DOCSLIB.ORG

Direction of Drilling

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Direction of Drilling VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE A PLATE 58A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE A PLATE 58B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE A PLATE 58C VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE B PLATE 59A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE B PLATE 59B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE B PLATE 59C VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE B PLATE 59D VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE B PLATE 59E VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE C PLATE 60A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE C PLATE 60B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE C PLATE 60C VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE C PLATE 60D VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE D PLATE 61 VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE E PLATE 62 VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS. CORE SAMPLE BHG 1 PLATE 63 Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45 APPENDIX – C PHOTOS OF CONCRETE CORE SAMPLES SELECTED FOR LABORATORY TESTING Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C27 – West Wall Lock 16 (Photo 6 of 6) PHOTO C28 – West Wall Lock 17 (Photo 1 of 8) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C29 – West Wall Lock 17 (Photo 2 of 8) PHOTO C30 – West Wall Lock 17 (Photo 3 of 8) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C31 – West Wall Lock 17 (Photo 4 of 8) PHOTO C32 – West Wall Lock 17 (Photo 5 of 8) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C33 – West Wall Lock 17 (Photo 6 of 8) PHOTO C34 – West Wall Lock 17 (Photo 7 of 8) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C35 – West Wall Lock 17 (Photo 8 of 8) PHOTO C36 – East Wall Lock 17 (Photo 1 of 4) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C37 – East Wall Lock 17 (Photo 2 of 4) PHOTO C38 – East Wall Lock 17 (Photo 3 of 4) Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC) PHOTO C39 - East Wall Lock 17 (Photo 4 of 4) Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45 APPENDIX – D STABILITY ANALYSIS OF RETAINING WALL AND BACK SLOPE AT LOCK 16 Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45 RETAINING WALL DESIGN CALCULATIONS COVER SHEET Project No. : 10-0006-45 Project Name : Healey Falls Locks # 16&17 Retaining Wall File No. : Discipline : Civil Engineering Calculation Title : Design of retaining wall January 19 Calculation No. : CIV-001 Prepared by : Lev Bulkovshteyn Date : 2011 No. of Sheets : Reviewed by : Javid Iqbal Date : Supersedes Calc. No. : Approved by : Paul Read Date : Calculation Description : The scope of these calculations is the design check of existing retaining wall Related Design Concept : . Reference Codes and Standards : See references below. ENGINEER’S SEAL Rev. Date Checked Approved Approved Rev. # Rev. Description Author Revised by by C:\Documents and Settings 22/09/2011 \LBulkovshteyn\My Documents\Healey References 1. Concrete Design Handbook, Third Edition Cement Association of Canada 2. Foundation Analysis and Design by Joseph E Bowles 3. CRSI Handbook, Concrete Reinforcing Steel Institute, 1980 4. Reinforced Concrete Fundamentals by Phil M Ferguson, 1958 5. Reinforced Concrete Design Handbook by Charles e Reynolds kN γw := 9.81 ⋅ 5 kPa := 1000Pa in := 25.4mm 3 Es := 2⋅ 10 ⋅ MPa m kN γcon := 23.5 ⋅ 3 m The existing retaining wall is a cantilever concrete wall with a stem 1.66 m high with thickness varied from 330 to 505 mm, base is 2.75 m long and 300 mm thick. Assume that backfill is granular with density of 23 KN/m^3 and angle of internal friction of 30 degrees. Water level is at the top of the wall. kN γm := 23 ⋅ φ := 30⋅ deg dstem := 330⋅ mm 3 m αL := 1.5 Design width Bwall := 1⋅ m 1 Stability check The minimum base with for similar wall (considering an additional 33 degrees slope of the backfill) is 4'-6" and minimum thickness of base and stem is 1', but heel has a backfill on it, that improves stability. For conservative results we assume that retaining wall was built next to the rock, there is no heel. Ref 3 p.14-10 Calculations PF - 6.6.