maryam Saaly","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Compaction Moisture Content and the Swell Potential of Lacustrine Clay Fill: Applications in Construction and Design of Highway Embankments","PresentationBio":null,"Title":"Ms. / M / s.","FirstName":"Jenna","LastName":"Roadley","Position":"Geotechnical Engineer","Organization":"Manitoba Transportation and Infrastructure","PhotoUrl":null,"IsPresentingAuthor":false,"Order":4,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Early pavement distress was identified after the completion of an asphalt paving project in Southern Manitoba along PTH 59 which was founded on a high plasticity clay fill embankment. These observations prompted several studies to investigate possible mechanisms leading to the observed cracking. Potential geotechnical mechanisms that were considered included the swelling of the clay subgrade and differential frost action. To further assess the hypothesized geotechnical mechanisms, MTI contracted KGS to instrument and evaluate the in-situ conditions at two test sections along PTH 59. Conclusions of this study suggest the consideration of a change in specification to increase the moisture content of fill materials during compaction to possibly reduce volume change potential. Recently, representative embankment subgrade fill was sampled and laboratory testing was completed for the purpose of confirming soil behavior parameters and assessing the swell potential in a laboratory setting. Laboratory testing has been undertaken to evaluate volume change of clay at compacted moisture contents both wet and dry of the optimum moisture content. The in-situ monitoring, laboratory testing, and some empirical calculations remain inconclusive as to what degree the swelling of the clay subgrades were affecting the pavement performance. The development of a simplified numerical model is underway using parameters derived in the laboratory setting and in the field in order to comment on the observed behavior of the embankment and the possible mechanisms causing the pavement distress. ","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/3f4204e3d2f243df80ac2b7957cfb918","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["37e92989-6a53-4e28-a49d-5a869eae7538","fdd71c89-cd6d-4d99-84ef-abbcb234b85b","36956f07-b520-4064-bd24-ff20e6cc7743","bf82828b-f61c-4e5b-b480-66a1af764c7e","c694aeb3-751f-426d-b900-b0f210b4bc46"],"SocialMedia":{"_twitterHandle":null,"_facebookUrl":null,"_linkedInUrl":null,"_youTubeUrl":null,"_pinterestUrl":null,"_instagramUrl":null,"GooglePlusUrl":null,"TwitterHandle":null,"FacebookUrl":null,"LinkedInUrl":null,"YouTubeUrl":null,"PinterestUrl":null,"InstagramUrl":null,"FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Ms. / M / s. Jenna Roadley","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Design of Sustainable Compacted Soil Blocks and Innovative Dyke Construction Method to address Climate Change Driven Sea-Level Rise along the New Brunswick Fundy Coastline","PresentationBio":null,"Title":"Prof. / Prof.","FirstName":"Othman","LastName":"Nasir","Position":"Assistant Professor","Organization":"University of New Brunswick","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/25e78ce2eaa24b1e958d02eff9eaa618","IsPresentingAuthor":false,"Order":5,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As global temperatures continue to rise due to climate change, ocean waters' thermal expansion and terrestrial ice melting are causing increased sea levels in Atlantic Canada. As a result, marshland dykes in New Brunswick are being overwhelmed by rising ocean levels. The New Brunswick Department of Transportation and Infrastructure (NBDTI) is currently adapting dykelands infrastructure to withstand higher sea level elevations and continue to preserve the 14,500 hectares of valuable agricultural land and infrastructure along New Brunswick coastlines. Current dyke construction methods are no longer considered feasible due to the low-shear strength soils in the area, leading to a large footprint over valuable land. This paper assesses the feasibility of using compacted local soil blocks to increase the Shepody dykelands elevation by 2.5m to reach an elevation of 9.6 m CGVD2013 without expanding the current dyke footprint. This work included conducting site geotechnical and geophysical investigation, laboratory testing, numerical analysis programs, and a small-scale physical dyke model. Based on the results, it was concluded that a dyke raise of 2.5 m using compacted local soil blocks is feasible and should be explored with further research.","DocumentFormatType":4,"Url":null,"DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Abstract / Résumé","Order":0,"IsDocument":false,"IsLink":false,"IsHtml":true,"IconClass":null},{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":null,"DocumentFormatType":3,"Url":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/fde1a203bb15480391092b806a1ce258","DocumentTypeId":"00000000-0000-0000-0000-000000000000","Name":"Paper","Order":0,"IsDocument":true,"IsLink":false,"IsHtml":false,"IconClass":"far fa-file"}],"CoAuthors":[],"StartTime":null,"EndTime":null,"KeywordIds":["bcbd0745-a777-4bba-85ca-e65ddd8a1952","84b9b9f1-720a-4f77-a2f8-30f1e6bcbb45","925bbb8f-2fb0-4b3a-a7c7-c4f66fd0d89e","78fd8790-e041-433a-96df-4b72f0647586","37e92989-6a53-4e28-a49d-5a869eae7538","c694aeb3-751f-426d-b900-b0f210b4bc46","337b6429-ced3-4f03-8be5-c5c309c4e725","015a41a5-802e-4590-8d75-0b291b9cd098"],"SocialMedia":{"_twitterHandle":"","_facebookUrl":"","_linkedInUrl":"","_youTubeUrl":"","_pinterestUrl":"","_instagramUrl":"","GooglePlusUrl":null,"TwitterHandle":"","FacebookUrl":"","LinkedInUrl":"","YouTubeUrl":"","PinterestUrl":"","InstagramUrl":"","FullGooglePlusUrl":"","FullTwitterHandle":"","FullFacebookUrl":"","FullLinkedInUrl":"","FullYouTubeUrl":"","FullPinterestUrl":"","FullInstagramUrl":"","EmptyLinksCount":7},"SocialMediaLinks":[],"Bio":null,"Presentations":[],"DisplayName":"Prof. / Prof. Othman Nasir","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Christchuch Earthquake. Lessons learnt ","PresentationBio":null,"Title":"Mrs. / Mme.","FirstName":"Ana","LastName":"Pereira","Position":"Project Director","Organization":"WSP","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/306df4ced6bb4c6f97859dbc99dba1c5","IsPresentingAuthor":false,"Order":6,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Christchurch is a city located in South Island of New Zealand, which experienced a series of major Earthquakes (EQ) between September 2010 and December 2011. Aftershocks were felt during the following 2 years. Typical ground conditions across Christchurch plains consist of loose sands and silts and shallow water levels and these conditions caused significant land, infrastructure and structural damage as a result of liquefaction. The southern suburbs are on volcanic hills.

