Compaction Concepts
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Origins of Mechanical Compaction the Fresno Grader
Part 1 ORIGINS OF MECHANICAL COMPACTION THE FRESNO GRADER Abajiah McCall invented the horse- drawn dirt bucket scrapper in Fresno County, California in 1885. It became known as the “Fresno Scrapper” and was widely employed as the prime earth moving device until the widespread advent of self- powered scrappers in the 1930s. Above left: 10-horse team pulling an elevating grader to load hopper dumping wagons during construction of the Central Reservoir for the People’s Water Co. in Oakland, California in 1909. Note old Buffalo- Springfield steam roller compacting the dam’s embankment, in left background Below Left: Marion shovel loading a hopper dumping wagon at the San Pablo Dam site of the East Bay Water Company in 1920, in Richmond, California. At 220 ft high with a volume of 2.2 million yds3 it was the highest and largest earth dam in the world when completed in 1922. “Load Compaction” of Trestle Fills In the early days large embankments were constructed by side-dumping rail cars or wagons from temporary wooden trestles, as shown at left. Engineers assumed that, after placement and infiltration by rain, the soil would ‘compact’ under its own dead load. The first sheepsfoot rollers The first sheepsfoot roller was built in Los Angeles in 1902, using a 3-ft diameter log studded with railroad spikes protruding 7 inches, distributed so the spikes were staggered in alternate rows. This layout was soon modified to increase weight and efficiency, initially by increasing its length to 8 ft. Note the leading wheels on the early models shown here, absent later. -
Construction Quality Assurance Final Report On
CONSTRUCTION QUALITY ASSURANCE FINAL REPORT ON-SITE DISPOSAL FACILITY, PHASE I1 CELL 3 November 1999 Revision 0 United States Department of Energy Fernald Environmental Management Project Fernald, Ohio Prepared by GeoSyntec Consultants Fernald Field Office 7400 Willey Road, Mail Stop 3 8 Hamilton, Ohio 4.50 13 Under , Fluor Daniel Fernald Subcontract 95PS005028 GeoSyntec Consultants TABLE OF CONTENTS 1. INTRODUCTION ............................................................................................................................ 1 1.1 TERMSOF REFERENCE.................................................................................................................... 1 1.2 BACKGROUND................................................................................................................................ 1 1.3 REPORTORGANIZATION ................................................................................................................... 3 2 . PROJECT DESCRIPTION ............................................................................................................. 4 3. CONSTRUCTION QUALITY ASSURANCE PROGRAM ............ :............................................ 8 3.1 SCOPEOF SERVICES........................................................................................................................ .8 3.1.1 Overview...................................... ..................................................................... 8 3.1.2 Review of Documents .......................................................... -
Agricultural Soil Compaction: Causes and Management
October 2010 Agdex 510-1 Agricultural Soil Compaction: Causes and Management oil compaction can be a serious and unnecessary soil aggregates, which has a negative affect on soil S form of soil degradation that can result in increased aggregate structure. soil erosion and decreased crop production. Soil compaction can have a number of negative effects on Compaction of soil is the compression of soil particles into soil quality and crop production including the following: a smaller volume, which reduces the size of pore space available for air and water. Most soils are composed of • causes soil pore spaces to become smaller about 50 per cent solids (sand, silt, clay and organic • reduces water infiltration rate into soil matter) and about 50 per cent pore spaces. • decreases the rate that water will penetrate into the soil root zone and subsoil • increases the potential for surface Compaction concerns water ponding, water runoff, surface soil waterlogging and soil erosion Soil compaction can impair water Soil compaction infiltration into soil, crop emergence, • reduces the ability of a soil to hold root penetration and crop nutrient and can be a serious water and air, which are necessary for water uptake, all of which result in form of soil plant root growth and function depressed crop yield. • reduces crop emergence as a result of soil crusting Human-induced compaction of degradation. • impedes root growth and limits the agricultural soil can be the result of using volume of soil explored by roots tillage equipment during soil cultivation or result from the heavy weight of field equipment. • limits soil exploration by roots and Compacted soils can also be the result of natural soil- decreases the ability of crops to take up nutrients and forming processes. -
Lessons Learned