# Page 3 of 15 Bslab := 2.75⋅ m Hslab := 0.3⋅ m Hstem := 1.96m Earth and water are acting on the height equal to Hpres := 1.66⋅ m Earth pressure at bottom of slab 2 φ Qes := Bwall ⋅ Hpres ⋅ tan 45⋅ deg − ⋅ ()γm − γw 2 kN Qes = 7.298 ⋅ m There is an additional load from the stone retaining wall and backfill behind it. Assume additional load from backfill on the wedge from top of stone retaining wall ∆ := (170.75− 170.25 )⋅ m ∆ = 0.5 m The width of load is approximately 0.4m and distance to stem is 0.5m. Dis:= 0.5⋅ m Width:= 0.4⋅ m As the result of it there will be LineLoad per unit length of the wall Nll := γm ⋅ Width ⋅ ∆ ⋅ Bwall Ref 5 Table 20 Pressure due to surcharge Nll = 4.6⋅ kN The distance to linear load N Width d:= Dis + 2 d= 0.7 m Corresponded horizontal load acting on the wall Calculations PF - 6.6.# Page 4 of 15 2 φ Fs := Nll ⋅ tan 45⋅ deg − 2 Fs = 1.533⋅ kN Load will act on distance from bottom of the slab d Arm fs := Hpres − 1.2 Arm fs = 1.077m Water pressure at bottom of slab Qws := γw ⋅ Bwall ⋅ Hpres kN Qws = 16.285 ⋅ m Unfactored design moment at bottom of slab Additional moment from ∆ Madd := Arm fs ⋅ Fs Madd = 1.651⋅
Load more

Recommended publications
  • 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.
    [Show full text]
  • 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.
    [Show full text]
  • Manual Borehole Drilling As a Cost-Effective Solution for Drinking
    water Review Manual Borehole Drilling as a Cost-Effective Solution for Drinking Water Access in Low-Income Contexts Pedro Martínez-Santos 1,* , Miguel Martín-Loeches 2, Silvia Díaz-Alcaide 1 and Kerstin Danert 3 1 Departamento de Geodinámica, Estratigrafía y Paleontología, Universidad Complutense de Madrid, Ciudad Universitaria, 28040 Madrid, Spain; [email protected] 2 Departamento de Geología, Geografía y Medio Ambiente, Facultad de Ciencias Ambientales, Universidad de Alcalá, Campus Universitario, Alcalá de Henares, 28801 Madrid, Spain; [email protected] 3 Ask for Water GmbH, Zürcherstr 204F, 9014 St Gallen, Switzerland; [email protected] * Correspondence: [email protected]; Tel.: +34-659-969-338 Received: 7 June 2020; Accepted: 7 July 2020; Published: 13 July 2020 Abstract: Water access remains a challenge in rural areas of low-income countries. Manual drilling technologies have the potential to enhance water access by providing a low cost drinking water alternative for communities in low and middle income countries. This paper provides an overview of the main successes and challenges experienced by manual boreholes in the last two decades. A review of the existing methods is provided, discussing their advantages and disadvantages and comparing their potential against alternatives such as excavated wells and mechanized boreholes. Manual boreholes are found to be a competitive solution in relatively soft rocks, such as unconsolidated sediments and weathered materials, as well as and in hydrogeological settings characterized by moderately shallow water tables. Ensuring professional workmanship, the development of regulatory frameworks, protection against groundwater pollution and standards for quality assurance rank among the main challenges for the future.
