Geophysical and Geotechnical Investigation Methodology Assessment for Siting Renewable Energy Facilities on the Atlantic OCS
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Preprint Arxiv:1806.10939, 2018
Solid Earth Discuss., https://doi.org/10.5194/se-2019-4 Manuscript under review for journal Solid Earth Discussion started: 15 January 2019 c Author(s) 2019. CC BY 4.0 License. Bayesian geological and geophysical data fusion for the construction and uncertainty quantification of 3D geological models Hugo K. H. Olierook1, Richard Scalzo2, David Kohn3, Rohitash Chandra2,4, Ehsan Farahbakhsh2,4, Gregory Houseman3, Chris Clark1, Steven M. Reddy1, R. Dietmar Müller4 5 1School of Earth and Planetary Sciences, Curtin University, GPO Box U1987, Perth, WA 6845, Australia 2Centre for Translational Data Science, University of Sydney, NSW 2006 Sydney, Australia 3Sydney Informatics Hub, University of Sydney, NSW 2006 Sydney, Australia 4EarthByte Group, School of Geosciences, University of Sydney, NSW 2006 Sydney, Australia Correspondence to: Hugo K. H. Olierook ([email protected]) 10 Abstract. Traditional approaches to develop 3D geological models employ a mix of quantitative and qualitative scientific techniques, which do not fully provide quantification of uncertainty in the constructed models and fail to optimally weight geological field observations against constraints from geophysical data. Here, we demonstrate a Bayesian methodology to fuse geological field observations with aeromagnetic and gravity data to build robust 3D models in a 13.5 × 13.5 km region of the Gascoyne Province, Western Australia. Our approach is validated by comparing model results to independently-constrained 15 geological maps and cross-sections produced by the Geological Survey of Western Australia. By fusing geological field data with magnetics and gravity surveys, we show that at 89% of the modelled region has >95% certainty. The boundaries between geological units are characterized by narrow regions with <95% certainty, which are typically 400–1000 m wide at the Earth’s surface and 500–2000 m wide at depth. -
Borrow Pit Volumes**
EARTHWORK CONSTRUCTION AND LAYOUT **BORROW PIT VOLUMES** When trying to figure out Borrow Pit Problems you need to understand a few things. 1. Water can be added or removed from soil 2. The MASS of the SOLIDS CAN NOT be changed 3. Need to know phase relationships in soil….which I will show you next Phase relationship in Soil This represents the soil that you take from a borrow pit. It is made up of AIR, WATER, and SOLIDS. AIR WATER So if you separated the soil into its components it would look like this. It is referred to as a Soil Phase Diagram. SOIL When looking at a Soil Phase Diagram you think of it two ways, 1. Volume, 2. Mass. Volume Mass Va AIR Ma = 0 Va = Volume Air Ma = Mass Air = 0 V WATER M Vw = Volume Water w w Mw = Mass Water Vs = Volume Solid Ms = Mass Solid Vs SOIL Ms Vt = Volume Total = Va + Vw + Vs Mt = Mass Total = Mw + Ms EARTHWORK CONSTRUCTION AND LAYOUT **BORROW PIT VOLUMES** Basic Terms/Formulas to know – Soil Phase relationship Specific Gravity = the density of the solids divided by the density of Water Moisture Content = Mass of Water divided by the Mass of Solids Void Ratio = Volume of Voids divided by the Volume of Solids Porosity = Volume of Voids divided by the Total Volume, Higher porosity = higher permeability Density of Water = γwater = Mw/Vw Specific Gravity = Gs = γsolids /γwater =M /(V * γ ) English Units = 62.42 pounds per CF(pcf) s s water SI Units = 1,000 g/liter = 1,000kg/m3 Moisture Content (w) = Mw/Ms Porosity (n) = Vv/Vt Vv = Volume of Voids = Vw + Va Vt = Total Volume = Vs +Vw + Va Degree of Saturation -
Determination of Geotechnical Properties of Clayey Soil From
DETERMINATION OF GEOTECHNICAL PROPERTIES OF CLAYEY SOIL FROM RESISTIVITY IMAGING (RI) by GOLAM KIBRIA Presented to the Faculty of the Graduate School of The University of Texas at Arlington in Partial Fulfillment of the Requirements for the Degree of MASTER OF SCIENCE IN CIVIL ENGINEERING THE UNIVERSITY OF TEXAS AT ARLINGTON August 2011 Copyright © by Golam Kibria 2011 All Rights Reserved ACKNOWLEDGEMENTS I would like express my sincere gratitude to my supervising professor Dr. Sahadat Hos- sain for the accomplishment of this work. It was always motivating for me to work under his sin- cere guidance and advice. The completion of this work would not have been possible without his constant inspiration and feedback. I would also like to express my appreciation to Dr. Laureano R. Hoyos and Dr. Moham- mad Najafi for accepting to serve in my committee. I would also like to thank for their valuable time, suggestions and advice. I wish to acknowledge Dr. Harold Rowe of Earth and Environmental Science Department in the University of Texas at Arlington for giving me the opportunity to work in his laboratory. Special thanks goes to Jubair Hossain, Mohammad Sadik Khan, Tashfeena Taufiq, Huda Shihada, Shahed R Manzur, Sonia Samir,. Noor E Alam Siddique, Andrez Cruz,,Ferdous Intaj, Mostafijur Rahman and all of my friends for their cooperation and assistance throughout my Mas- ter’s study and accomplishment of this work. I wish to acknowledge the encouragement of my parents and sisters during my Master’s study. Without their constant inspiration, support and cooperation, it would not be possible to complete the work. -
