DOCSLIB.ORG

Geotechnical Guidance Manual

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Geotechnical Guidance Manual GEOTECHNICAL GUIDANCE MANUAL COMMONWEALTH OF KENTUCKY TRANSPORTATION CABINET JUNE 2005 Produced by the Organizational Management Branch Office of Human Resource Management GT-01 Chapter GEOTECHNICAL INDEXES Subject Table of Contents 00 INDEXES 01 Table of Contents............................................................................................ 08/08 02 Alphabetical Index .......................................................................................... 06/05 100 INTRODUCTION 101 Design of This Guidance Manual ................................................................... 06/05 102 Purpose & Content of the Manual .................................................................. 06/05 103 Functions of the Geotechnical Branch ........................................................... 06/05 104 Organization of the Geotechnical Branch....................................................... 06/05 200 PROJECT INITIATION 200 Introduction..................................................................................................... 06/05 201 Planning Studies............................................................................................ 06/05 202 Roadway Design Investigations ..................................................................... 06/05 203 Structural Foundation Investigations 203-1 Data for All Structural Investigations................................................... 06/05 203-2 Bridges................................................................................................ 06/05 203-3 Culverts............................................................................................... 06/05 203-4 Retaining Walls................................................................................... 06/05 203-5 Noise Barrier Walls............................................................................. 06/05 204 Maintenance Investigations 204-1 Landslides........................................................................................... 06/05 204-2 Unstable Rock Slopes ........................................................................ 06/05 205 Construction Investigations 205-1 Landslides........................................................................................... 06/05 205-2 Rock Cuts........................................................................................... 06/05 205-3 Excess Material Sites ......................................................................... 06/05 205-4 Subgrade Stabilization........................................................................ 06/05 205-5 Field Instrumentation .......................................................................... 06/05 206 Permits 206-1 Right-of-Way Encroachment............................................................... 06/05 206-2 Mining Encroachment......................................................................... 06/05 CONT. 08/08 Page 1 of 6 INDEXES—Table of Contents GT-01 300 DRILLING, SAMPLING, & INSTRUMENTATION 300 Introduction..................................................................................................... 06/05 301 Preliminary Considerations 301-1 Permission to Drill............................................................................... 06/05 301-2 Locating & Protecting Utilities............................................................. 06/05 301-3 Hazardous Waste............................................................................... 06/05 301-4 Underground Storage Tanks .............................................................. 06/05 302 Drilling, Sampling, & In-Situ Testing 302-1 Defining Refusal on Bedrock .............................................................. 06/05 302-2 Rockline Soundings............................................................................ 06/05 302-3 Disturbed Soil Borings ........................................................................ 06/05 302-4 Thin-Walled Tube Samples ................................................................ 06/05 302-5 Standard Penetration Tests................................................................ 06/05 302-6 Field Vane Shear Tests ...................................................................... 06/05 302-7 Rock Core Drilling............................................................................... 06/05 302-8 Cone Penetration Testing................................................................... 06/05 303 Documentation 303-1 Subsurface Logs & Field Notes .......................................................... 06/05 303-2 Handling & Labeling of Soil Samples.................................................. 06/05 303-3 Identification, Storage, & Delivery of Rock Cores............................... 06/05 304 Field Instrumentation 304-1 Slope Inclinometers ............................................................................ 06/05 304-2 Observation Wells & Piezometers ...................................................... 06/05 304-3 Settlement Platforms.......................................................................... 06/05 305 Site Restoration.............................................................................................. 