    [Show full text]
  • Reconnaissance Borehole Geophysical, Geological, And
    Reconnaissance Borehole Geophysical, Geological, and Hydrological Data from the Proposed Hydrodynamic Compartments of the Culpeper Basin in Loudoun, Prince William, Culpeper, Orange, and Fairfax Counties, Virginia [Version 1.0] By Michael P. Ryan, Herbert A. Pierce, Carole D. Johnson, David M. Sutphin, David L. Daniels, Joseph P. Smoot, John K. Costain, Cahit Çoruh, and George E. Harlow Open–File Report 2006-1203 U.S. Department of the Interior U.S. Geological Survey Reconnaissance Borehole Geophysical, Geological, and Hydrological Data from the Proposed Hydrodynamic Compartments of the Culpeper Basin in Loudoun, Prince William, Culpeper, Orange, and Fairfax Counties, Virginia [Version 1.0] By Michael P. Ryan, Herbert A. Pierce, Carole D. Johnson, David M. Sutphin, David L. Daniels, Joseph P. Smoot, John K. Costain, Cahit Çoruh, and George E. Harlow Open-File Report 2006–1203 U.S. Department of the Interior U.S. Geological Survey U.S. Department of the Interior DIRK KEMPTHORNE, Secretary U.S. Geological Survey Mark D. Meyers, Director U.S. Geological Survey, Reston, Virginia: 2007 For product and ordering information: World Wide Web: http://www.usgs.gov/pubprod Telephone: 1-888-ASK-USGS For more information on the USGS--the Federal source for science about the Earth, its natural and living resources, natural hazards, and the environment: World Wide Web: http://www.usgs.gov Telephone: 1-888-ASK-USGS Any use of trade, product, or firm names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Although this report is in the public domain, permission must be secured from the individual copyright owners to reproduce any copyrighted materials contained within this report.
    [Show full text]
  • Trench Blasting with DYNAMITE a TRADITION of INNOVATION
    Trench Blasting with DYNAMITE A TRADITION OF INNOVATION Dyno Nobel’s roots reach back to every significant in- novation in explosives safety and technology. Today, Dyno Nobel supplies a full line of explosives products and blasting services to mines, quarries and contractors in nearly every part of the world. DYNAMITE PRODUCT OF CHOICE FOR TRENCH BLASTING One explosive product has survived the test of time to become a true classic in the industry. DYNAMITE! The dynamite products manufactured today by Dyno Nobel are similar to Alfred Nobel’s original 1860s invention yet, in selected applications, they outperform any other commercial explosives on the market. The high energy, reliability and easy loading characteristics of dynamite make it the product of choice for difficult and demand- ing trench blasting jobs. Look to Unigel®, Dynomax Pro® and Unimax® to make trench blasting as effective and efficient as it can be. DISCLAIMER The information set forth herein is provided for informational purposes only. No representation or warranty is made or intended by DYNO NOBEL INC. or its affiliates as to the applicability of any procedures to any par- ticular situation or circumstance or as to the completeness or accuracy of any information contained herein. User assumes sole responsibility for all results and consequences. ® Cover photo depicts a trench blast using Primacord detonating cord, MS ® Connectors and Unimax dynamite. SAFE BLASTING REMINDERS Blasting safety is our first priority. Review these remind- ers frequently and make safety your first priority, too. • Dynamite products will provide higher energy value than alternate products used for trenching due to their superior energy, velocity and weight strength.
    [Show full text]
  • Geotechnical Investigation Into Causes of Failure of a Gabion Retaining Wall
    Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (1988) - Second International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 03 Jun 1988, 10:00 am - 5:30 pm Geotechnical Investigation into Causes of Failure of a Gabion Retaining Wall Edward A. Nowatzki University of Arizona, Tucson, Arizona Brian P. Wrench Steffen Robertson & Kirsten, Johannesburg, South Africa Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Nowatzki, Edward A. and Wrench, Brian P., "Geotechnical Investigation into Causes of Failure of a Gabion Retaining Wall" (1988). International Conference on Case Histories in Geotechnical Engineering. 33. https://scholarsmine.mst.edu/icchge/2icchge/2icchge-session6/33 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]. Proceedings: Second International Conference on Case Histories in Geotechnical Engineering, June 1-5, 1988, St. Louis, Mo., Paper No. 6.96 Geotechnical Investigation into Causes of Failure of a Gabion Retaining Wall Edward A. Nowatzki Brian P. Wrench Associate Professor, Civil Engineering Depl, University of Arizona, Principal, Steffen Robertson & Kirsten, Johannesburg, South Africa Tucson, Arizona SYNOPSIS: This paper describes the post-failure analysis of a 26m long x 4m high gabion retaining wall located in a suburb of Johannesburg, South Africa.