Geotechnical Investigation Across a Failed Hill Slope in Uttarakhand – a Case Study
Indian Geotechnical Conference 2017 GeoNEst 14-16 December 2017, IIT Guwahati, India Geotechnical Investigation across a Failed Hill Slope in Uttarakhand – A Case Study Ravi Sundaram Sorabh Gupta Swapneel Kalra CengrsGeotechnica Pvt. Ltd., A-100 Sector 63, Noida, U.P. -201309 E-mail :[email protected]; [email protected]; [email protected] Lalit Kumar Feedback Infra Private Limited, 15th Floor Tower 9B, DLF cyber city Phase-III, Gurgaon, Haryana-122002 E-mail: [email protected] ABSTRACT: A landslide triggered by a cloudburst in 2013 had blocked a major highway in Uttarakhand. The paper presents details of the geotechnical and geophysical investigations done to evaluate the failure and to develop remedial measures. Seismic refraction test has been effectively used to characterize the landslide and assess the extent of the loose disturbed zone. The probable causes of failure and remedial measures are discussed. Keywords: geotechnical investigation; seismic refraction test; slope failure; landslide assessment 1. Introduction 2.2 Site Conditions Fragility of terrain is often reflected in the form of The rock mass in the area has unfavorable dip towards disasters in the hilly state of Uttarakhand. Geotectonic the valley side. In a 100-150 m stretch, the gabion wall configuration of the rocks and the high relative relief on the down-hill side of the highway, showed extensive make the area inherently unstable and vulnerable to mass distress. The overburden of boulders and soil had slid movement. The hilly terrain is faced with the dilemma of down, probably due to buildup of water pressure behind maintaining balance between environmental protection the gabion wall during heavy rains. -
SOP14 Geophysical Survey
SSFL Use Only SSFL SOP 14 Geophysical Survey Revision: 0 Date: April 2012 Prepared: C. Werden Technical Review: J. Plevniak Approved and QA Review: J. Oxford Issued: 4/6/2012 Signature/Date 1.0 Objective The purpose of this technical standard operating procedure (SOP) is to introduce the procedures for non-invasive geophysical investigations in areas suspected of being used for disposal of debris or where landfill operations may have been conducted. Specifics of the geophysical surveys will be discussed in the Geophysical Survey Field Sampling Plan Addendum. Geophysical methods that will be used to accurately locate and record buried geophysical anomalies are: . Total Field Magnetometry (TFM) . Frequency Domain Electromagnetic Method (FDEM) . Ground Penetrating Radar (GPR) TFM and FDEM will be applied to all areas of interest while GPR will be applied only to areas of interest that require further and/or higher resolution of geophysical anomaly. The geophysical investigation (survey) will be conducted by geophysical subcontractor personnel trained, experienced, and qualified in shallow subsurface geophysics necessary to successfully perform any of the above geophysical methods. CDM Smith will provide oversight of the geophysical contractor. 2.0 Background 2.1 Discussion This SOP is based on geophysical methods employed by US Environmental Protection Agency’s (EPA) subcontractor Hydrogeologic Inc. (HGL) while conducted geophysical surveys of portions of Area IV during 2010 and 2011. The Data Gap Investigation conducted as part of Phase 3 identified additional locations of suspected buried materials not surveyed by HGL. To be consistent with the recently collected subsurface information, HGL procedures are being adopted. The areas of interest and survey limits will be determined prior to field mobilization. -
Guidelines for Sealing Geotechnical Exploratory Holes
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (1998) - Fourth International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 10 Mar 1998, 2:30 pm - 5:30 pm Guidelines for Sealing Geotechnical Exploratory Holes Cameran Mirza Strata Engineering Corporation, North York, Ontario, Canada Robert K. Barrett TerraTask (MSB Technologies), Grand Junction, Colorado Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Mirza, Cameran and Barrett, Robert K., "Guidelines for Sealing Geotechnical Exploratory Holes" (1998). International Conference on Case Histories in Geotechnical Engineering. 7. https://scholarsmine.mst.edu/icchge/4icchge/4icchge-session07/7 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. 927 Proceedings: Fourth International Conference on Case Histories in Geotechnical Engineering, St. Louis, Missouri, March 9-12, 1998. GUIDELINES FOR SEALING GEOTECHNICAL EXPLORATORY HOLES Cameran Mirza Robert K. Barrett Paper No. 7.27 Strata Engineering Corporation TerraTask (MSB Technologies) North York, ON Canada M2J 2Y9 Grand Junction CO USA 81503 ABSTRACT A three year research project was sponsored by the Transportation Research Board (TRB) in 1991 to detennine the best materials and methods for sealing small diameter geotechnical exploratory holes. -
Soil Plugging of Open-Ended Piles During Impact Driving in Cohesion-Less Soil