06/05 400 SCOPE OF SUBSURFACE & FIELD INVESTIGATIONS 400 Introduction..................................................................................................... 06/05 401 Planning Studies............................................................................................ 06/05 402 Roadways 402-1 Boring Plan......................................................................................... 06/05 402-2 Soil Profiles......................................................................................... 06/05 402-3 Rock & Soil Cuts................................................................................. 06/05 402-4 Embankments..................................................................................... 06/05 402-5 Special Geologic Considerations........................................................ 06/05 402-6 Preapproved Borrow Sites.................................................................. 06/05 402-7 Preapproved Excess Material Sites.................................................... 06/05 403 Structures 403-1 All Structures ...................................................................................... 06/05 403-2 Bridges................................................................................................ 06/05 403-3 Culverts............................................................................................... 06/05 403-4 Retaining Walls................................................................................... 06/05 403-5 Noise Barrier Walls............................................................................. 06/05 CONT. 08/08 Page 2 of 6 INDEXES—Table of Contents GT-01 400 SCOPE OF SUBSURFACE & FIELD INVESTIGATIONS (cont.): 404 Investigations on Maintenance Projects 404-1 Preliminary Landslide Investigations .................................................. 06/05 404-2 Comprehensive Landslide Investigations ........................................... 06/05 404-3 Unstable Rock Slope Investigations ................................................... 06/05 405 Investigations on Construction Projects 405-1 Landslide Investigations ..................................................................... 06/05 405-2 Rock Cut Investigations...................................................................... 06/05 405-3 Investigations of Excess Material Sites .............................................. 06/05 405-4 Subgrade Stabilization Investigations................................................. 06/05 405-5 Field Instrumentation .......................................................................... 06/05 406 Permits 406-1 Right-of-Way Encroachments............................................................. 06/05 406-2 Mining ................................................................................................. 06/05 500 LABORATORY TESTING & MATERIAL CLASSIFICATION 500 Introduction..................................................................................................... 06/05 501 Soil Sample Preparation................................................................................. 06/05 502 Standard Test Methods for Soils .................................................................... 06/05 503 Classification of Soils ..................................................................................... 06/05 504 Standard Test Methods for Rocks.................................................................. 06/05 505 Rock Types.................................................................................................... 06/05 506 Typical Testing Frequencies 506-1 Disturbed Soil Samples ...................................................................... 06/05 506-2 Undisturbed Soil Samples .................................................................. 06/05 506-3 Rock Samples.....................................................................................06/05 600 ENGINEERING ANALYSIS 600 Introduction..................................................................................................... 08/08 601 Slope Stability 601-1 Slope Stability Analysis....................................................................... 06/05 601-2 Strength Parameters..........................................................................
Load more

Recommended publications
  • Geologically Hazardous Area Assessment
    Geologically Hazardous Area Assessment Guemes Channel Trail Extension Anacortes, Washington for Herrigstad Engineering, PS May 16, 2014 Earth Science + Technology Geologically Hazardous Area Assessment Guemes Channel Trail Extension Anacortes, Washington for Herrigstad Engineering, PS May 16, 2014 600 Dupont Street Bellingham, Washington 98225 360.647.1510 Table of Contents INTRODUCTION AND SCOPE ........................................................................................................................ 1 DESIGNATION OF GEOLOGIC HAZARD AREAS AT THE SITE ..................................................................... 1 SITE CONDITIONS .......................................................................................................................................... 2 Surface Conditions ................................................................................................................................. 2 Geology ................................................................................................................................................... 3 Subsurface Explorations ........................................................................................................................ 4 Subsurface Conditions .......................................................................................................................... 4 Soil Conditions ................................................................................................................................. 4 Groundwater
