DOCSLIB.ORG

Embankment Dams

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text

Load more

Design Standards No. 13 Embankment Dams Chapter 8: Seepage Phase 4 (Final) U.S. Department of Interior Bureau of Reclamation January 2014 Mission Statements The U.S. Department of the Interior protects America’s natural resources and heritage, honors our cultures and tribal communities, and supplies the energy to power our future. The mission of the Bureau of Reclamation is to manage, develop, and protect water and related resources in an environmentally and economically sound manner in the interest of the American public. Design Standards Signature Sheet Design Standards No. 13 Embankment Dams DS-13(8)-4.1: Phase 4 (Final) January 2014 Chapter 8: Seepage Revision Number DS-13(8)-4.1 Summary of revisions: • A Foreword section was added before the Chapter Signature Sheet. • In Section 8.2.2.2, "High Exit Gradients in a Cohesionless Soil," on page 8-7, in the table appearing on that page, the "Recommended Safety Values" in column 2 were changed. • In Section 8.3.2.4, "Effect ofDegrce of Saturation on Permeability," on page 8-30, in the next to last paragraph on the page, the incorrect word "Note" was deleted. • On the cover, title page, and footers, the date was changed from "October 2011" to "January 2014." • Minor editorial corrections made throughout. Prepared by: Biii~P.E. Date Civil Engineer, Geotechnical Services Division Peer Review: tla'I/Z.otf Derek T. Wittwer, P.E. Date Civil Engineer, Geotechnical Engineering Group 4 Submitted: I I K~ Knighl,P£. Date Chief, Geotechnical Services Division Approved: Thomas A. Luebke, P.E. Date Director, Technical Service Center Foreword Purpose The Bureau of Reclamation (Reclamation) design standards present technical requirements and processes to enable design professionals to prepare design documents and reports necessary to manage, develop, and protect water and related resources in an environmentally and economically sound manner in the interest of the American public. Compliance with these design standards assists in the development and improvement of Reclamation facilities in a way that protects the public's health, safety, and welfare; recognizes needs of all stakeholders; and achieves lasting value and functionality necessary for Reclamation facilities. Responsible designers accomplish this goal through compliance with these design standards and all other applicable technical codes, as well as incorporation of the stakeholders’ vision and values, that are then reflected in the constructed facilities. Application of Design Standards Reclamation design activities, whether performed by Reclamation or by a non- Reclamation entity, must be performed in accordance with established Reclamation design criteria and standards, and approved national design standards, if applicable. Exceptions to this requirement shall be in accordance with provisions of Reclamation Manual Policy, Performing Design and Construction Activities, FAC P03. In addition to these design standards, designers shall integrate sound engineering judgment, applicable national codes and design standards, site-specific technical considerations, and project-specific considerations to ensure suitable designs are produced that protect the public's investment and safety. Designers shall use the most current edition of national codes and design standards consistent with Reclamation design standards. Reclamation design standards may include exceptions to requirements of national codes and design standards. Proposed Revisions Reclamation designers should inform the Technical Service Center (TSC), via Reclamation’s Design Standards Website notification procedure, of any recommended updates or changes to Reclamation design standards to meet current and/or improved design practices. Chapter Signature Sheet Bureau of Reclamation Technical Service Center Design Standards No. 13 Embankment Dams Chapter 8: Seepage DS-13(8)-4.11 Phase 4 (Final) Chapter 8 – Seepage is an existing chapter (last revised March 1987) within Design Standard 13 and was revised as follows: • Expanded discussion of seepage analysis principles and procedures • Expanded discussion of seepage mitigation measures • Revised discussion of seepage-related failure modes • Provided discussion for seepage monitoring • Provided discussion of key data for seepage evaluations • Added discussion of SEEP/W analyses and example problems • Provided illustrative considerations and examples of exit gradients and uplift pressures at the downstream toe of the embankment 1 DS-13(8)-4 refers to Design Standards No. 13, chapter 8, revision 4, minor intermediate revision 1. Prepared by: 407/ZiAti Bill Enge en, RE. Date Civil Engineer, Geotechnical Services Division Peer Review: LL JL-­ Derek T. Wittwer, RE. Date Civil Engineer, Geotechnical Engineering Group 1 Secur Review: 0/404/07 o il Larry K. •4( ss, P.E. Date Structu'll Engineer, Structural Analysis Group Recommended for Technical Approval: Thomas McDaniel Geotechnical Engineering Group 2 Submitted: /4,412 /2/ 03 'Oz.)