Estimating Soil Texture: Sandy, Loamy Or Clayey?
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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. - 
												
												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. - 
												
												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. - 
												
												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. - 
												
												Types of Landslides.Indd
Landslide Types and Processes andslides in the United States occur in all 50 States. The primary regions of landslide occurrence and potential are the coastal and mountainous areas of California, Oregon, Land Washington, the States comprising the intermountain west, and the mountainous and hilly regions of the Eastern United States. Alaska and Hawaii also experience all types of landslides. Landslides in the United States cause approximately $3.5 billion (year 2001 dollars) in dam- age, and kill between 25 and 50 people annually. Casualties in the United States are primar- ily caused by rockfalls, rock slides, and debris flows. Worldwide, landslides occur and cause thousands of casualties and billions in monetary losses annually. The information in this publication provides an introductory primer on understanding basic scientific facts about landslides—the different types of landslides, how they are initiated, and some basic information about how they can begin to be managed as a hazard. TYPES OF LANDSLIDES porate additional variables, such as the rate of movement and the water, air, or ice content of The term “landslide” describes a wide variety the landslide material. of processes that result in the downward and outward movement of slope-forming materials Although landslides are primarily associ- including rock, soil, artificial fill, or a com- ated with mountainous regions, they can bination of these. The materials may move also occur in areas of generally low relief. In by falling, toppling, sliding, spreading, or low-relief areas, landslides occur as cut-and- La Conchita, coastal area of southern Califor- flowing. Figure 1 shows a graphic illustration fill failures (roadway and building excava- nia. - 
												
												Gabion Retaining Walls with Alternate Fill Materials
Gabion Retaining Walls with Alternate Fill Materials IGC 2009, Guntur, INDIA GABION RETAINING WALLS WITH ALTERNATE FILL MATERIALS K.S. Beena Reader, School of Engineering, Cochin University of Science and Technology, Cochin–682022, India. E-mail: [email protected] P.K. Jayasree Lecturer in Civil Engineering, College of Engineering, Trivandrum–695 016, India. E-mail: [email protected] ABSTRACT: Although gabions have been used from ancient times, it is only in the last few decades that their wide spread use has lead them to become an accepted construction material in Civil Engineering. Gabion retaining walls are mass gravity structure made up of strong mesh containers known as gabion boxes, filled with quarry stone. Considering the cost and scarcity of quarry stones, the replacement of it with some other cheaper material will make the construction more economical. This aspect is studied here. Considering the specific gravity, friction, cost and availability, quarry dust and red soil was selected as the fill material. Model gabion retaining walls were constructed for the purpose in which, different combinations of quarry dust, red soil and coarse aggregate were taken as the filling material. Analyzing the lateral deformations of various cases, it can be concluded that a 50%–50% combination of alternative material and aggregate will perform better than the coarse aggregate alone, considering the cost of construction. 1. INTRODUCTION dry stone gravity mass wall made of gabion boxes. They are cost effective, environmental friendly and durable structures. Retaining walls, one of the major geotechnical applications, Because of these reasons gabions are widely used now days are mainly used in the case of highways and railways to all over the world. - 
												
												Landslide Triggering Mechanisms
kChapter 4 GERALD F. WIECZOREK LANDSLIDE TRIGGERING MECHANISMS 1. INTRODUCTION 2.INTENSE RAINFALL andslides can have several causes, including Storms that produce intense rainfall for periods as L geological, morphological, physical, and hu- short as several hours or have a more moderate in- man (Alexander 1992; Cruden and Vames, Chap. tensity lasting several days have triggered abun- 3 in this report, p. 70), but only one trigger (Varnes dant landslides in many regions, for example, 1978, 26). By definition a trigger is an external California (Figures 4-1, 4-2, and 4-3). Well- stimulus such as intense rainfall, earthquake shak- documented studies that have revealed a close ing, volcanic eruption, storm waves, or rapid stream relationship between rainfall intensity and acti- erosion that causes a near-immediate response in vation of landslides include those from California the form of a landslide by rapidly increasing the (Campbell 1975; Ellen et al. 1988), North stresses or by reducing the strength of slope mate- Carolina (Gryta and Bartholomew 1983; Neary rials. In some cases landslides may occur without an and Swift 1987), Virginia (Kochel 1987; Gryta apparent attributable trigger because of a variety or and Bartholomew 1989; Jacobson et al. 1989), combination of causes, such as chemical or physi- Puerto Rico (Jibson 1989; Simon et al. 1990; cal weathering of materials, that gradually bring the Larsen and Torres Sanchez 1992)., and Hawaii slope to failure. The requisite short time frame of (Wilson et al. 1992; Ellen et al. 1993). cause and effect is the critical element in the iden- These studies show that shallow landslides in tification of a landslide trigger. - 
												