Soil Plugging of Open-Ended Piles During Impact Driving in Cohesion-less Soil VICTOR KARLOWSKIS Master of Science Thesis Stockholm, Sweden 2014 © Victor Karlowskis 2014 Master of Science thesis 14/13 Royal Institute of Technology (KTH) Department of Civil and Architectural Engineering Division of Soil and Rock Mechanics ABSTRACT Abstract During impact driving of open-ended piles through cohesion-less soil the internal soil column may mobilize enough internal shaft resistance to prevent new soil from entering the pile. This phenomena, referred to as soil plugging, changes the driving characteristics of the open-ended pile to that of a closed-ended, full displacement pile. If the plugging behavior is not correctly understood, the result is often that unnecessarily powerful and costly hammers are used because of high predicted driving resistance or that the pile plugs unexpectedly such that the hammer cannot achieve further penetration. Today the user is generally required to model the pile response on the basis of a plugged or unplugged pile, indicating a need to be able to evaluate soil plugging prior to performing the drivability analysis and before using the results as basis for decision. This MSc. thesis focuses on soil plugging during impact driving of open-ended piles in cohesion-less soil and aims to contribute to the understanding of this area by evaluating models for predicting soil plugging and driving resistance of open-ended piles. Evaluation was done on the basis of known soil plugging mechanisms and practical aspects of pile driving. Two recently published models, one for predicting the likelihood of plugging and the other for predicting the driving resistance of open-ended piles, were compared to existing models. -
Side Scan Sonar and the Management of Underwater Cultural Heritage Timmy Gambin
259 CHAPTER 15 View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by OAR@UM Side Scan Sonar and the Management of Underwater Cultural Heritage Timmy Gambin Introduction Th is chapter deals with side scan sonar, not because I believe it is superior to other available technologies but rather because it is the tool that I have used in the context of a number of off shore surveys. It is therefore opportune to share an approach that I have developed and utilised in a number of projects around the Mediterranean. Th ese projects were conceptualised together with local partners that had a wealth of local experience in the countries of operation. Over time it became clear that before starting to plan a project it is always important to ask oneself the obvious question – but one that is oft en overlooked: “what is it that we are setting out to achieve”? All too oft en, researchers and scientists approach a potential research project with blinkers. Such an approach may prove to be a hindrance to cross-fertilisation of ideas as well as to inter-disciplinary cooperation. Th erefore, the aforementioned question should be followed up by a second query: “and who else can benefi t from this project?” Benefi ciaries may vary from individual researchers of the same fi eld such as archaeologists interested in other more clearly defi ned historic periods (World War II, Early Modern shipping etc) to other researchers who may be interested in specifi c studies (African amphora production for example). -
Promoting Geosynthetics Use on Federal Lands Highway Projects
Promoting Geosynthetics Use on Federal Lands Highway Projects Publication No. FHWA-CFL/TD-06-009 December 2006 Central Federal Lands Highway Division 12300 West Dakota Avenue Lakewood, CO 80228 FOREWORD The Federal Lands Highway (FLH) of the Federal Highway Administration (FHWA) promotes development and deployment of applied research and technology applicable to solving transportation related issues on Federal Lands. The FLH provides technology delivery, innovative solutions, recommended best practices, and related information and knowledge sharing to Federal agencies, Tribal governments, and other offices within the FHWA. The objective of this study was to provide guidance and recommendations on the potential of systematically including geosynthetics in highway construction projects by the FLH and their client agencies. The study included a literature search of existing· design guidelines and published work on a range of applications that use geosynthetics. These included mechanically stabilized earth walls, reinforced soil slopes, base reinforcement, pavements, and various road applications. A survey of personnel from the FLH and its client agencies was performed to determine the current level of geosynthetic use in their practice. Based on the literature review and survey results, recommendations for possible wider use of geosynthetics in the FLH projects are made and prioritized. These include updates to current geosynthetic specifications, the offering of training programs, development of analysis tools that focus on applications of interest to the FLH, and further studies to promote the improvement of nascent or existin esign methods. Notice This document is disseminated under the sponsorship of the U.S. Department of Transportation (DOT) in the interest of information exchange. The U.S. -
South Palo Alto Tunnel with At-Grade Freight