/2 KaAren Knight, RE. D te Chief, Geotechnical Sericesl Division Approved: (7J- Z' Lowell Pimley, P.E. Date Director, Technical Service Center Design Standard No. 13, Chapter 8 Contents Page Chapter 8: Seepage 8.1 Introduction .............................................................................................. 8-1 8.1.1 Purpose ....................................................................................... 8-1 8.1.2 Scope .......................................................................................... 8-1 8.1.3 Deviations from Standard .......................................................... 8-1 8.1.4 Revisions of Standard ................................................................ 8-2 8.1.5 Applicability .............................................................................. 8-2 8.1.6 Definition of Terms.................................................................... 8-2 8.1.6.1 Seepage ...................................................................... 8-2 8.1.6.2 Pore Pressure .............................................................. 8-2 8.1.6.3 Phreatic Surface ......................................................... 8-2 8.1.6.4 Hydraulic Gradient..................................................... 8-2 8.1.6.5 Permeability ............................................................... 8-3 8.1.6.6 Anisotropy.................................................................. 8-3 8.1.6.7 Saturated Flow ........................................................... 8-3 8.1.6.8 Unsaturated Flow ....................................................... 8-3 8.1.6.9 Transient Flow ........................................................... 8-3 8.1.6.10 Seepage Force ............................................................ 8-3 8.1.6.11 Desiccation ................................................................. 8-4 8.1.6.12 Failure Mode .............................................................. 8-4 8.1.6.13 Internal Erosion .......................................................... 8-4 8.2 Seepage-Related Failure Modes .............................................................. 8-4 8.2.1 General ....................................................................................... 8-4 8.2.2 Excessive Exit Gradients and Uplift Pressures .......................... 8-5 8.2.2.1 General ....................................................................... 8-5 8.2.2.2 High Exit Gradients in a Cohesionless Soil ............... 8-5 8.2.2.3 Uplift of a Confining Soil Layer ................................ 8-7 8.2.2.4 Implications of High Vertical Exit Gradients and Uplift Pressures ........................................ 8-10 8.2.3 Unfiltered High Internal Gradients .......................................... 8-11 8.2.3.1 General ..................................................................... 8-11 8.2.3.2 Classical Piping ........................................................ 8-12 8.2.3.3 Internal Migration .................................................... 8-13 8.2.3.4 Scour ........................................................................ 8-13 8.2.3.5 Internal Instability, Suffusion, and Suffosion .......... 8-13 8.2.3.6 Analysis of Unfiltered High Internal Gradients ....... 8-14 8.2.3.7 Design Details to Protect Against High Internal Gradients ......................................................... 8-16 8.2.4 High Pore Pressures and Seepage Forces ................................ 8-16 8.2.5. Excessive Seepage Flows ........................................................ 8-17 8.2.6 Dissolution and Karst ............................................................... 8-17 8.2.7 Hydraulic Fracturing ................................................................ 8-18 8.2.8 Desiccation Cracking ............................................................... 8-19 DS-13(8)-4.1 January 2014 8-i Contents (continued) Page 8.2.9 Differential Settlement Cracking ............................................. 8-20 8.2.10 Additional Defects ................................................................... 8-21 8.2.11 Collapsible Soils ...................................................................... 8-21 8.3 Key Data for Seepage Evaluations ........................................................ 8-22 8.3.1 General ..................................................................................... 8-22 8.3.2 Permeability ............................................................................. 8-22 8.3.2.1 Estimating Permeability from
Recommended publications
  • Infiltration from the Pedon to Global Grid Scales: an Overview and Outlook for Land Surface Modeling