    [Show full text]
  • Colorado's Full-Scale Field Testing of Rockfall Attenuator Systems
    TRANSPORTATION RESEARCH Number E-C141 October 2009 Colorado’s Full-Scale Field Testing of Rockfall Attenuator Systems TRANSPORTATION RESEARCH BOARD 2009 EXECUTIVE COMMITTEE OFFICERS Chair: Adib K. Kanafani, Cahill Professor of Civil Engineering, University of California, Berkeley Vice Chair: Michael R. Morris, Director of Transportation, North Central Texas Council of Governments, Arlington Division Chair for NRC Oversight: C. Michael Walton, Ernest H. Cockrell Centennial Chair in Engineering, University of Texas, Austin Executive Director: Robert E. Skinner, Jr., Transportation Research Board TRANSPORTATION RESEARCH BOARD 2009–2010 TECHNICAL ACTIVITIES COUNCIL Chair: Robert C. Johns, Director, Center for Transportation Studies, University of Minnesota, Minneapolis Technical Activities Director: Mark R. Norman, Transportation Research Board Jeannie G. Beckett, Director of Operations, Port of Tacoma, Washington, Marine Group Chair Paul H. Bingham, Principal, Global Insight, Inc., Washington, D.C., Freight Systems Group Chair Cindy J. Burbank, National Planning and Environment Practice Leader, PB, Washington, D.C., Policy and Organization Group Chair James M. Crites, Executive Vice President, Operations, Dallas–Fort Worth International Airport, Texas, Aviation Group Chair Leanna Depue, Director, Highway Safety Division, Missouri Department of Transportation, Jefferson City, System Users Group Chair Robert M. Dorer, Deputy Director, Office of Surface Transportation Programs, Volpe National Transportation Systems Center, Research and Innovative
    [Show full text]
  • Anchored (Tie Back) Retaining Walls and Soil Nailing in Brazil
    www.geotecnia.unb.br/gpfees Summer Term 2015 Hochschule Munchen Fakultat Bauingenieurwesen Anchored (Tie Back) Retaining Walls and Soil Nailing in Brazil www.geotecnia.unb.br/gpfees 2/60 LAYOUT Details and Analysis of Anchored Walls Details and Analysis of Soil Nailing Examples of Executive Projects www.geotecnia.unb.br/gpfees 3/60 ANCHORED “CURTAIN” WALLS (Tie Back Walls) www.geotecnia.unb.br/gpfees 4/60 Introduction Details: • Earth retaining structures with active anchors • A.J. Costa Nunes pioneer work in 1957 • 20 – 30 cm thick concrete wall face tied back • Ascending or descending construction methods • Niche excavation • ACTIVE anchor 4 www.geotecnia.unb.br/gpfees 5/60 Excavation Procedure www.geotecnia.unb.br/gpfees 6/60 www.geotecnia.unb.br/gpfees 7/60 Molding Joints www.geotecnia.unb.br/gpfees 8/60 www.geotecnia.unb.br/gpfees 9/60 www.geotecnia.unb.br/gpfees 10/60 www.geotecnia.unb.br/gpfees 11/60 www.geotecnia.unb.br/gpfees 12/60 Stability Analysis Verification of failure modes: • Toe bearing capacity (NSPT < 10) • Bottom failure • Wedge or generalized failure: limit equilibrium analyses • Excessive deformations • Anchor stability and punching • Structural failure • Construction failures (e.g. during excavation) www.geotecnia.unb.br/gpfees 13/60 www.geotecnia.unb.br/gpfees 14/60 www.geotecnia.unb.br/gpfees 15/60 Stability Analysis Methodologies Wedge Method: • Kranz (1953) is the pioneer • One or two wedges • Ranke and Ostermeyer (1968) German Method • Nunes and Velloso (1963) Brazilian Method • Hoek and Bray (1981) www.geotecnia.unb.br/gpfees
    [Show full text]
  • Hydrometer and Viscosity Cup Guide
    Hydrometers Do Work What Is Specific Gravity? Specific gravity of any solid or liquid substance is its weight compared with the weight of an equal bulk of pure water at 62 degrees F at sea level. Gases use an equal volume of pure air at 32 degrees F. There are three methods of determining the specific gravity of liquids: Hydrometer In which the specific gravity of the liquid tested is read as the scale division marking the liquid level on the stem. Bottle Method In which the specific gravity is the weight of liquid (slip) in a full bottle divided by the weight of water in a full bottle. Displacement Method In which specific gravity is the weight of liquid displaced by a body divided by the weight of an equal volume of water displaced by the same body. The first two methods are practical. The faster, easier method uses a hydrometer designed specifically for slip (see right). There are many different hydrometers. Slip should range between 1.78 to 1.75, the latter being the maximum amount of water in the body and the former the lesser amount. How To Get An Accurate Reading 1. Store hydrometer in water. This keeps slip from drying on the surface. A cut off two liter soft drink bottle is ideal. Remove and gently “squeegee” off excess water. 2. Immerse in freshly agitated slip to the stem readings. 3. Lift up, “squeegee” off excess slip. Hydrometer is now “wet coated” with slip, not with water, which would give a false reading. 4. Immerse bulb half way into slip before releasing.