International Test and Evaluation Program for Humanitarian Demining Lessons Learned Test and Evaluation of Mechanical Demining Equipment according to the CEN Workshop Agreement (CWA 15044) Part 3: Measuring soil compaction and soil moisture content of areas for testing of mechanical demining equipment ITEP Working Group on Test and Evaluation of Mechanical Assistance Clearance Equipment (ITEP WGMAE) Last update: 3.12.2009 International Test and Evaluation Program for Humanitarian Demining Page 2 Table of Contents 1. Background............................................................................................................2 2. Definitions..............................................................................................................3 3. Measurement of soil bulk density and soil moisture content.................................5 3.1. Introduction....................................................................................................5 3.2. Determination of soil bulk density and soil moisture content of soil samples removed from the field...............................................................................................5 3.2.1. Removal of samples...............................................................................5 3.2.2. Calculation of soil bulk density and soil moisture content....................6 3.3. Determination of soil bulk density and soil moisture content in the field (in situ) 7 3.3.1. Nuclear densometer (soil density and moisture content).......................7 3.3.2. -
Chapter 21 Soil Improvement
CHAPTER 21 SOIL IMPROVEMENT 21.1 INTRODUCTION General practice is to use shallow foundations for the foundations of buildings and other such structures, if the soil close to the ground surface possesses sufficient bearing capacity. However, where the top soil is either loose or soft, the load from the superstructure has to be transferred to deeper firm strata. In such cases, pile or pier foundations are the obvious choice. There is also a third method which may in some cases prove more economical than deep foundations or where the alternate method may become inevitable due to certain site and other environmental conditions. This third method comes under the heading foundation soil improvement. In the case of earth dams, there is no other alternative than compacting the remolded soil in layers to the required density and moisture content. The soil for the dam will be excavated at the adjoining areas and transported to the site. There are many methods by which the soil at the site can be improved. Soil improvement is frequently termed soil stabilization, which in its broadest sense is alteration of any property of a soil to improve its engineering performance. Soil improvement 1. Increases shear strength 2. Reduces permeability, and 3. Reduces compressibility The methods of soil improvement considered in this chapter are 1. Mechanical compaction 2. Dynamic compaction 3. Vibroflotation 4. Preloading 5. Sand and stone columns 951 952 Chapter 21 6. Use of admixtures 7. Injection of suitable grouts 8. Use of geotextiles 21.2 MECHANICAL COMPACTION Mechanical compaction is the least expensive of the methods and is applicable in both cohesionless and cohesive soils. -
Case Study on Slope Stability Changes Caused by Earthquakes—Focusing on Gyeongju 5.8 ML EQ
sustainability Article Case Study on Slope Stability Changes Caused by Earthquakes—Focusing on Gyeongju 5.8 ML EQ Sangki Park , Wooseok Kim *, Jonghyun Lee and Yong Baek Korea Institute of Civil Engineering and Building Technology, 283, Goyang-daero, Ilsanseo-gu, Goyang-si 10223, Gyeonggi-do, Korea; [email protected] (S.P.); [email protected] (J.L.); [email protected] (Y.B.) * Correspondence: [email protected]; Tel.: +82-31-910-0519 Received: 16 July 2018; Accepted: 16 September 2018; Published: 27 September 2018 Abstract: Slope failure is a natural hazard occurring around the world and can lead to severe damage of properties and loss of lives. Even in stabilized slopes, changes in external loads, such as those from earthquakes, may cause slope failure and collapse, generating social impacts and, eventually causing loss of lives. In this research, the slope stability changes caused by the Gyeongju earthquake, which occurred on 12 September 2016, are numerically analyzed in a slope located in the Gyeongju area, South Korea. Slope property data, collected through an on-site survey, was used in the analysis. Additionally, slope stability changes with and without the earthquake were analyzed and compared. The analysis was performed within a peak ground acceleration (PGA) range of 0.0 (g)–2.0 (g) to identify the correlation between the slope safety factor and peak ground acceleration. The correlation between the slope safety factor and peak ground acceleration could be used as a reference for performing on-site slope stability evaluations. It also provides a reference for design and earthquake stability improvements in the slopes of road and tunnel construction projects, thus supporting the attainment of slope stability in South Korea. -
Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands
International Journal of Environmental Science and Development, Vol. 5, No. 1, February 2014 Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands Nabil F. Ismael and Mariam Behbehani strength characteristics of the compacted fill. Abstract—Construction of structures always involves This paper aims to answer these questions and to learn excavation, and recompaction following foundation installation. more about the properties of compacted sand fills by means In some cases foundations are placed on compacted sandy soils. of a laboratory-testing program. Testing included basic The influence of relative compaction on the strength of sandy characteristics, compaction tests, and direct shear tests. In soils in Kuwait is examined herein by a comprehensive laboratory testing program on surface samples. The program view of recent work indicating significant soil improvement includes basic properties, compaction and, direct shear tests. with artificial cementation [6], the effect of using 1 % by Various soil parameters were determined including the weight ordinary Portland cement additive (Type I) on the compaction characteristics, the cohesion c, angle of friction φ. shear strength parameters of compacted surface sands is also The results indicate that as the relative compaction increases examined. towards 100%, the strength increases and the soil compressibility decreases. A comparison was made between the soil parameters for the samples compacted on the dry side, and on the wet side of optimum moisture content at several relative II. TESTING PROGRAM compaction ratios. The difference in the values obtained for the The testing program consisted of: two cases are explained. The effect of using 1% by weight 1) Collecting large bulk sample of surface sand from one cement additive is also examined. -
Slope Stabilization and Repair Solutions for Local Government Engineers
Slope Stabilization and Repair Solutions for Local Government Engineers David Saftner, Principal Investigator Department of Civil Engineering University of Minnesota Duluth June 2017 Research Project Final Report 2017-17 • mndot.gov/research To request this document in an alternative format, such as braille or large print, call 651-366-4718 or 1- 800-657-3774 (Greater Minnesota) or email your request to [email protected]. Please request at least one week in advance. Technical Report Documentation Page 1. Report No. 2. 3. Recipients Accession No. MN/RC 2017-17 4. Title and Subtitle 5. Report Date Slope Stabilization and Repair Solutions for Local Government June 2017 Engineers 6. 7. Author(s) 8. Performing Organization Report No. David Saftner, Carlos Carranza-Torres, and Mitchell Nelson 9. Performing Organization Name and Address 10. Project/Task/Work Unit No. Department of Civil Engineering CTS #2016011 University of Minnesota Duluth 11. Contract (C) or Grant (G) No. 1405 University Dr. (c) 99008 (wo) 190 Duluth, MN 55812 12. Sponsoring Organization Name and Address 13. Type of Report and Period Covered Minnesota Local Road Research Board Final Report Minnesota Department of Transportation Research Services & Library 14. Sponsoring Agency Code 395 John Ireland Boulevard, MS 330 St. Paul, Minnesota 55155-1899 15. Supplementary Notes http:// mndot.gov/research/reports/2017/201717.pdf 16. Abstract (Limit: 250 words) The purpose of this project is to create a user-friendly guide focusing on locally maintained slopes requiring reoccurring maintenance in Minnesota. This study addresses the need to provide a consistent, logical approach to slope stabilization that is founded in geotechnical research and experience and applies to common slope failures. -
Effect of Oil Contamination on the Liquefaction Behavior of Sandy Soils S
World Academy of Science, Engineering and Technology International Journal of Geological and Environmental Engineering Vol:8, No:5, 2014 Effect of Oil Contamination on the Liquefaction Behavior of Sandy Soils S. A. Naeini, M. M. Shojaedin viscosity of the contaminant oil. Khamehchiyan et al. (2007) Abstract—Oil leakage from the pipelines and the tanks carrying [4] carried out the laboratory testing, including Atterberg them, or during oil extraction, could lead to the changes in the limits, compaction, direct shear, uniaxial compression and characteristics and properties of the soil. In this paper, conducting a permeability tests, on clayey and sandy soils such as CL, SM series of experimental cyclic triaxial tests, the effects of oil and SP sampled from the coastal soils. The contaminated contamination on the liquefaction potential of sandy soils is investigated. The studied specimens are prepared by mixing the samples were prepared by mixing the soils with crude oil in Firoozkuh sand with crude oil in 4, 8 and 12 percent by soil dry the amount of 2%, 4%, 8%, 12%, and 16% by dry weight. weight. The results show that the oil contamination up to 8% causes This research noted to some limitations for addition of more an increase in the soil liquefaction resistance and then with increase crude oil to the soil samples. The results indicated a decrease in the contamination, the liquefaction resistance decreases. in strength, permeability, maximum dry density, optimum water content and Atterberg limits. The uncontaminated and Keywords—Cyclic triaxial test, Liquefaction resistance, Oil crude oil-contaminated clay were compared by Habib-ur- contamination, Sandy soil. -