    Infiltration from the Pedon to Global Grid Scales: an Overview and Outlook for Land Surface Modeling

    Published June 24, 2019 Reviews and Analyses Core Ideas Infiltration from the Pedon to Global • Land surface models (LSMs) show Grid Scales: An Overview and Outlook a large variety in describing and upscaling infiltration. for Land Surface Modeling • Soil structural effects on infiltration in LSMs are mostly neglected. Harry Vereecken, Lutz Weihermüller, Shmuel Assouline, • New soil databases may help to Jirka Šimůnek, Anne Verhoef, Michael Herbst, Nicole Archer, parameterize infiltration processes Binayak Mohanty, Carsten Montzka, Jan Vanderborght, in LSMs. Gianpaolo Balsamo, Michel Bechtold, Aaron Boone, Sarah Chadburn, Matthias Cuntz, Bertrand Decharme, Received 22 Oct. 2018. Agnès Ducharne, Michael Ek, Sebastien Garrigues, Accepted 16 Feb. 2019. Klaus Goergen, Joachim Ingwersen, Stefan Kollet, David M. Lawrence, Qian Li, Dani Or, Sean Swenson, Citation: Vereecken, H., L. Weihermüller, S. Philipp de Vrese, Robert Walko, Yihua Wu, Assouline, J. Šimůnek, A. Verhoef, M. Herbst, N. Archer, B. Mohanty, C. Montzka, J. Vander- and Yongkang Xue borght, G. Balsamo, M. Bechtold, A. Boone, S. Chadburn, M. Cuntz, B. Decharme, A. Infiltration in soils is a key process that partitions precipitation at the land sur- Ducharne, M. Ek, S. Garrigues, K. Goergen, J. face into surface runoff and water that enters the soil profile. We reviewed the Ingwersen, S. Kollet, D.M. Lawrence, Q. Li, D. basic principles of water infiltration in soils and we analyzed approaches com- Or, S. Swenson, P. de Vrese, R. Walko, Y. Wu, and Y. Xue. 2019. Infiltration from the pedon monly used in land surface models (LSMs) to quantify infiltration as well as its to global grid scales: An overview and out- numerical implementation and sensitivity to model parameters.
  • Hydrogeology

    Hydrogeology

    Hydrogeology Principles of Groundwater Flow Lecture 3 1 Hydrostatic pressure The total force acting at the bottom of the prism with area A is Dividing both sides by the area, A ,of the prism 1 2 Hydrostatic Pressure Top of the atmosphere Thus a positive suction corresponds to a negative gage pressure. The dimensions of pressure are F/L2, that is Newton per square meter or pascal (Pa), kiloNewton per square meter or kilopascal (kPa) in SI units Point A is in the saturated zone and the gage pressure is positive. Point B is in the unsaturated zone and the gage pressure is negative. This negative pressure is referred to as a suction or tension. 3 Hydraulic Head The law of hydrostatics states that pressure p can be expressed in terms of height of liquid h measured from the water table (assuming that groundwater is at rest or moving horizontally). This height is called the pressure head: For point A the quantity h is positive whereas it is negative for point B. h = Pf /ϒf = Pf /ρg If the medium is saturated, pore pressure, p, can be measured by the pressure head, h = pf /γf in a piezometer, a nonflowing well. The difference between the altitude of the well, H, and the depth to the water inside the well is the total head, h , at the well. i 2 4 Energy in Groundwater • Groundwater possess mechanical energy in the form of kinetic energy, gravitational potential energy and energy of fluid pressure. • Because the amount of energy vary from place-­­to-­­place, groundwater is forced to move from one region to another in order to neutralize the energy differences.
  • CPT-Geoenviron-Guide-2Nd-Edition