    [Show full text]
  • Borehole Drilling in Sedimentary Rocks
    MARCH 2015 PRELIMINARY ASSESSMENTS – PHASE 2 Borehole Drilling in Sedimentary Rocks Safety is the first consideration in finding a site for a deep geological repository for Canada’s used nuclear fuel. Between 2012 and 2014, the NWMO used available geoscientific information to begin the process of learning about the geology of potential siting areas. These Phase 1 desktop studies were used to understand the regional geology and sedimentary sequence in the Bruce area and identify whether communities had the potential to satisfy the NWMO’s geoscientific site evaluation factors. The results of these desktop studies are available online, at www.nwmo.ca and the websites of local community liaison committees, and in NWMO community offices. For sedimentary rocks, the next phase of preliminary assessments include a series of geoscientific field studies such as observing general geological features, borehole drilling, and 2D-seismic surveys. Field studies will initially be conducted to advance understanding of the general geology in each community. These would be followed by more detailed studies, several years in the future, to understand the geology of potential repository sites identified through technical studies and discussions with the communities. The scope, location, and timing of field studies will be developed in collaboration with communities. Preliminary Assessments – Phase 2 / Borehole Drilling in Sedimentary Rocks 1 Borehole Drilling and Testing Borehole drilling and testing provides information about the underlying rock layers, including their geological, hydrogeological and hydrogeochemical characteristics. Activities during drilling will initially include the collection of continuous rock core that will be logged and then transported to a core storage facility.
    [Show full text]
  • Offshore Site Investigation and Geotechnics Committee
    OFFSHORE SITE INVESTIGATION AND GEOTECHNICS COMMITTEE GUIDANCE NOTES FOR THE PLANNING AND EXECUTION OF GEOPHYSICAL AND GEOTECHNICAL GROUND INVESTIGATIONS FOR OFFSHORE RENEWABLE ENERGY DEVELOPMENTS May 2014 GUIDANCE NOTES FOR THE PLANNING AND EXECUTION OF GEOPHYSICAL AND GEOTECHNICAL GROUND INVESTIGATIONS FOR OFFSHORE RENEWABLE ENERGY DEVELOPMENTS Guidance Notes for the Planning and Execution of Geophysical and Geotechnical Ground Investigations for Off shore Renewable Energy Developments ISBN 0 906940 54 0 ISBN 13 978 0 906940 54 9 First published in 2014 by Th e Society for Underwater Technology 1 Fetter Lane, London EC4A 1BR UK ©2014 Society for Underwater Technology Th is publication is protected by international copyright law. No part of the material protected by this copyright notice may be reproduced or utilised in any form by any means, electronic or mechanical, including photocopying, recording or by any information storage and retrieval system, without permission of the Publisher. GUIDANCE NOTES FOR THE PLANNING AND EXECUTION OF GEOPHYSICAL AND GEOTECHNICAL GROUND INVESTIGATIONS FOR OFFSHORE RENEWABLE ENERGY DEVELOPMENTS Edited by Mick Cook Co-authors Andy Barwise Will Cleverly Ray Hobbs Tony Hodgson Leo James Chris Jenner Neil Morgan Alastair Muir Wood Richard Orren Julian Osborne Rupert Rowland Charles Wark BLANK PAGE Contents 1 INTRODUCTION . 7 Part 1 - Planning 2 MANAGING GEOLOGICAL AND GEOTECHNICAL RISK . 8 3 THE GROUND MODEL . 9 3.1 What is a Ground Model? . 9 3.2 Use of the Ground Model . 10 3.3 Typical Stages in the Development of a Ground Model . 10 3.4 Desk Study . 11 3.5 Ground Investigation Programme . 12 4 PLANNING AN OFFSHORE GROUND INVESTIGATION .