Areas with high hazards such as rockfall, liquefaction or damaged buildings were cordoned off (red zones) by the army, and temporary access was only permitted to owners or technical personal.

The engineering community and general society have changed the way they use to live to accommodate the new environment. Several engineering committees and agencies were set up to share experiences and propose changes to design guidelines which are currently in use. Recommendations to design would include change in construction materials and construction techniques to reduce the negative impacts in future earthquakes caused by structural failure, liquefaction, rockfall and many other aspects. Changing the approach from earthquake proof design to earthquake to repairable became a widely used philosophy. This new philosophy would reduce materials waste following demolitions, since repairing would be now the mot, moving to a sustainable construction philosophy.
Most relevant panels/ agencies were SCIRT (Strong Christchurch Infrastructure Team) which was composed by members of different consultants and contractors in order to design and rebuild the city. The other engineering work group was GCCRS (Great Christchurch Claim Resolution Service), set up by Engineering New Zealand and Ministry of Business Industry and Employment to support homeowners in insurance disputes.

Learnings from this experience should be shared to minimize impact of natural disaster such as an earthquake: preparedness of the general population, design resilient and sustainable structures and infrastructures.


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Ana Pereira","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"NEURAL NETWORKS IN PREDICTING THE UNCONFINED COMPRESSIVE STRENGTH OF TWO MINE TAILINGS MATRICES FOR USE IN SUSTAINABLE ROAD BASE CONSTRUCTION","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Ali Abdul-Wadoud","LastName":"Mahmood","Position":"President And CEO","Organization":"Advanced Studies Research Centre","PhotoUrl":null,"IsPresentingAuthor":false,"Order":7,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"Mine tailings are the waste materials of the mining industry; they contain all the leftovers from the ore extraction process and the chemical additives that were added in its midst. Mine tailings are traditionally stored in large impoundments (dams) that keep the tailings in a liquid or semi-liquid form. Several environmental catastrophes resulting from such storage method have prompted engineers and practitioners into adopting sustainable tailings management strategies. As part of a broad program of study into the reuse of mine tailings matrices, Portland cement, slag, fly ash and Calsifrit have been added with two types of tailings to create new stabilized tailings matrices with potential use as road base layers. The tailings have been taken from two different mines in Eastern Canada. This study is an attempt to investigate the application of neural networks in predicting the unconfined compressive strength of these mine tailings matrices. Conclusions and recommendations are drawn to help practitioners in the decision process of tailings use in current and future road base applications. 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To understand the effects of different factors on liquefaction, a series of dynamic simple shear tests were conducted on saturated sand in the GHD geotechnical laboratory. A series of sand samples were subjected to different stress levels and tested at loading frequencies of 0.05 Hz, 0.1 Hz, 0.5 Hz, and 1 Hz, under controlled strain and stress conditions. The results indicated that the liquefaction resistance of sand decreased as the loading frequency, stress amplitude, and strain amplitude increased, and as density and normal stress decreased. The findings offer valuable understanding of the underlying mechanisms that govern liquefaction of sand under dynamic loading and will support the development of stronger foundations and infrastructure in relevant areas. The results of the tests and the analysis of the degree of influence of each of those parameters on liquefaction of saturated sand are presented and discussed in this paper.