    CPT-Geoenviron-Guide-2Nd-Edition

    Engineering Units Multiples Micro (P) = 10-6 Milli (m) = 10-3 Kilo (k) = 10+3 Mega (M) = 10+6 Imperial Units SI Units Length feet (ft) meter (m) Area square feet (ft2) square meter (m2) Force pounds (p) Newton (N) Pressure/Stress pounds/foot2 (psf) Pascal (Pa) = (N/m2) Multiple Units Length inches (in) millimeter (mm) Area square feet (ft2) square millimeter (mm2) Force ton (t) kilonewton (kN) Pressure/Stress pounds/inch2 (psi) kilonewton/meter2 kPa) tons/foot2 (tsf) meganewton/meter2 (MPa) Conversion Factors Force: 1 ton = 9.8 kN 1 kg = 9.8 N Pressure/Stress 1kg/cm2 = 100 kPa = 100 kN/m2 = 1 bar 1 tsf = 96 kPa (~100 kPa = 0.1 MPa) 1 t/m2 ~ 10 kPa 14.5 psi = 100 kPa 2.31 foot of water = 1 psi 1 meter of water = 10 kPa Derived Values from CPT Friction ratio: Rf = (fs/qt) x 100% Corrected cone resistance: qt = qc + u2(1-a) Net cone resistance: qn = qt – Vvo Excess pore pressure: 'u = u2 – u0 Pore pressure ratio: Bq = 'u / qn Normalized excess pore pressure: U = (ut – u0) / (ui – u0) where: ut is the pore pressure at time t in a dissipation test, and ui is the initial pore pressure at the start of the dissipation test Guide to Cone Penetration Testing for Geo-Environmental Engineering By P. K. Robertson and K.L. Cabal (Robertson) Gregg Drilling & Testing, Inc. 2nd Edition December 2008 Gregg Drilling & Testing, Inc. Corporate Headquarters 2726 Walnut Avenue Signal Hill, California 90755 Telephone: (562) 427-6899 Fax: (562) 427-3314 E-mail: [email protected] Website: www.greggdrilling.com The publisher and the author make no warranties or representations of any kind concerning the accuracy or suitability of the information contained in this guide for any purpose and cannot accept any legal responsibility for any errors or omissions that may have been made.
  • Instrumentation for Monitoring Consolidation of Soft Soil 1

    Instrumentation for Monitoring Consolidation of Soft Soil 1

    ONE STOP MONITORING SOLUTIONS | HYDROLOGY | GEOTECHNICAL | STRUCTURAL | GEODETIC Over 50 years of excellence through ingenuity APPLICATION NOTE INSTRUMENTATION FOR MONITORING CONSOLIDATION OF SOFT SOIL 1. Introduction Considerable settlement may occur when constructing projects such as highway embankments, bridge approaches, dikes, dams, large storage areas, tanks, airport runways or buildings on soft compressible soil, due to the consolidation of soil under the superimposed load. To avoid serious and potentially expensive problems due to such settlement, it is desirable to cause the consolidation to occur at the outset of the project, and in the shortest possible time during construction period. Construction of a facility on top of a soft soil foundation will normally be delayed until there is assurance that it will not be damaged by settlement that occurs during subsequent consolidation. If the predicted delay is not acceptable, the time required for consolidation can be reduced by surcharging and/or by installation of vertical drains. 1.1 Consolidation In case a saturated soil experiences a steady pressure due to the weight of overlying soil or pre-loading from an embankment, its volume will decrease with time. Soil particles as well as the water in the voids being almost incompressible at the pressures encountered, any change in volume can only occur if the water between the voids is forced out. This reduces the size of the voids enabling the solid particles to become wedged closer together. The process is illustrated in figures 1.1 and 1.2 below: Im posed Stress h W a t e r Figure 1.1 Im posed Stress h W a t e r Figure 1.2 Surcharging (or pre-loading) involves placement of fill materials to a level higher than that required for the foundation or embankment, so that consolidation proceeds more quickly.
  • Impact of Water-Level Variations on Slope Stability