    [Show full text]
  • Engineering Consultant Guidelines for Highway and Bridge Projects
    SECTION 7 – GEOTECHNICAL CONSIDERATIONS SECTION 7 - GEOTECHNICAL CONSIDERATIONS 7.1 GENERAL Geotechnical investigations are required for highway, geotechnical and bridge projects. Specific requirements and guidelines for geotechnical investigations are being prepared at the time of this writing and will be presented in the Department’s “Guidelines for Consulting Geotechnical Engineers” manual, due in March 2002. This Section presents basic principles and requirements with which to guide the geotechnical consultant in the preparation of proposals and completion of their investigations. Irrespective of the requirements listed in this document, it is important that the Consultant clearly outlines in their proposal what assumptions were made in estimating the effort and resources necessary to complete the scope of work. A project may consist of new road construction, grade widening, bridge and culvert design, and specific geotechnical projects such as landslide repair. Within any of these types of projects there may be numerous major areas of investigations, including roadway; borrow; bridge and culvert; soft ground or muskeg; landslide; erosion; and rock. General requirements for these types of investigations are outlined in the following sections. Requirements for culvert corrosion surveys are provided in this section. It should be noted that there are specific qualifications for personnel responsible for gathering field data and testing related to corrosion surveys. Requirements for topsoil survey related to topsoil conservation within the highway right-of-way, and for pre and post borrow assessments are provided in Section 4. This section provides minimum requirements for testhole spacing. Sound engineering and application of ‘common sense’ principles should govern the project requirements for testhole spacing and locating.
    [Show full text]
  • Boring Logs and Laboratory Test Results
    #$%& '( !" #$%& '( !" - #%(:;< ;& $ 6"74 2 25#' +-,##%(: <<< <& $ 6"745#' 25#'6"74 +#!%(: = =& 22 , 6"74 225#'6"74 -39#-3' -%(:=;< AAB(:; 6"7422 =B(:; =& , 6"745#' 6"74225#' - # 8 (?%(:; = & $ 6"745#'1( 1(22 1(225#' #'%(:< @ ;& $ 6"745#'1( 1(225#'6"74 4?+-1 ?%(:;@A <& 21(22 $ 6"745#'2%1(22& 21(225#'6"74 :-###%(: = & 6"7421(22 $ 6"745#'2 %1(22 & 6"7421(225#' /##%(:A ; & ,#%(: & , 6"745#'1( 1( 1(5#' ,#C--%(:; =<D E& , 6"745#'1( 1(5#'6"74 21( > #3,-##3,-##1 ? , 6"745#'2 21(5#'6"74 %1(22& %(/(@A 3(/(A & 6"7421( , 6"745#'2 %1(22 & 6"7421(5#' ,# 1 ?%(: < & ,--:# 1(26"74 /"612 /"6125#' ,*#,## 1(26"745#' /"6125#'6"74 2/"612 " 7%(:< & 2426"74 2/"6125#'6"74 6"742/"612 4>!#%(: AA& 2426"745#' 6"742/"6125#' +96!#%(/( =& 1(232426"74 /"611( '*#%(:; ;& /"611(5#' 1(232426"745#' /"611(5#'6"74 5,##%(:; ;= <& 2/"611( ,*#(! $ 2/"611(5#'6"74 6"742/"611( 89 +-- %(: == =& $ 5#'6"74 6"742/"611(5#' 89 +-- "*%(:A<@ A & , 0#2 8- # 8 (? 0#25#' %(:@ <& , 5#'6"74 0#25#'6"74 29#2 8#$'#%(:; = ;& $ 5#'1( 29#25#'6"74 7'%(/(< A=D ;E& 6"7429#2 $ 5#'1( 6"74 6"7429#25#' $ 5#'2%1(22& 4-#1( 4-#1(5#' $ 5#'2 6"74 %1(22 6"74& 4-#1(5#'6"74 2-#1( , 5#'1( 2-#1(5#'6"74 6"742-#1( # ,##(-#%,(& , 5#'1( 6"74 6"742-#1(5#' , 5#'2%1(22& /"619#2 /"619#25#' , 5#'2 6"74 %1(22 6"74& /"619#25#'6"74 # 9+ 2/"619#2 1(2 2/"619#25#'6"74 6"742/"619#2 1(25#'6"74 6"742/"619#25#' : 9 9+ 242 /"61-#1( /"61-#1(5#' 2425#'6"74 /"61-#1(5#'6"74 2-#4(11( '( ,-#+ 1(23242 2/"61-#1(5#'6"74 6"742/"61-#1( 1(232425#'6"74 6"742/"61-#1(5#' /"61/1 )"* ."* ,4( /"61/15#' /"61/15#'6"74 2/"61/1 /4 2/"61/15#'6"74 *+ /#'%-*-& /4 /84" 6"742/"61/1 /84" 6"742/"61/15#' 0-#$#!" % & ##$#!" %-'# #& "# ! ##$#!" % #& ) * # ('--+#9#'+#++ ,*'-##-319#' +F# -' ##'5#'#'#+#9+# ,# #+##('--++-##'#9#'- ##'#9 -9 #- 99##'#- '##'-#5#'#'+--9#(' #+-# --+9#9# #-# 5A ) ,0.,2 +,.