RAIL FACT SHEETS South Palo Alto Tunnel with At-Grade Freight About the Tunnel with At-Grade Freight For the tunnel alternative, the railroad tracks will be lowered in a trench south of Oregon Expressway to approximately Loma Verde Avenue. The twin bore tunnel will begin near Loma Verde Avenue and extend to just south of Charleston Road. The railroad tracks will then be raised in trench to approximately Ferne Avenue. The new electrified southbound railroad tracks will be built at the same horizontal location as the existing railroad track, however, the northbound track will be moved to the east within the limits of the tunnel to accommodate the spacing required between the twin bores. The railroad tracks in the trench and tunnel will carry only passenger trains. The freight trains will remain at-grade. The roadways at Meadow Drive and Charleston Road remain at their existing grade and will have a similar configuration that exists today with the addition of Class II buffered bike lanes on Charleston Road. This will require expanding the width of the road to maintain bike lanes through the overpass of the railroad. By the numbers Neighborhood Considerations • Diameter of twin bores is 30 feet. • Alma Street will permanently be reduced to one lane • Railroad track is designed for 110 mph. in each direction from south of Oregon Expressway to Ventura Avenue and from Charleston Road to Ferne • Meadow Drive and Charleston Road are Avenue. designed for 25 mph. • The train tracks will be approximately 70 feet below the Proposed Ground Level View - Looking Southwest • Maximum grade on railroad is 2%. -
IMCA D033 Limitations in the Use of Scuba Offshore
AB The International Marine Contractors Association Limitations in the Use of SCUBA Offshore IMCA D 033 www.imca-int.com October 2003 AB The International Marine Contractors Association (IMCA) is the international trade association representing offshore, marine and underwater engineering companies. IMCA promotes improvements in quality, health, safety, environmental and technical standards through the publication of information notes, codes of practice and by other appropriate means. Members are self-regulating through the adoption of IMCA guidelines as appropriate. They commit to act as responsible members by following relevant guidelines and being willing to be audited against compliance with them by their clients. There are two core committees that relate to all members: Safety, Environment & Legislation Training, Certification & Personnel Competence The Association is organised through four distinct divisions, each covering a specific area of members’ interests: Diving, Marine, Offshore Survey, Remote Systems & ROV. There are also four regional sections which facilitate work on issues affecting members in their local geographic area – Americas Deepwater, Asia-Pacific, Europe & Africa and Middle East & India. IMCA D 033 This guidance document was prepared for IMCA under the direction of its Diving Division Management Committee, enhancing and extending guidance formerly available via guidance note AODC 065, which is now withdrawn. www.imca-int.com/diving The information contained herein is given for guidance only and endeavours to reflect best industry practice. For the avoidance of doubt no legal liability shall attach to any guidance and/or recommendation and/or statement herein contained. Limitations in the Use of SCUBA Offshore 1 BACKGROUND SCUBA – self-contained underwater breathing apparatus – was first developed in the 1940s and has since become widely used for recreational and amateur diving. -
Geotechnical Manual 2013 (PDF)
2013 Geotechnical Engineering Manual Geotechnical Engineering Section Minnesota Department of Transportation 12/11/13 MnDOT Geotechnical Manual ii 2013 GEOTECHNICAL ENGINEERING MANUAL ..................................................................................................... I GEOTECHNICAL ENGINEERING SECTION ............................................................................................................... I MINNESOTA DEPARTMENT OF TRANSPORTATION ............................................................................................... I 1 PURPOSE & OVERVIEW OF MANUAL ........................................................................................................ 8 1.1 PURPOSE ............................................................................................................................................................ 8 1.2 GEOTECHNICAL ENGINEERING ................................................................................................................................. 8 1.3 OVERVIEW OF THE GEOTECHNICAL SECTION .............................................................................................................. 8 1.4 MANUAL DESCRIPTION AND DEVELOPMENT .............................................................................................................. 9 2 GEOTECHNICAL PLANNING ....................................................................................................................... 11 2.1 PURPOSE, SCOPE, RESPONSIBILITY ........................................................................................................................