Using Geosynthetics to Improve Road Performance
2011-20TS Published December 2011 Using Geosynthetics to Improve Road Performance What Was the Need? To increase performance, roads are sometimes reinforced The use of geogrids in road with geosynthetic polymer materials, including geogrids foundations clearly benefits and geotextiles. Geogrids consist of polymers formed into TECHNICAL relatively rigid, gridlike configurations. They are com- pavement performance, monly placed between the subgrade and base or base potentially leading to longer SUMMARY and subbase layers of roads to add strength and stiffness and to slow deterioration. Geotextiles are polymer fabrics service lives for roads and Technical Liaison: that may also provide some reinforcement, but are used Lou Tasa, MnDOT reduced maintenance costs. primarily to: [email protected] • Facilitate filtration and water drainage through road foundation soils without the loss Administrative Liaison: of soil particles. Dan Warzala, MnDOT [email protected] • Provide separation between dissimilar base materials, improving their integrity and functioning. Principal Investigator: • Provide a stable construction platform over soft or wet soils, facilitating the movement Tim Clyne, MnDOT of equipment and the process of soil compaction. [email protected] Of several kinds of geotextiles, Type V is the most commonly used in Minnesota, primarily as a separator. Despite the relatively widespread use of geosynthetics in LRRB PROJECT COST: reconstructing paved county roads and state trunk highways as well as in constructing $30,000 new roads, their performance has not been well documented in Minnesota. Research was needed to obtain field data that would indicate whether geosynthetics extend the service lives of roads and reduce the need for maintenance. -
Soil Compaction / Pore Space
Soil Compaction / Pore Space Bulk density is defined as the ratio of oven dried soil to its bulk volume, which indicates the volume of particles and the pore space between particles. By Clarence Chavez Aggregate Stability and Infiltration Demonstration Poor GdGood Water Quality Soil Soil Health Health Poor Good Nutritional Soil Soil Value Health Health CO2 Poor Good Crop Yields SilSoil Soil and Quality Health Animal Health Health and production Non-compacted VS Compacted Soil Types Water Mineral Mineral Air OM Note: IWM 3 soil data interpretation table for IWM planning can be used also. Bulk Density Field Testing Bulk Density Ideal Bulk Bulk Densities that (Soil Type Densities restrict Table 4. pg. 57) (g/cm3) root growth sands, < 1.6 > 1.80 loamy sands sandy loams, < 1.4 > 1.80 loams S. C. loams, loams, clay loams < 1.4 > 1.75 silts, < 1.3 > 1.75 silt loams silt loams, silty clay loams < 1.4 > 1.65 S. clays, silty clays, some clay loams < 1.10 > 1.58 (35-45% clay) clays (> 45% clay) < 1.10 > 1.47 Soil Penetrometer: Use and Cost The ideal resistance of your top soil should be less than 200 psi. I f you take a reading of more than 200 psi in the field at Field Capacity then you may start to have the making of a hardpan or compacted soil. Cornell Soil Health Assessment Training Manual 2nd Edition (2009) $150 to $300 ea. Soil Penetrometer: PSI Table 10 to 300 PSI 300 to 400 PSI > 400 PSI Moisture Content shldhould be at fifildeld capacity. -
The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay After Saturation and Consolidation
SCHOOL OF CIVIL ENGINEERING JOINT HIGHWAY RESEARCH PROJECT FHWA/IN/JHRP-79-7 THE EFFECT OF LABORATORY COMPACTION ON THE SHEAR BEHAVIOR OF A HIGHLY PLASTIC CLAY AFTER SATURATION AND CONSOLIDATION J. M. Johnson C. W. Lovell PURDUE UNIVERSITY INDIANA STATE HIGHWAY COMMISSION Digitized by the Internet Archive in 2011 with funding from LYRASIS members and Sloan Foundation; Indiana Department of Transportation http://www.archive.org/details/effectoflaboratoOOjohn Interim Report THE EFFECT OF LABORATORY COMPACTION ON THE SHEAR BEHAVIOR OF A HIGHLY PLASTIC CLAY AFTER SATURATION AND CONSOLIDATION TO: H. L. Michael, Director July 11, 1979 Joint Highway Research Project Project: C-36-5M FROM: C. W. Lovell, Research Engineer Joint Highway Research Project File: 6-6-13 Attached is an Interim Report on the HPR Part II Study titled "Improving Embankment Design and Performance". This is Interim Report No. 6 and is titled "The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay After Saturation and Consolidation". It is authored by J. M. Johnson and C. W. Lovell of our staff. The report describes the experimental program on the effective stress strength behavior of laboratory compacted St. Croix clay. The effects of compaction water content and effort level were evaluated for the clay after it had been saturated and consolidated under confining pressures simulating various embankment positions. Prediction equations were developed for the effective stress parameters, for the pore pressure parameter at failure, and for the volumetric strain during saturation and consolidation. These equations are largely in terms of the compaction variables. Research on these relation- ships for field compacted soil continues.