    [Show full text]
  • Assessment of Pavement Foundation Stiffness Using Cyclic Plate Load Test
    Assessment of Pavement Foundation Stiffness using Cyclic Plate Load Test Mark H. Wayne & Jayhyun Kwon Tensar International Corporation, Alpharetta, U.S.A. David J. White R.L. Handy Associate Professor of Civil Engineering, Department of Civil, Construction, and Environmental Engineering, Iowa State University, Ames, Iowa ABSTRACT: The quality of the pavement foundation layer is critical in performance and sustainability of the pavement. Over the years, various soil modification or stabilization methods were developed to achieve sufficient bearing performance of soft subgrade. Geogrid, through its openings, confine aggre- gates and forms a stabilized composite layer of aggregate fill and geogrid. This mechanically stabilized layer is used to provide a stable foundation layer for roadways. Traditional density-based QC plans and associated QA test methods such as nuclear density gauge are limited in their ability to assess stiffness of stabilized composite layers. In North America, non-destructive testing methods, such as falling weight de- flectometer (FWD) and light weight deflectometer (LWD) are used as stiffness- or strength-based QA test methods. In Germany and some other European countries, a static strain modulus (Ev2) is more commonly used to verify bearing performance of paving layers. Ev2 is a modulus measured on second load stage of the static plate load test. In general, modulus determined from first load cycle is not reliable because there is too much re-arrangement of the gravel particles. However, a small number of load cycles may not be sufficiently dependable or reliable to be used as a design parameter. Experiments were conducted to study the influence of load cycles in bearing performance.
    [Show full text]
  • Division 2 Earthwork
    Division 2 Earthwork 2-01 Clearing, Grubbing, and Roadside Cleanup 2-01.1 Description The Contractor shall clear, grub, and clean up those areas staked or described in the Special Provisions. This Work includes protecting from harm all trees, bushes, shrubs, or other objects selected to remain. “Clearing” means removing and disposing of all unwanted material from the surface, such as trees, brush, down timber, or other natural material. “Grubbing” means removing and disposing of all unwanted vegetative matter from underground, such as sod, stumps, roots, buried logs, or other debris. “Roadside cleanup”, whether inside or outside the staked area, means Work done to give the roadside an attractive, finished appearance. “Debris” means all unusable natural material produced by clearing, grubbing, or roadside cleanup. 2-01.2 Disposal of Usable Material and Debris The Contractor shall meet all requirements of state, county, and municipal regulations regarding health, safety, and public welfare in the disposal of all usable material and debris. The Contractor shall dispose of all debris by one or more of the disposal methods described below. 2-01.2(1) Disposal Method No. 1 – Open Burning The open burning of residue resulting from land clearing is restricted by Chapter 173-425 of the Washington Administrative Code (WAC). No commercial open burning shall be conducted without authorization from the Washington State Department of Ecology or the appropriate local air pollution control authority. All burning operations shall be strictly in accordance with these authorizations. 2-01.2(2) Disposal Method No. 2 – Waste Site Debris shall be hauled to a waste site obtained and provided by the Contractor in accordance with Section 2-03.3(7)C.
    [Show full text]
  • UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION
    UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS CONSTRUCTION SPONSORED and DISTRIBUTED by the 1998 ARIZONA (Includes revisions through 2010) FOREWORD Publication of these Uniform Standard Specifications and Details for Public Works Construction fulfills the goal of a group of agencies who joined forces in 1966 to produce such a set of documents. Subsequently, in the interest of promoting county-wide acceptance and use of these standards and details, the Maricopa Association of Governments accepted their sponsorship and the responsibility of keeping them current and viable. These specifications and details, representing the best professional thinking of representatives of several Public Works Departments, reviewed and refined by members of the construction industry, were written to fulfill the need for uniform rules governing public works construction performed for Maricopa County and the various cities and public agencies in the county. It further fulfills the need for adequate standards by the smaller communities and agencies who could not afford to promulgate such standards for themselves. A uniform set of specifications and details, updated and embracing the most modern materials and construction techniques will redound to the benefit of the public and the private contracting industry. Uniform specifications and details will eliminate conflicts and confusion, lower construction costs, and encourage more competitive bidding by private contractors. The Uniform Standard Specifications and Details for Public Works Construction will be revised periodically and reprinted to reflect advanced thinking and the changing technology of the construction industry. To this end a Specifications and Details Committee has been established as a permanent organization to continually study and recommend changes to the Specifications and Details.
