Step 2-Soil Mechanics
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Port Silt Loam Oklahoma State Soil
PORT SILT LOAM Oklahoma State Soil SOIL SCIENCE SOCIETY OF AMERICA Introduction Many states have a designated state bird, flower, fish, tree, rock, etc. And, many states also have a state soil – one that has significance or is important to the state. The Port Silt Loam is the official state soil of Oklahoma. Let’s explore how the Port Silt Loam is important to Oklahoma. History Soils are often named after an early pioneer, town, county, community or stream in the vicinity where they are first found. The name “Port” comes from the small com- munity of Port located in Washita County, Oklahoma. The name “silt loam” is the texture of the topsoil. This texture consists mostly of silt size particles (.05 to .002 mm), and when the moist soil is rubbed between the thumb and forefinger, it is loamy to the feel, thus the term silt loam. In 1987, recognizing the importance of soil as a resource, the Governor and Oklahoma Legislature selected Port Silt Loam as the of- ficial State Soil of Oklahoma. What is Port Silt Loam Soil? Every soil can be separated into three separate size fractions called sand, silt, and clay, which makes up the soil texture. They are present in all soils in different propor- tions and say a lot about the character of the soil. Port Silt Loam has a silt loam tex- ture and is usually reddish in color, varying from dark brown to dark reddish brown. The color is derived from upland soil materials weathered from reddish sandstones, siltstones, and shales of the Permian Geologic Era. -
Porosity and Permeability Lab
Mrs. Keadle JH Science Porosity and Permeability Lab The terms porosity and permeability are related. porosity – the amount of empty space in a rock or other earth substance; this empty space is known as pore space. Porosity is how much water a substance can hold. Porosity is usually stated as a percentage of the material’s total volume. permeability – is how well water flows through rock or other earth substance. Factors that affect permeability are how large the pores in the substance are and how well the particles fit together. Water flows between the spaces in the material. If the spaces are close together such as in clay based soils, the water will tend to cling to the material and not pass through it easily or quickly. If the spaces are large, such as in the gravel, the water passes through quickly. There are two other terms that are used with water: percolation and infiltration. percolation – the downward movement of water from the land surface into soil or porous rock. infiltration – when the water enters the soil surface after falling from the atmosphere. In this lab, we will test the permeability and porosity of sand, gravel, and soil. Hypothesis Which material do you think will have the highest permeability (fastest time)? ______________ Which material do you think will have the lowest permeability (slowest time)? _____________ Which material do you think will have the highest porosity (largest spaces)? _______________ Which material do you think will have the lowest porosity (smallest spaces)? _______________ 1 Porosity and Permeability Lab Mrs. Keadle JH Science Materials 2 large cups (one with hole in bottom) water marker pea gravel timer yard soil (not potting soil) calculator sand spoon or scraper Procedure for measuring porosity 1. -
Determination of Geotechnical Properties of Clayey Soil From
DETERMINATION OF GEOTECHNICAL PROPERTIES OF CLAYEY SOIL FROM RESISTIVITY IMAGING (RI) by GOLAM KIBRIA Presented to the Faculty of the Graduate School of The University of Texas at Arlington in Partial Fulfillment of the Requirements for the Degree of MASTER OF SCIENCE IN CIVIL ENGINEERING THE UNIVERSITY OF TEXAS AT ARLINGTON August 2011 Copyright © by Golam Kibria 2011 All Rights Reserved ACKNOWLEDGEMENTS I would like express my sincere gratitude to my supervising professor Dr. Sahadat Hos- sain for the accomplishment of this work. It was always motivating for me to work under his sin- cere guidance and advice. The completion of this work would not have been possible without his constant inspiration and feedback. I would also like to express my appreciation to Dr. Laureano R. Hoyos and Dr. Moham- mad Najafi for accepting to serve in my committee. I would also like to thank for their valuable time, suggestions and advice. I wish to acknowledge Dr. Harold Rowe of Earth and Environmental Science Department in the University of Texas at Arlington for giving me the opportunity to work in his laboratory. Special thanks goes to Jubair Hossain, Mohammad Sadik Khan, Tashfeena Taufiq, Huda Shihada, Shahed R Manzur, Sonia Samir,. Noor E Alam Siddique, Andrez Cruz,,Ferdous Intaj, Mostafijur Rahman and all of my friends for their cooperation and assistance throughout my Mas- ter’s study and accomplishment of this work. I wish to acknowledge the encouragement of my parents and sisters during my Master’s study. Without their constant inspiration, support and cooperation, it would not be possible to complete the work. -
