Geotechnical Report

Total Page:16

File Type:pdf, Size:1020Kb

Geotechnical Report GEOTECHNICAL REPORT EQUIPMENT DIVISION REPAIR FACILITY PARKING LOT RENO, NEVADA MARCH 2010 MATERIALS DIVISION STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL REPORT EQUIPMENT DIVISION REPAIR FACILITY PARKING LOT RENO, NEVADA MARCH 2010 WASHOE COUNTY, NEVADA Prepared by: ______________________________ Ashley Ablahani, E.I. Geotechnical Engineering Section Reviewed by: ______________________________ Jeffrey A. Palmer, Ph.D., P.E. Principal Geotechnical Engineer Approved by: ______________________________ Reid Kaiser, P.E. Chief Materials Engineer TABLE OF CONTENTS INTRODUCTION .……………..…………..…………………………………………. 1 General …………………………………………………………………………. 1 Scope ………………………………………………………………………........ 1 FIELD INVESTIGATION ....…...…………….…………………………………. …… 1 Standard Penetration Testing……………………………………………………. 2 LABORATORY ANALYSES ………….………………………………………...…… 2 DISCUSSION ...……………………………...…………………………………… …… 3 RECOMMENDATIONS ..…………………………….…………………………. …… 5 REFERENCES .…..……………………………………………………………….…… 7 APPENDICES: APPENDIX A Boring Location Map Photographs of Cuttings Photographs of SPT Samples APPENDIX B Key to Boring Logs Boring Logs APPENDIX C Summary of Results Tables Particle Size Distribution Reports APPENDIX D Structural Design and Material Information APPENDIX E Geotextile Specifications INTRODUCTION General This report has been prepared to address pavement distress concerns at the NDOT Equipment Division Repair Facility parking lot in Reno. According to the Equipment Division Repair Facility staff, the pavement condition has been progressively deteriorating over the last few years. NDOT Maintenance and Operations Division requested that the NDOT Materials Division investigate the area to determine an appropriate structural section and to make recommendations for repaving the parking lot. The parking lot will need to support heavy equipment loads. Scope The scope of this report consists primarily of geotechnical investigation, soil testing and recommendations for construction. The geotechnical investigation included gathering data and plans from previous construction projects at the site (no previous subsurface investigation information could be found), soil sampling, and analysis of field and laboratory testing data. The purpose of the geotechnical investigation was to characterize the general subsurface soil conditions at the site and to provide geotechnical construction recommendations. FIELD INVESTIGATION A geotechnical field investigation was conducted on November 5, 2009. The subsurface soil conditions were explored by drilling six boreholes, identified as RES2 through RES7. Borehole RES2 was explored to a depth of 15 feet. Boreholes RES 3 through RES7 were explored to a depth of 5 feet. Please note that location RES1 was not drilled because of possible underground utility conflicts. Borehole locations and ground surface elevations were surveyed by NDOT Materials Division Field Crew staff. The approximate locations of the borings are shown on the Borehole Location Map in Appendix A. All boreholes were backfilled soon after drilling was completed. The Key to Boring Logs and Boring Logs presenting the findings of the investigation are included in Appendix B. 1 Logs of the subsurface conditions, as encountered during the field investigation, were recorded by NDOT geotechnical engineering staff. All soil samples were examined and identified in the field in accordance with ASTM D2488. Additional soil classification was subsequently performed on soil samples using the Unified Soil Classification System (USCS) in accordance with ASTM D2487 upon completion of laboratory testing. Where soil tests are not listed in the appropriate column of the boring log, the USCS symbols and terminology are based solely on manual identification (ASTM D2488) rather than laboratory classification. Drilling was performed using an NDOT Diedrich D-120 drill rig (Drill Rig Unit #1082) equipped with an automatic hammer. Hollow Stem Continuous Flight Augering (HSA) methods were used to explore all borings. Representative bulk soil samples were obtained from cuttings from a depth of 1 foot to a depth of 5 feet in every borehole. Drive samples were obtained using a Standard Penetration Testing (SPT, ASTM D1586) sampler at locations noted on the boring logs. Existing asphalt pavement thickness was measured to the nearest quarter inch in every borehole and is recorded on the boring logs. Asphalt thickness ranged from 3 inches to 3 ¾ inches. Existing asphalt pavement was placed directly on subgrade; no base layer was apparent in any of the boreholes. Groundwater was not observed in any boreholes. Standard Penetration Testing The SPT sampler was advanced using a 140-pound hammer with a drop of 30 inches. The energy