    Impact of Water-Level Variations on Slope Stability

    ISSN: 1402-1757 ISBN 978-91-7439-XXX-X Se i listan och fyll i siffror där kryssen är LICENTIATE T H E SIS Department of Civil, Environmental and Natural Resources Engineering1 Division of Mining and Geotechnical Engineering Jens Johansson Impact of Johansson Jens ISSN 1402-1757 Impact of Water-Level Variations ISBN 978-91-7439-958-5 (print) ISBN 978-91-7439-959-2 (pdf) on Slope Stability Luleå University of Technology 2014 Water-Level Variations on Slope Stability Variations Water-Level Jens Johansson LICENTIATE THESIS Impact of Water-Level Variations on Slope Stability Jens M. A. Johansson Luleå University of Technology Department of Civil, Environmental and Natural Resources Engineering Division of Mining and Geotechnical Engineering Printed by Luleå University of Technology, Graphic Production 2014 ISSN 1402-1757 ISBN 978-91-7439-958-5 (print) ISBN 978-91-7439-959-2 (pdf) Luleå 2014 www.ltu.se Preface PREFACE This work has been carried out at the Division of Mining and Geotechnical Engineering at the Department of Civil, Environmental and Natural Resources, at Luleå University of Technology. The research has been supported by the Swedish Hydropower Centre, SVC; established by the Swedish Energy Agency, Elforsk and Svenska Kraftnät together with Luleå University of Technology, The Royal Institute of Technology, Chalmers University of Technology and Uppsala University. I would like to thank Professor Sven Knutsson and Dr. Tommy Edeskär for their support and supervision. I also want to thank all my colleagues and friends at the university for contributing to pleasant working days. Jens Johansson, June 2014 i Impact of water-level variations on slope stability ii Abstract ABSTRACT Waterfront-soil slopes are exposed to water-level fluctuations originating from either natural sources, e.g.
  • Piezometer Installation 2017

    Piezometer Installation 2017

    Revision 2016-1-1 Copyright ©, 2016 by HMA Group. The information contained in this document is subject to change without prior notice. Contents 1. Introduction:................................................................................................................................................................ 3 2. Specifications: ............................................................................................................................................................. 4 3. Vibrating Wire Piezometer Operation .............................................................................................................. 5 4. Calibration and Interpreting Readings ............................................................................................................. 6 4.1 Electrical Connection ............................................................................................................................................. 6 4.2 Calibration Sheet Interpretation ...................................................................................................................... 7 4.3 Data Reduction ......................................................................................................................................................... 8 4.4 Pressure Head/Water Level Calculation ....................................................................................................... 9 4.5 Barometric Compensation .................................................................................................................................
  • Method 9100: Saturated Hydraulic Conductivity, Saturated Leachate

    Method 9100: Saturated Hydraulic Conductivity, Saturated Leachate

    METHOD 9100 SATURATED HYDRAULIC CONDUCTIVITY, SATURATED LEACHATE CONDUCTIVITY, AND INTRINSIC PERMEABILITY 1.0 INTRODUCTION 1.1 Scope and Application: This section presents methods available to hydrogeologists and and geotechnical engineers for determining the saturated hydraulic conductivity of earth materials and conductivity of soil liners to leachate, as outlined by the Part 264 permitting rules for hazardous-waste disposal facilities. In addition, a general technique to determine intrinsic permeability is provided. A cross reference between the applicable part of the RCRA Guidance Documents and associated Part 264 Standards and these test methods is provided by Table A. 1.1.1 Part 264 Subpart F establishes standards for ground water quality monitoring and environmental performance. To demonstrate compliance with these standards, a permit applicant must have knowledge of certain aspects of the hydrogeology at the disposal facility, such as hydraulic conductivity, in order to determine the compliance point and monitoring well locations and in order to develop remedial action plans when necessary. 1.1.2 In this report, the laboratory and field methods that are considered the most appropriate to meeting the requirements of Part 264 are given in sufficient detail to provide an experienced hydrogeologist or geotechnical engineer with the methodology required to conduct the tests. Additional laboratory and field methods that may be applicable under certain conditions are included by providing references to standard texts and scientific journals. 1.1.3 Included in this report are descriptions of field methods considered appropriate for estimating saturated hydraulic conductivity by single well or borehole tests. The determination of hydraulic conductivity by pumping or injection tests is not included because the latter are considered appropriate for well field design purposes but may not be appropriate for economically evaluating hydraulic conductivity for the purposes set forth in Part 264 Subpart F.
  • Low Tunnels Reduce Irrigation Water Needs and Increase Growth, Yield