    [Show full text]
  • The Thrill to Drill
    INTERNATIONAL CONTINENTAL SCIENTIFIC DRILLING PROGRAM The Thrill to Drill After more than two decades of International Continental Scientific Drilling: A prospect for the future As most of the Earth under our feet is inaccessible, drilling is the only ground truth to correct our models and ideas about our planet's interior. Drilling does not necessarily have to be done from the surface. Here, researchers follow the drilling progress while drilling boreholes in the Moab Khotsong gold mine (South Africa) in 3 kilometers depth. The project drilled several boreholes into and around seismogenic zones to study the rupture details and scaling of small and larger earthquakes. 2 The International Continental Scientific Drilling Program – an introduction For most people, drilling into the Earth means laying the foundation for extracting natural resources from under our feet. Indeed the vast majority of all drill rigs in the world are used either for establishing water wells or for the discovery and exploitation of mineral resources or hydrocarbons like oil and gas. There is, however, another aspect of drill- ing into the Earth’s crust of which only very few people are aware. Poking a hole into the skin of our planet can help sci- entists solve some of the many mysteries which remain hidden in its vast interior. During the past one and a half centu- ries geoscientists have made enormous strides in exploring the interior of the Earth indirectly by analyzing the chem- ical composition of lava from hundreds of volcanoes or by modeling the physical conditions at depth based on the inter- pretation of seismic waves.
    [Show full text]
  • Assessing and Remediating Low Permeability Geologic Materials Contaminated by Petroleum Hydrocarbons from Leaking Underground Storage Tanks: a Literature Review
    Assessing And Remediating Low Permeability Geologic Materials Contaminated By Petroleum Hydrocarbons From Leaking Underground Storage Tanks: A Literature Review U.S. Environmental Protection Agency Office of Solid Waste and Emergency Response Office of Underground Storage Tanks Washington, D.C. December 2019 Notice: This document provides technical information to EPA, state, tribal, and local agencies involved in investigating and addressing petroleum releases from leaking underground storage tanks. We obtained this information by reviewing selected literature relating to the occurrence, investigation, behavior, and remediation of contaminants in low permeability geologic materials. This document does not provide formal policy or in any way affect the interpretation of federal regulations. EPA does not endorse or recommend commercial products mentioned in this document, and we do not guarantee performance of methods or equipment mentioned. ii CONTENTS INTRODUCTION .............................................................................................................................. 1 Key Takeaways ................................................................................................................... 1 Diffusion .................................................................................................................. 1 Site Characterization .............................................................................................. 2 Heterogeneity ........................................................................................................
    [Show full text]