    [Show full text]
  • City of Laredo Engineering Department
    ADDENDUM No.1 Page 1 of 46 CITY OF LAREDO ENGINEERING DEPARTMENT lARED�, T�Xp.$ 1755 ADDENDUM No.1 November 30, 2017 PROJECT: Riverbank Drive Extension All contractors, holders of plans and specifications, plan rooms and all interested parties on the above identified project are hereby notified of the following revisions taking precedence over all previous declarations and notes made on this project. This addendum is to clarify comments brought up during the pre-bid meeting held on November 29, 2017. 1. Street Lights (2) are by others. A $12,500.00 "Street Lights System" allowance was added through Item 42 in attached Bid Schedule ( 4 pages) which shall be submitted with the bid documents properly signed and showing the total base bid amount written with numbers and words. 2. Attached is the Geotechnical Report and its Addendum #1 (32 and 7 pages respectively). 3. There is a $750,000.00 total budget for this project. 4. Regarding the availability of Type "A" HMAC, if this material cannot be found, the Contractor may submit an alternate similar material for approval. 5. About "Partial Monthly Payments" please read section C-9.06 for information on this subject and the retainage. 6. Pavement striping and markings by others. This addendum is being submitted to all contractors, holders of plans and/or specifications, plan rooms, and all interested parties to the project and acknowledgement of same is required by inserting its number and date in the proposal form. --''o''''' City of La edo Engineering D art.m��1J.... f..tf-t''• , * ..• t ,, *.. •.v·\ I , ...
    [Show full text]
  • How to Read a Hydrometer
    Triple Scale Beer & Wine Hydrometer • Please Note: Always handle your hydrometer with care and DO NOT BOIL Why Use a Hydrometer – A Hydrometer is an instrument used Example formula: 1.073 was the Original Gravity reading and 1.012 How to Read to measure the progress of fermentation and determine alcohol per- is the Final Gravity reading.: 1.073-1.012=.06 x 131 = 7.99% Alc. By Vol centage. How to Determine Alcohol Percentage for Wine – For A Hydrometer Hydrometer Theory – A Hydrometer measures the density of a Wine, your final reading is often below zero. In wine, nearly all the liquid in relation to water. In beer or wine making we are measuring sugar is converted to alcohol – because alcohol is lighter than wa- how much sugar is in solution. The more sugar that is in solution, ter, your reading at the end of a wine fermentation is often negative. the higher the hydrometer will float. As sugar is turned into alcohol When the reading is negative, you have to add this back to your first during the fermentation, the hydrometer will slowly sink lower in the reading. Here is an example for these situations: .990 solution. When fermentation is finished, the hydrometer will stop Example Using Potential Alcohol Scale for Wine: sinking. Original Reading: 12.5 Potential alcohol 1.000 Three Scales – What are they used for? – Each of our Fer- Final Reading: -.7 Potential alcohol mentap hydrometers comes with three scales. The Specific Gravity - - - - - - - - - scale is most often used in brewing. The Brix scale is most often used 1.010 (12.5+.7)=13.2 % alcohol by volume in winemaking.