												Silt Fences: an Economical Technique for Measuring Hillslope Soil Erosion
United States Department of Agriculture Silt Fences: An Economical Technique Forest Service for Measuring Hillslope Soil Erosion Rocky Mountain Research Station General Technical Peter R. Robichaud Report RMRS-GTR-94 Robert E. Brown August 2002 Robichaud, Peter R.; Brown, Robert E. 2002. Silt fences: an economical technique for measuring hillslope soil erosion. Gen. Tech. Rep. RMRS-GTR-94. Fort Collins, CO: U.S. Department of Agriculture, Forest Service, Rocky Mountain Research Station. 24 p. Abstract—Measuring hillslope erosion has historically been a costly, time-consuming practice. An easy to install low-cost technique using silt fences (geotextile fabric) and tipping bucket rain gauges to measure onsite hillslope erosion was developed and tested. Equipment requirements, installation procedures, statis- tical design, and analysis methods for measuring hillslope erosion are discussed. The use of silt fences is versatile; various plot sizes can be used to measure hillslope erosion in different settings and to determine effectiveness of various treatments or practices. Silt fences are installed by making a sediment trap facing upslope such that runoff cannot go around the ends of the silt fence. The silt fence is folded to form a pocket for the sediment to settle on and reduce the possibility of sediment undermining the silt fence. Cleaning out and weighing the accumulated sediment in the field can be accomplished with a portable hanging or plat- form scale at various time intervals depending on the necessary degree of detail in the measurement of erosion (that is, after every storm, quarterly, or seasonally). Silt fences combined with a tipping bucket rain gauge provide an easy, low-cost method to quantify precipitation/hillslope erosion relationships. - 
												
												Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics
Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics Shear Strength of Soils Ability of soil to resist sliding on itself on the slope Angle of Repose definition n1. the maximum angle to the horizontal at which rocks, soil, etc, will remain without sliding Shear Strength Parameters and Soils Info Φ angle of internal friction C cohesion (clays are cohesive and sands are non-cohesive) Θ slope angle γ unit weight of soil Internal Angles of Friction Estimates for our use in example Silty sand Φ = 25 degrees Loose sand Φ = 30 degrees Medium to Dense sand Φ = 35 degrees Rock Riprap Φ = 40 degrees Slope Stability Analysis Basics Explore Site Geology Characterize soil shear strength Construct slope stability model Establish seepage and groundwater conditions Select loading condition Locate critical failure surface Iterate until minimum Factor of Safety (FS) is achieved Rules of Thumb and “Easy” Method of Estimating Slope Stability Geology and Soils Information Needed (from site or soils database) Check appropriate loading conditions (seeps, rapid drawdown, fluctuating water levels, flows) Select values to input for Φ and C Locate water table in slope (critical for evaluation!) 2:1 slopes are typically stable for less than 15 foot heights Note whether or not existing slopes are vegetated and stable Plan for a factor of safety (hazards evaluation) FS between 1.4 and 1.5 is typically adequate for our purposes No Flow Slope Stability Analysis FS = tan Φ / tan Θ Where Φ is the effective - 
												
												Slope Stability
Slope stability Causes of instability Mechanics of slopes Analysis of translational slip Analysis of rotational slip Site investigation Remedial measures Soil or rock masses with sloping surfaces, either natural or constructed, are subject to forces associated with gravity and seepage which cause instability. Resistance to failure is derived mainly from a combination of slope geometry and the shear strength of the soil or rock itself. The different types of instability can be characterised by spatial considerations, particle size and speed of movement. One of the simplest methods of classification is that proposed by Varnes in 1978: I. Falls II. Topples III. Slides rotational and translational IV. Lateral spreads V. Flows in Bedrock and in Soils VI. Complex Falls In which the mass in motion travels most of the distance through the air. Falls include: free fall, movement by leaps and bounds, and rolling of fragments of bedrock or soil. Topples Toppling occurs as movement due to forces that cause an over-turning moment about a pivot point below the centre of gravity of the unit. If unchecked it will result in a fall or slide. The potential for toppling can be identified using the graphical construction on a stereonet. The stereonet allows the spatial distribution of discontinuities to be presented alongside the slope surface. On a stereoplot toppling is indicated by a concentration of poles "in front" of the slope's great circle and within ± 30º of the direction of true dip. Lateral Spreads Lateral spreads are disturbed lateral extension movements in a fractured mass. Two subgroups are identified: A.