    Low Tunnels Reduce Irrigation Water Needs and Increase Growth, Yield

    HORTSCIENCE 54(3):470–475. 2019. https://doi.org/10.21273/HORTSCI13568-18 mental conditions and plant stage (size). Increased ET results in increased crop water needs. Factors influencing ET are SR, crop Low Tunnels Reduce Irrigation Water growth stage, daylength, air temperature, rel- ative humidity (RH), and wind speed (Allen Needs and Increase Growth, Yield, and et al., 1998; Jensen and Allen, 2016; Zotarelli et al., 2010). Therefore, fully grown plants Water-use Efficiency in Brussels demand larger amounts of water, especially in warm, sunny, and windy days (Abdrabbo et al., 2010). Under LT, however, rowcover Sprouts Production reduces direct sunlight and blocks wind, which Tej P. Acharya1, Gregory E. Welbaum, and Ramon A. Arancibia2 reduces ET even at higher temperatures School of Plant and Environmental Sciences, 330 Smyth Hall, Virginia Tech, (Arancibia, 2009, 2012). Therefore, reducing ET in crops grown under LTs may reduce Blacksburg, VA 24061 irrigation requirements and improve WUE. Additional index words. rowcover, temperature, solar radiation, evapotranspiration The use of LT can be beneficial to extend the harvest season of brussels sprouts (Bras- Abstract. Farmers use low tunnels (LTs) covered with spunbonded fabric to protect sica oleracea L. Group Gemmifera). Brussels warm-season vegetable crops against cold temperatures and extend the growing season. sprout is a cool season, frost-tolerant vegeta- Cool season vegetable crops may also benefit from LTs by enhancing vegetative growth ble crop from the family Brassicaceae. It is an and development. This study investigated the effect of the microenvironmental condi- important source of dietary fiber, vitamins tions under LTs on brussels sprouts growth and production as well as water re- (A, C, and K), calcium (Ca), iron (Fe), quirements and use efficiency in comparison with those in open fields.
  • Redalyc.New Technologies in Groundwater Exploration. Surface

    Redalyc.New Technologies in Groundwater Exploration. Surface

    Geologica Acta: an international earth science journal ISSN: 1695-6133 [email protected] Universitat de Barcelona España Yaramanci, U. New technologies in groundwater exploration. Surface Nuclear Magnetic Resonance Geologica Acta: an international earth science journal, vol. 2, núm. 2, 2004, pp. 109-120 Universitat de Barcelona Barcelona, España Available in: http://www.redalyc.org/articulo.oa?id=50520203 How to cite Complete issue Scientific Information System More information about this article Network of Scientific Journals from Latin America, the Caribbean, Spain and Portugal Journal's homepage in redalyc.org Non-profit academic project, developed under the open access initiative Geologica Acta, Vol.2, Nº2, 2004, 109-120 Available online at www.geologica-acta.com New technologies in groundwater exploration. Surface Nuclear Magnetic Resonance U. YARAMANCI Technical University of Berlin, Department of Applied Geophysics Ackerstr.71-76, 13355 Berlin, Germany. E-mail: [email protected] ABSTRACT As groundwater becomes increasingly important for living and environment, techniques are asked for an improved exploration. The demand is not only to detect new groundwater resources but also to protect them. Geophysical techniques are the key to find groundwater. Combination of geophysical measurements with bore- holes and borehole measurements help to describe groundwater systems and their dynamics. There are a num- ber of geophysical techniques based on the principles of geoelectrics, electromagnetics, seismics, gravity and magnetics, which are used in exploration of geological structures in particular for the purpose of discovering georesources. The special geological setting of groundwater systems, i.e. structure and material, makes it neces- sary to adopt and modify existing geophysical techniques.
  • Construction of Tremie Concrete Cutoff Wall, Wolf Creek Dam, Kentucky