    [Show full text]
  • Enhancement of Shaft Capacity of Cast-In- Place Piles Using a Hook System
    Enhancement of Shaft Capacity of Cast-in- Place Piles using a Hook System by Ghazi Abou El Hosn A thesis submitted to the Faculty of Graduate and Postdoctoral Affairs in partial fulfillment of the requirements for the degree of: Master of Applied Science in Civil Engineering Carleton University, Ottawa, Ontario ©2015 Ghazi Abou El Hosn * Abstract This research investigates an innovative approach to improve the shaft bearing capacity of cast- in-place pile foundations by utilizing passive inclusions (Hooks) that will be mobilized if movement occurs in pile system. An extensive experimental program was developed to study the shaft bearing capacity of cast-in-place piles with and without hook system in soft clay and sand. First phase of the experiment was developed to investigate the effect of passive inclusion on pile- soil interface shear strength behaviour, employing a modified direct shear test apparatus. The interface strength obtained for pile-soil specimens was found to significantly increase when passive inclusions were implemented. Apparent residual friction angle for concrete-sand interface increased from 22 to 29.5 when two hook elements were used at the pile-soil interface. The pile-clay apparent adhesion was also increased from 19 kPa to 34 kPa. A series of pile-load testing at field were performed on cast-in-place in soft clay to investigate the effect of passive inclusions on pile bearing capacity. The pile-load tests were conducted at Gloucester test site. Four model piles were cast with steel cages along with hooks (P1- no hook, P2-7 hooks, P3- 5 hooks and P4- 5 hooks) installed on the exterior side of the steel cages prior to filling the hole with concrete.
    [Show full text]
  • Engineering Geological Characterisation and Slope Stability
    Engineering Geological Characterisation and Slope Stability Assessment of Whitehall Quarry, Waikato. A Thesis submitted in partial fulfilment of the requirements of the degree of Master of Science in Engineering Geology at the University of Canterbury by Daniel Rodney Strang UNIVERSITY OF CANTERBURY 2010 I Frontispiece Whitehall Quarry “Over 4,000 tonnes of aggregate goes into every 1 km of a two lane road” II Abstract Whitehall Quarry is located 4 km east of Karapiro, near Cambridge within the Waikato District. Current quarrying operations produce between 150,000 and 300,000 tonnes of aggregate for use in the surrounding region. This study is an investigation into the engineering geological model for the quarry and pit slope stability assessment. Pit slope stability is an integral aspect of quarrying and open-pit mining since slopes should be as steep as possible to minimise waste material which needs to be removed, yet shallow enough to minimise potential hazards to personnel and equipment below pit slopes. This study also assesses the stability of complex wedge located within the north western corner of the quarry. Initial estimates approximate a wedge mass volume of 500,000 m3; failure was triggered during the late 80‟s due a stripping programme at the head of the mass. Field and laboratory investigations were carried out to identify and quantify engineering geological parameters. Photogrammetric and conventional scanline analytical techniques identified two domains within the quarry divided by the Main Quarry Shear Zone (MQSZ). Discontinuity orientations are the key differences between the two domains. Bedding planes appear to have slightly different orientations and each domain has very different joint sets identified.
    [Show full text]
  • View Souvenir Book
    DFI INDIA 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue www.dfi -india.org Deep Foundations Institute USA, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 1 Deep Foundations Institute of India Advanced foundation technologies Good contracting and work practices Skill development Design, construction, and safety manuals Professionalism in Geotechnical Investigation Student outreach Women in deep foundation industry Join the DFI Family DFI India 2018 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue Deep Foundations Institute, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India www.dfi -india.org 3 Deep Foundation Technologies for Infrastucture Development in India - DFI India 2018 IIT Gandhinagar, Gujarat, India, 15-17 November 2018 DFI India 2018, 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India Advisory Committee Prof. Sudhir K. Jain, Director. IIT Gandhinagar Dr. Dan Brown, Dan Brown and Association and DFI President Mr. John R. Wolosick, Hayward Baker and DFI Past President Prof. G. L. Sivakumar Babu, IGS President Er. Arvind Shrivastava, Nuclear Power Corp of India and EC Member, DFI of India Prof. A. Boominathan, IIT Madras and EC Member, DFI of India Prof. S. R. Gandhi, NIT Surat and EC Member, DFI of India Gianfranco Di Cicco, GD Consulting LLC and DFI Trustee Prof.
    [Show full text]