transfer from the automatic hammer into the drill string is 87.5% (SPT energy calibration by Gregg Drilling and Testing, Inc., June 11, 2009) with an approximate energy correction factor of 1.45. Sampler driving resistance (N-value), expressed as blows per one foot of penetration, is presented on the boring logs at the respective depth. The N-value is an indication of the apparent density of coarse-grained soils and the consistency of fine-grained soils. The blow counts presented on the boring logs have not been corrected for hammer efficiency, overburden pressure, rod length, etc. LABORATORY ANALYSES Soil particle size gradations through No. 200 sieve (Nevada T206), Atterberg limits (AASHTO T89 & T90), Resistance Value (R-value, Nevada T115) and natural moisture content (AASHTO 2 T265) tests were completed to determine sample classification and evaluation. Soils were classified using the Unified Soil Classification System (USCS) in accordance with ASTM D2487. Individual laboratory test results can be found in Appendix C of this report. In addition, select laboratory test results are presented on boring logs. Representative bulk soil samples were tested to determine the R-value of the subgrade. R-value is a measure of subgrade strength and expansion potential, and is used in design of flexible pavements. This test is used to determine the ability of a soil to resist lateral deformations under a vertical load and the data is used to determine the thickness of overburden necessary to prevent expansion. DISCUSSION Based on the conditions encountered in the exploratory borings, the soil profile generally consists of brown, medium dense to dense, moist, medium plasticity clayey sand with varying amounts of cobbles to low plasticity silty sand with varying amounts of cobbles. Laboratory testing determined that the soil samples tested contain an average of about 25% fines, material passing the No. 200 sieve. R-value results for the subgrade from a depth of 1 to 5 feet ranged from 19 to 54, with an average of 31. An R-value of 25, with consideration of heavy equipment loading, was used to determine the recommended structural section for the parking lot. Soil with an R-value in the 25 to 30 range can be considered a weak soil. An R-value of 45 or greater is desirable for the subgrade in a roadway. The Equipment Division Repair Facility parking lot stores vehicles ranging from pickup trucks to heavy equipment. Many of these vehicles enter and exit the parking lot on a daily basis. There are two gates on the west side of the parking lot in which vehicles can enter and exit the parking lot. The heavy equipment typically uses the northwest entrance and not the southwest entrance. The area with the worst observed pavement distress runs in line with the northwest entrance along the north side of the main equipment shop. This area of the parking lot gets the most heavy equipment traffic according to the Equipment Division Repair Facility staff. A 3 photo of this area is shown on the cover of the report. Photos 1 and 2 show close up views within this area. Inadequate drainage contributes to the pavement deterioration. The paved v-ditch that runs along the north side of the main equipment shop, as seen in the Photos 1 and 2, shows extreme pavement distress. Water settles in the bottom of the v-ditch between the intermittent slotted drains causing progressive deterioration. Photo 1. Pavement distress along the swale and slotted drains north of the main equipment shop. 4 Photo 2. Pavement distress north of the main equipment shop. RECOMMENDATIONS The parking lot structural section recommended by the Materials Division Roadbed Design Section based on the findings of the subsurface investigation can be found in Appendix D. It is highly recommended to place a nonwoven geotextile fabric between the subgrade and the flexible pavement structural section. The geotextile will increase stability and improve performance of flexible pavement constructed on subgrade with high fines content. The geotextile will provide separation, filtration and reinforcement functions providing a method of mechanical stabilization for weak subgrade soils. Separation improves construction by minimizing subgrade disturbance and preventing loss of aggregate. The geotextile acts as a filter and separator by preventing the migration of fines from the subgrade into the base/sub-base, maintaining the support and drainage characteristics of the base/sub-base over the life of the pavement system. Recommended geotextile material and placement specifications for this application are included in Appendix E. System performance will also be improved through reinforcement by geotextile placed on subgrade or within the base/sub-base layer. 5 Many underground utilities
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]