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Michael Braverman","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"On the Design of a Pneumatic Cyclic Loading Setup for Geotechnical Testing","PresentationBio":null,"Title":"Mr. / M.","FirstName":"Romaric Leo Esteban","LastName":"Desbrousses","Position":"","Organization":"McGill University","PhotoUrl":"https://az659834.vo.msecnd.net/eventsaircancprod/production-venuewest-public/47568c3356304aaf9e787242334deecc","IsPresentingAuthor":false,"Order":2,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"This paper focuses on describing the development of a pneumatic cyclic loading machine and its accompanying soil container. The soil container is designed such that its dimensions may be easily changed, allowing for soil samples with volumes ranging from 300×1,290×600mm to 1,220×1,290×600mm to be tested. 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Romaric Leo Esteban Desbrousses","TimeDisplay":null},{"ContactId":"00000000-0000-0000-0000-000000000000","PresenationTitle":"Repeatability of Laboratory Oedometer Test on Similarly Reconstituted Samples","PresentationBio":null,"Title":"Dr. / Dr.","FirstName":"Abraham","LastName":"Mineneh","Position":"Senior Geotechnical Engineer","Organization":"WSP","PhotoUrl":null,"IsPresentingAuthor":false,"Order":3,"Documents":[{"PresentationId":"00000000-0000-0000-0000-000000000000","Html":null,"PlainText":"As part of RAQS specialty proficiency testing program by Ministry of Transportation Ontario (MTO), two types of grinded soil samples were received for laboratory one-dimensional Oedometer testing. Index tests of natural moisture content, Atterberg limits and grain size analysis were performed on both samples and very close results were obtained. Based on the index tests, both samples were determined to be the same and classified as low plastic (CL) silty clay soil using Unified Soil Classification System (USCS). The two samples were then reconstituted for Oedometer testing by mixing with water, curing, compacting with standard Proctor and extrusion following the same procedures for both samples as directed by MTO. The laboratory Oedometer test was performed for both samples in accordance with ASTM D 2435. Similar trends of void ratio (e) versus log pressure (log P) curve and void ratio (e) versus log coefficient of consolidation (log Cv) curve were obtained for both samples. However, fairly similar difference in void ratio ranging from 4% to 9% was observed both at the same P values and Cv values. The difference in initial void ratios of the two samples prior to the start of Oedometer test was 9% which likely was the cause for the difference of void ratios in both e vs log P and e vs log Cv plots. It was concluded that the performed laboratory Oedometer test had good repeatability with less than 10% in difference. The laboratory one-dimensional Oedometer test was also simulated in the finite element PLAXIS3D software. The porewater pressure responses were back calculated from the finite element model. 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Mexican offshore industry experience in the Gulf of México currently relates to the extraction of oil and gas in shallow water sites with calcareous clay sediments. However, most sites of interest with high offshore wind energy densities tend to be further south and in deeper water, with marine sediments with lower clay and higher carbonate silt contents. To properly develop these offshore wind sites, more knowledge of the static and dynamic behaviour of high plasticity clay/carbonate silt sediments is required. This issue is further complicated by the expense of offshore sampling and testing, which makes testing of artificial analog soils attractive. This paper describes research involving the creation of artificial carbonate particles and their influence on the compression behaviour of high plasticity clays. The formation of the carbonate particles and the preparation of the specimens to mimic offshore sediments will be discussed in context with the development of structure. Compressibility tests have been conducted to enable the determination of compressibility indices of different materials with various percentages of different carbonate silt particles, with different sizes, shapes and mineralogy. Of particular interest is the effect of crushing of the carbonate particles and destructuration of the sediments during compression of the samples. Comparisons are made with existing data for marine carbonate silty clay sediments including basic geotechnical properties and compression behaviour. The consequences of the observed behaviour with respect to offshore design and construction of wind turbine structures will also be discussed.

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