A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used As a Training Tool
A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used as a Training Tool Item Type Report Authors Darrow, Margaret M.; Huang, Scott L.; Obermiller, Kyle Publisher Alaska University Transportation Center Download date 26/09/2021 04:55:55 Link to Item http://hdl.handle.net/11122/7546 A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used as a Training Tool Final Report December 2011 Prepared by PI: Margaret M. Darrow, Ph.D. Co-PI: Scott L. Huang, Ph.D. Co-author: Kyle Obermiller Institute of Northern Engineering for Alaska University Transportation Center REPORT CONTENTS TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................................................ 1 2.0 REVIEW OF UNSTABLE SOIL SLOPES IN PERMAFROST AREAS ............................... 1 3.0 THE NELCHINA SLIDE ..................................................................................................... 2 4.0 THE RICH113 SLIDE ......................................................................................................... 5 5.0 THE CHITINA DUMP SLIDE .............................................................................................. 6 6.0 SUMMARY ......................................................................................................................... 9 7.0 REFERENCES ................................................................................................................. 10 i A STUDY OF UNSTABLE SLOPES IN PERMAFROST AREAS 1.0 INTRODUCTION -
Frequency and Magnitude of Selected Historical Landslide Events in The
Chapter 9 Frequency and Magnitude of Selected Historical Landslide Events in the Southern Appalachian Highlands of North Carolina and Virginia: Relationships to Rainfall, Geological and Ecohydrological Controls, and Effects Richard M. Wooten , Anne C. Witt , Chelcy F. Miniat , Tristram C. Hales , and Jennifer L. Aldred Abstract Landsliding is a recurring process in the southern Appalachian Highlands (SAH) region of the Central Hardwood Region. Debris fl ows, dominant among landslide processes in the SAH, are triggered when rainfall increases pore-water pressures in steep, soil-mantled slopes. Storms that trigger hundreds of debris fl ows occur about every 9 years and those that generate thousands occur about every 25 years. Rainfall from cyclonic storms triggered hundreds to thousands of debris R. M. Wooten (*) Geohazards and Engineering Geology , North Carolina Geological Survey , 2090 US Highway 70 , Swannanoa , NC 28778 , USA e-mail: [email protected] A. C. Witt Virginia Department of Mines, Minerals and Energy , Division of Geology and Mineral Resources , 900 Natural Resources Drive, Suite 500 , Charlottesville , VA 22903 , USA e-mail: [email protected] C. F. Miniat Coweeta Hydrologic Lab , Center for Forest Watershed Research, USDA Forest Service, Southern Research Station , 3160 Coweeta Lab Road , Otto , NC 28763 , USA e-mail: [email protected] T. C. Hales Hillslope Geomorphology , School of Earth and Ocean Sciences, Cardiff University , Main Building, Park Place , Cardiff CF10 3AT , UK e-mail: [email protected] J. L. Aldred Department of Geography and Earth Sciences , University of North Carolina at Charlotte , 9201 University City Blvd. , Charlotte , NC 28223 , USA e-mail: [email protected] © Springer International Publishing Switzerland 2016 203 C.H. -
Slope Stability Back Analysis Using Rocscience Software
Slope Stability Back Analysis using Rocscience Software A question we are frequently asked is, “Can Slide do back analysis?” The answer is YES, as we will discover in this article, which describes various methods of back analysis using Slide and other Rocscience software. In this article we will discuss the following topics: Back analysis of material strength using sensitivity or probabilistic analysis in Slide Back analysis of other parameters (e.g. groundwater conditions) Back analysis of support force for required factor of safety Manual and advanced back analysis Introduction When a slope has failed an analysis is usually carried out to determine the cause of failure. Given a known (or assumed) failure surface, some form of “back analysis” can be carried out in order to determine or estimate the material shear strength, pore pressure or other conditions at the time of failure. The back analyzed properties can be used to design remedial slope stability measures. Although the current version of Slide (version 6.0) does not have an explicit option for the back analysis of material properties, it is possible to carry out back analysis using the sensitivity or probabilistic analysis modules in Slide, as we will describe in this article. There are a variety of methods for carrying out back analysis: Manual trial and error to match input data with observed behaviour Sensitivity analysis for individual variables Probabilistic analysis for two correlated variables Advanced probabilistic methods for simultaneous analysis of multiple parameters We will discuss each of these various methods in the following sections. Note that back analysis does not necessarily imply that failure has occurred. -