    Construction of Tremie Concrete Cutoff Wall, Wolf Creek Dam, Kentucky

    c / y (y ¥ f t D n a a n in_r uir D 0!ID§Ii I <__ -j M IS C E L L A N E O U S PAPER SL-80-10 CONSTRUCTION OF TREMIE CONCRETE CUTOFF WALL, WOLF CREEK DAM, KENTUCKY by Terence C. Holland, Joseph R. Turner Structures Laboratory U. S. Army Engineer Waterways Experiment Station P. O. Box 631, Vicksburg, Miss. 39180 September 1980 Final Report Approved For Public Release; Distribution Unlimited Prepared for Office, Chief of Engineers, U. S. Army TA Washington, D. C. 20314 7 .W34m Under C W IS 3 I5 5 3 SL-80-10 1980 », Ar ' \ 8 ;v ;>"* % * OCT 2 7 1980 Water & : as Service Denver, Colorado Destroy this report when no longer needed. Do not return it to the originator. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. The contents of this report are not to be used for advertising, publication, or promotional purposes. Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products. SURÈAU OF RECLAMATrON DENVER u *W ff \& A /P 92059356 \y£ ,\s> , *c£p £ > b <0 Unclassified V * ie05*l35Ï.V SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) O' READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Miscellaneous Paper SL-80-10 ' 4. T I T L E (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED V CONSTRUCTION OF TREMIE CONCRETE CUTOFF WALL, Final report WOLF CREEK DAM, KENTUCKY 6.
  • Russell County, Kentucky

    Russell County, Kentucky

    THE POST OFFICES OF RUSSELL COUNTY, KENTUCKY The 254 square mile Russell is a well-watered county on a moderate to well dissected plateau in the eastern end of South Central Kentucky. The eighty first of the state's counties was established on December 14, 1825 from sections of Adair, Wayne, and Cumberland Counties and named for Col. William Russell. Russell (1758-1825), a veteran of the Revolu­ tionary War, the Indian campaigns of the 1790s, and the Battle of Tippe­ canoe (1811), succeeded William Henry Harrison as the commander of American forces on the frontier, and later served in the Kentucky legis­ lature. The county's original 270 square mile area was increased by ten from Pulaski County in 1840, but several small losses brought it to its present size by 1876. The southern and eastern sections of the county are drained by the Cumberland River and its main branches (Wolf and its Caney Fork, McFarland, and Alligator, the "Roaring" Lily, Greasy, Indian and Little Indian, Blackfish, and Miller Creeks), while the north is drained by Russell and Goose Creeks in the Green River system. Until the Second World War the county's economy was primarily agri­ cultural, limited mostly to the level and reasonably fertile bottoms of its main streams. Early industries included an iron furnace (1830s), several antebellum cotton and woolen mills in the Cumberland valley, relatively unprofitable oil drilling from the opening, in 1865, of the Gabbart Wells, mostly in the Creelsboro area and near the Cumberland County line, and some open quarry limestone mining for road construction.
  • Table of Common Symbols Used in Hydrogeology

    Table of Common Symbols Used in Hydrogeology

    Common Symbols used in GEOL 473/573 A Area [L2] b Saturated thickness of an aquifer [L] d Diameter [L] e void ratio (dimensionless) or e1 is a constant = 2.718281828... f Number of head drops in a flow of net F Force [M L T-2 ] g Acceleration due to gravity [9.81 m/s2] h Hydraulic head [L] (Total hydraulic head; h = ψ + z) ho Initial hydraulic head [L], generally an initial condition or a boundary condition dh/dL Hydraulic gradient [dimensionless] sometimes expressed as i 2 ki Intrinsic permeability [L ] K Hydraulic conductivity [L T-1] -1 Kx, Ky , Kz Hydraulic conductivity in the x, y, or z direction [L T ] L Length from one point to another [L] n Porosity [dimensionless] ne Effective porosity [dimensionless] q Specific discharge [L T-1] (Darcy flux or Darcy velocity) -1 qx, qy, qz Specific discharge in the x, y, or z direction [L T ] Q Flow rate [L3 T-1] (discharge) p Number of stream tubes in a flow of net P Pressure [M L-1T-2] r Radial coordinate [L] rw Radius of well over screened interval [L] Re Reynolds’ number [dimensionless] s Drawdown in an aquifer [L] S Storativity [dimensionless] (Coefficient of storage) -1 Ss Specific storage [L ] Sy Specific yield [dimensionless] t Time [T] T Transmissivity [L2 T-1] or Temperature (degrees) u Theis’ number [dimensionless} or used for fluid pressure (P) in engineering v Pore-water velocity [L T-1] (Average linear velocity) V Volume [L3] 3 VT Total volume of a soil core [L ] 3 Vv Volume voids in a soil core [L ] 3 Vw Volume of water in the voids of a soil core [L ] Vs Volume soilds in a soil