Soil and Rock Properties
Soil and rock properties W.A.C. Bennett Dam, BC Hydro 1 1) Basic testing methods 2) Soil properties and their estimation 3) Problem-oriented classification of soils 2 1 Consolidation Apparatus (“oedometer”) ELE catalogue 3 Oedometers ELE catalogue 4 2 Unconfined compression test on clay (undrained, uniaxial) ELE catalogue 5 Triaxial test on soil ELE catalogue 6 3 Direct shear (shear box) test on soil ELE catalogue 7 Field test: Standard Penetration Test (STP) ASTM D1586 Drop hammers: Standard “split spoon” “Old U.K.” “Doughnut” “Trip” sampler (open) 18” (30.5 cm long) ER=50 ER=45 ER=60 Test: 1) Place sampler to the bottom 2) Drive 18”, count blows for every 6” 3) Recover sample. “N” value = number of blows for the last 12” Corrections: ER N60 = N 1) Energy ratio: 60 Precautions: 2) Overburden depth 1) Clean hole 1.7N 2) Sampler below end Effective vertical of casing N1 = pressure (tons/ft2) 3) Cobbles 0.7 +σ v ' 8 4 Field test: Borehole vane (undrained shear strength) Procedure: 1) Place vane to the bottom 2) Insert into clay 3) Rotate, measure peak torque 4) Turn several times, measure remoulded torque 5) Calculate strength 1.0 Correction: 0.6 Bjerrum’s correction PEAK 0 20% P.I. 100% Precautions: Plasticity REMOULDED 1) Clean hole Index 2) Sampler below end of casing ASTM D2573 3) No rod friction 9 Soil properties relevant to slope stability: 1) “Drained” shear strength: - friction angle, true cohesion - curved strength envelope 2) “Undrained” shear strength: - apparent cohesion 3) Shear failure behaviour: - contractive, dilative, collapsive -
Sand Dunes Computer Animations and Paper Models by Tau Rho Alpha*, John P
Go Home U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY Sand Dunes Computer animations and paper models By Tau Rho Alpha*, John P. Galloway*, and Scott W. Starratt* Open-file Report 98-131-A - This report is preliminary and has not been reviewed for conformity with U.S. Geological Survey editorial standards. Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Although this program has been used by the U.S. Geological Survey, no warranty, expressed or implied, is made by the USGS as to the accuracy and functioning of the program and related program material, nor shall the fact of distribution constitute any such warranty, and no responsibility is assumed by the USGS in connection therewith. * U.S. Geological Survey Menlo Park, CA 94025 Comments encouraged tralpha @ omega? .wr.usgs .gov [email protected] [email protected] (gobackward) <j (goforward) Description of Report This report illustrates, through computer animations and paper models, why sand dunes can develop different forms. By studying the animations and the paper models, students will better understand the evolution of sand dunes, Included in the paper and diskette versions of this report are templates for making a paper models, instructions for there assembly, and a discussion of development of different forms of sand dunes. In addition, the diskette version includes animations of how different sand dunes develop. Many people provided help and encouragement in the development of this HyperCard stack, particularly David M. Rubin, Maura Hogan and Sue Priest. -
World Reference Base for Soil Resources 2014 International Soil Classification System for Naming Soils and Creating Legends for Soil Maps
ISSN 0532-0488 WORLD SOIL RESOURCES REPORTS 106 World reference base for soil resources 2014 International soil classification system for naming soils and creating legends for soil maps Update 2015 Cover photographs (left to right): Ekranic Technosol – Austria (©Erika Michéli) Reductaquic Cryosol – Russia (©Maria Gerasimova) Ferralic Nitisol – Australia (©Ben Harms) Pellic Vertisol – Bulgaria (©Erika Michéli) Albic Podzol – Czech Republic (©Erika Michéli) Hypercalcic Kastanozem – Mexico (©Carlos Cruz Gaistardo) Stagnic Luvisol – South Africa (©Márta Fuchs) Copies of FAO publications can be requested from: SALES AND MARKETING GROUP Information Division Food and Agriculture Organization of the United Nations Viale delle Terme di Caracalla 00100 Rome, Italy E-mail: [email protected] Fax: (+39) 06 57053360 Web site: http://www.fao.org WORLD SOIL World reference base RESOURCES REPORTS for soil resources 2014 106 International soil classification system for naming soils and creating legends for soil maps Update 2015 FOOD AND AGRICULTURE ORGANIZATION OF THE UNITED NATIONS Rome, 2015 The designations employed and the presentation of material in this information product do not imply the expression of any opinion whatsoever on the part of the Food and Agriculture Organization of the United Nations (FAO) concerning the legal or development status of any country, territory, city or area or of its authorities, or concerning the delimitation of its frontiers or boundaries. The mention of specific companies or products of manufacturers, whether or not these have been patented, does not imply that these have been endorsed or recommended by FAO in preference to others of a similar nature that are not mentioned. The views expressed in this information product are those of the author(s) and do not necessarily reflect the views or policies of FAO. -
Soil Stratification Using the Dual- Pore-Pressure Piezocone Test
68 TRANSPORTATION RESEARCH RECORD 1235 Soil Stratification Using the Dual Pore-Pressure Piezocone Test ILAN JURAN AND MEHMET T. TUMAY Among in situ testing techniques presently used in soil stratification urated soil to dilate or contract during shearing. The pore and identification, the electric quasistatic cone penetration test water pressures measured at the cone tip and the shaft imme (QCPT) is recognized as a reliable, simple, fast, and economical diately behind the cone tip were found to be highly dependent test. Installation of pressure transducers inside cone penetrometers upon the stress history, sensitivity, and stiffness-to-strength to measure pore pressures generated during a sounding has added ratio of the soil. Therefore, several charts dealing with soil a new dimension to QCPT-the piezocone penetration test (PCPT). classification and stress history [i.e., overconsolidation ratio In this paper, some of the major design, testing, de-airing, and interpretive problems with regard to a new piezocone penetro· (OCR)] have been developed using the point resistance and meter with dual pore pressure measurement (DPCPT) are addressed. the excess pore water pressures measured immediare/y behind Results of field investigations indicate that DPCPT provides an the tip (18-20) and at the cone tip (6,16), respectively. enhanced capability of identifying and classirying minute loose or Interpretation of excess pore water pressures (ilu = u, - dense sand inclusions in low-permeability clay deposits. u0 , where u0 is hydrostatic water pressure) measured in sandy soils, and their use in soil classification, are more complex The construction of highway embankments and reclamation because the magnitude of these pore water pressures is highly projects in deltaic zones often requires continuous soil pro dependent upon the ratio of the penetration rate to hydraulic filing to establish the stratification of heterogeneous soil conductivity of the soil. -
Silt Fence (1056)
Silt Fence (1056) Wisconsin Department of Natural Resources Technical Standard I. Definition IV. Federal, State, and Local Laws Silt fence is a temporary sediment barrier of Users of this standard shall be aware of entrenched permeable geotextile fabric designed applicable federal, state, and local laws, rules, to intercept and slow the flow of sediment-laden regulations, or permit requirements governing sheet flow runoff from small areas of disturbed the use and placement of silt fence. This soil. standard does not contain the text of federal, state, or local laws. II. Purpose V. Criteria The purpose of this practice is to reduce slope length of the disturbed area and to intercept and This section establishes the minimum standards retain transported sediment from disturbed areas. for design, installation and performance requirements. III. Conditions Where Practice Applies A. Placement A. This standard applies to the following applications: 1. When installed as a stand-alone practice on a slope, silt fence shall be placed on 1. Erosion occurs in the form of sheet and the contour. The parallel spacing shall rill erosion1. There is no concentration not exceed the maximum slope lengths of water flowing to the barrier (channel for the appropriate slope as specified in erosion). Table 1. 2. Where adjacent areas need protection Table 1. from sediment-laden runoff. Slope Fence Spacing 3. Where effectiveness is required for one < 2% 100 feet year or less. 2 to 5% 75 feet 5 to 10% 50 feet 4. Where conditions allow for silt fence to 10 to 33% 25 feet be properly entrenched and staked as > 33% 20 feet outlined in the Criteria Section V. -
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.